601-3.7.5.3 Operation and Maintenance. PCMS shall be furnished, placed, operated, and maintained at locations shown on the plans, specified herein, or designated by the Engineer.
The PCMS will be diligently maintained and repaired by the Contractor throughout the project in accordance with the manufacturer's recommendations. When ownership is transferred to the City (at the end of the job), it must be demonstrated to be in good working condition, and meet the provisions of these specifications, including current registration.
601-3.7.5.4 Measurement and Payment. Payment for all traffic signs, including Portable Changeable Message Signs, are incidental to the bid item for Temporary Traffic Control and no other compensation will be made therefor.
601-4 TEMPORARY TRAFFIC STRIPING AND PAVEMENT MARKINGS.
601-4.2.1 Application of Temporary Pavement Markers. Temporary reflective raised pavement markers shall be placed in accordance with the manufacturer's instructions.
Temporary reflective raised pavement markers shall be cemented to the surfacing with the adhesive recommended by the manufacturer, except epoxy adhesive shall not be used to place temporary reflective raised pavement markers in areas where removal of the markers will be required. Pavement striping, legends and markers which conflict with any traffic pattern shall be removed by grinding as determined by the Engineer. The Contractor shall use temporary reflective raised pavement markers for temporary pavement marking, except when the temporary pavement markers are used to replace patterns of temporary traffic stripe that will be in place for less than 30 days. Reflective pavement markers used in place of the removable- type pavement markers shall conform to the Section 314-3 Removal of Pavement Markers and Section 314-5 Pavement Markers , except the 14-day waiting period before placing the pavement markers on new asphalt concrete surfacing as specified in Section 314-5.4 Placement, shall not apply; and epoxy adhesive shall not be used to place pavement markers in areas where removal of the markers will be required.
TECHNICAL SPECIFICATIONS
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-1
PART 1 - GENERAL
1.1 REQUIREMENTS
A. This section describes the requirements for temporary bypass pumping of sewage flows.
When sewage bypass and pumping is required, or the Contractor elects to perform, the Contractor shall submit a Temporary Bypass Plan conforming with the requirements of this Section.
B. Contractor shall provide labor, materials, equipment, and supervision to temporarily provide bypass pumping around the Work. No interruption of sewage flow shall be permitted throughout the duration of the project.
C. Bypass Operation: 24 hours per day during the period of Work. Operation of the bypass system shall be continuously monitored by the Contractor’s personnel.
D. The Contractor shall observe and comply with all Federal, State, and local laws, ordinances, codes, orders, and regulations which in any manner affect the conduct of the work, specifically as they relate to wastewater discharges, spills, or overflows to the environment. The Contractor shall be fully responsible for preventing wastewater discharges, spills or overflows ; containing the wastewater ; and recovery and legal disposal of wastewater. The Contractor shall be responsible for payment of any fines or penalties assessed against the Agency and for claims and liability arising from negligent or willful discharge of wastewater including attorney fee s and costs associated with defending any action against the Agency resulting from such discharges, spills or overflows.
E. The Contractor shall not interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow. The Contractor will be charged for all costs associated with the Agency’s efforts if they are dispatched to the discharge, spill or overflow.
F. The Contractor is prohibited from discharging any groundwater, stormwater or hazardous waste encountered during construction project without prior written approval by the San Diego Regional Water Quality Control Board and the Encina Wastewater Authority. Refer to the General Provisions Section 7-8.6.
G. The Contractor is responsible for noise attenuation equipment and odor control measures if determined necessary by the Agency or County based on site conditions and impact to adjacent property owners.
H. The Contractor is responsible for contacting property owners and business that are affected by the construction activities to inform them of the Work and the estimated schedule. Written notice shall be delivered to each home or business in accordance with the General Provisions . A doorhanger notice to residential properties template is available from Agency.
I. Two (2) working days prior to any work affecting a sewer lateral, a follow-up notice shall be delivered to each home or business. The notice shall instruct occupants to minimize SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-2
water usage on the day of the work and to fill floor drain traps with water to prevent potential odors.
1.2 SUBMITTALS
A. The Contractor shall submit a Temporary Bypass Pumping Plan (Plan) to the Agency in accordance with 2-5.3 Submittals prior to the implementation of flow diversion/bypass.
1. The Plan shall indicate the sequence of construction and the diversion operations and all other operations the Contractor will establish to maintain wastewater service during the diversion/bypass period.
2. The Plan shall be reviewed and approved by the Agency before flow can be diverted/bypassed. No deviation from the approved diversion/bypass plan will be allowed without prior approval from the Agency.
3. The Plan shall include a n Overflow Emergency Response Plan (OERP) indicating the procedures, personnel, equipment, and activities that will be implemented in the event of a wastewater discharge, spill or overflow to the environment, or diversion system failure. The Contractor shall be responsible for implementation of the OERP in accordance with this Section.
B. Bypass Pumping Plan.
1. Provide for each bypass pumping scenario for the project. Bypass pumping plan shall include at least the following:
a. A plan view drawing to graphically show the location of the bypass pumping equipment and appurtenances.
b. Staging areas for pumps.
c. Sewer plugging method and types of plugs.
d. Size and location of manholes or access points for suction and discharge piping. e. Size of pipeline or conveyance system to be bypassed. f. Number, size, material, location and method of installation and protection of suction and discharge piping.
g. Bypass pump sizes, capacities, and number of each size to be provided on -site including all primary, secondary, and spare pumping units. h. Backup pump ing unit complete with suction and discharge piping for a fully redundant bypass system.
i. Calculations of static lift, friction losses, and flow velocity for selection of pumps and piping and pump head-capacity curves and operating ranges. j. System pressure for calculation of hydrostatic testing requirements. k. Downstream discharge plan.
l. Method of protecting discharge manholes or structures from erosion and damage.
m. Temporary pipe supports and anchoring requirements.
n. Thrust and restraint block sizes and locations. Provide the details necessary to demonstrate the integrity of all suction and discharge piping. o. Sections showing suction and discharge pipe depth, embedment, select fill and special backfill.
p. When required, sound attenuation features for each pump and any additional equipment that is included in the Bypass Pumping Plan.
q. Access plans to all bypass pumping locations indicated on the drawings.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-3
r. Schedule for installation, testing and maintenance of bypass pumping system. s. Emergency plan for adverse weather and flooding.
t. Contractor’s plan for providing continuous monitoring of the bypass pumping operation as well as the monitoring persons’ qualifications. u. Flow-thru plugs: If flow-thru plugs are utilized for bypass, provide detailed design including, but not limited to, the flow-thru pipe size(s), configuration and location, and a capacity analysis to verify plug capacity vs design flow. The flow-thru plug shall be tethered or adequately braced during all diversion activities.
2. Subject to the approval of the Agency, if bypass pumping is not required for a location, the Contractor may elect to plug and vactor sewage flows for the duration of the Work. The Contractor shall submit a plug and vactor plan for each location which shall include at least the following:
a. Sewer plugging method and types of plugs.
b. Size of pipeline or conveyance system to be bypassed. c. Duration of plugging and calculated volume of sewage, including elevation of sewage head.
d. Emergency plan for adverse weather and flooding for various phases of the Work.
e. Contractors plan for providing continuous monitoring of the sewage flows as well as the monitoring persons’ qualifications.
3. Emergency Contact List: Provide three emergency contacts who are able to respond and be on site within two hours of contact. Provide name, cell phone, and email addresses. List shall be posted in a conspicuous location at the bypass pump location.
C. Overflow Emergency Response Plan (OERP)
1. The OERP shall be developed to respond to any construction related wastewater discharge, spill or overflow to the environment. The Contractor’s OERP shall not rely on Agency personnel for emergency response, but they may be dispatched, at the Agency’s discretion and/or availability , to assist the Contractor . If the Agency’s personnel respond, the Contractor shall be responsible for all associated costs.
2. The Contractor is prohibited from unauthorized discharge of any wastewater, groundwater, storm water, or hazardous waste encountered during the construction project.
3. The Contractor shall immediately contact the Agency upon discovery or knowledge of an unauthorized discharge and proceed to control, contain or capture such discharge to the maximum extent possible. The Contractor shall cooperate with the Agency for the Agency’s reporting requirements for the unauthorized discharge.
4. The OERP shall include at a minimum:
a. Identification of environmentally sensitive areas that could be affected by a wastewater discharge, spill or overflow, including but not limited to, waterways, channels, catch basins and entrances to existing underground storm drains. b. An emergency notification procedure the complies with the state and federal requirements including but not limited to, California Health and Safety Code Section 5411.5. The Contractor shall designate primary and secondary representatives, their respective home and mobile phone numbers. Agency contacts for City Contractors shall also be listed.
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Contract No. 5552 02960-4
c. Identification of personnel and equipment/tools that will be utilized in the event of a wastewater discharge, spill or overflow to the environment. Include an emergency team with arrangements for backup personnel and equipment. The emergency response team shall be able to dispatch to the site 24 hours a day, 7 days a week including weekends and holidays to respond immediately to any wastewater discharge, spill or overflow to the environment related to the Project work.
d. Identification of downstream public water systems.
e. Identification of owners of storm water inlets in the immediate vicinity. f. Step-by-step procedures to contain, control, and minimize wastewater discharges, spills or overflows to the environment.
5. At the pre-construction meeting, the Contractor will be provided with a list of Agency representatives to contact in case of a wastewater discharge, spill, or overflow to the environment. These contacts shall be added to the OERP.
6. The Contractor cannot begin work until the Agency has approved the OERP in writing. An approved copy of the OERP shall be available on the job site at all times.
7. It is the Contractor’s responsibility to assure that all employees, including subcontractors, know and obey all emergency procedures included in the OERP.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 GENERAL
A. The Contractor shall notify the Engineer 48 hours prior to bypassing or diverting flow in any of the pipelines or laterals. Notification shall include location of bypass, when bypass will be activated, and length of time bypass will be in place.
B. Contractor shall maintain sufficient equipment and materials on site to ensure continuous and successful operation of the bypass systems. The Contractor shall maintain spare valves, pumps, tees, elbows, connections, tools, sewer plugs, piping, fuel and/or back- up generator, and other parts or system hardware to ensure immediate repair or modification of any part of the system as necessary.
C. Bypass piping cannot be placed within private property without the written approval of the Agency.
D. The Contractor must obtain all permits required by San Diego County Air Pollution Control District (APCD) Rule 10, Permits Required. Any reciprocating internal combustion engine, including engine-driven generators or pumps, rated for 50 BHP or greater will require APCD permitting.
3.2 BYPASS PUMPING EQUIPMENT
A. All equipment, including but not limited to vactors and pumps shall be fully installed, operational, and ready for immediate use.
B. Noise Restrictions
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-5
1. Pumps and generators shall keep the noise level below 70 dBA at 30 feet.
2. Equipment used in residential areas or night time operation shall have sound attenuation enclosures.
C. Capacity
1. Pumps and bypass lines shall be of adequate capacity and size to handle all sewer flow. The bypass pumping equipment shall be sized to handle 100% of the required flows:
Peak Wet Weather Flow: As shown on the Plans
2. Bypass lines, fittings and all accessories shall withstand twice the maximum pressure required for bypassing and shall be in good working condition.
3. The Contractor is responsible for verifying the actual peak flow rate and designing the flow diversion/bypass pumping system.
4. Spare pumps and generators, with a total capacity equal to 100% of the peak flows, must also be supplied to provide 100% redundancy.
D. The Contractor shall perform the necessary maintenance and repairs on the flow bypass system, and exercise and ensure the operation of the backup pumps . The Contractor shall operate backup pumps for a minimum of 25% of the total bypass time on a daily basis
E. The Contractor shall provide one dedicated fuel tank for each pump/generator if fuel/generator driven pumps are used. Each fuel tank shall have a fuel level indicator.
The Contractor shall continuously monitor the fuel level in the tanks and ensure that the fuel level does not drop below a level equivalent of two hours of continuous flow diversion system operation. The Contractor shall protect the fuel supply from contamination. This could include but is not limited to fuel line water traps, fuel line filters, and protecting fuel stores from precipitation. The Contractor shall also monitor all hoses and repair leaks immediately.
F. The bypass pumping system shall be manned at all times, including any bypass pumping performed after normal work hours, weekends and holidays.
3.3 PROTECTION
A. Contractor shall mark and protect suction and discharge pipes.
B. The Contractor shall inspect the entire bypass pumping and piping system for leaks or spills on a continuous basis.
C. No bypassing to the ground surface, receiving waters, storm drains, or bypassing which results in soil or groundwater contamination or any potential health hazards shall be permitted.
D. In the event of any sewage spill the Contractor shall follow the approved OERP and the steps outlined in Paragraph 3.4.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-6
3.4 WASTERWATER DISCHARGE EVENT
A. In event of wastewater discharge, spill, or overflow to the environment, the Contractor shall:
1. Immediately implement the OERP without direction from the Agency, to control and contain the discharge, spill, or overflow.
2. Contact Agency personnel immediately. Information to provide shall include at minimum, the following:
a. Location of discharge, spill, or overflow
b. Start time of discharge, spill, or overflow
c. Duration if already terminated, or expected duration if in progress d. Estimated wastewater volume spilled
e. Cause (if known)
f. Control measures implemented
g. Type of remedial and/or clean up measures taken
h. Description of affected or potentially affected sensitive areas such as waterways, channels, catch basins and entrances to existing underground storm drains
3. Based on the above information, the Agency will determine if the discharge, spill or overflow is contained, and whether Agency personnel should be dispatched to the site. If dispatched, the Contractor shall be responsible for all costs incurred by the Agency as associated with the discharge, spill, or overflow.
4. Contact owner of stormwater inlets if discharge, spill or overflow enters stormwater system.
5. Report the spill to the applicable jurisdictional agency following the procedures in the OERP.
B. The Contractor shall, within 24 hours of the wastewater discharge, spill or overflow, submit to the Agency a written Wastewater Discharge Incident Report.
C. The Agency will evaluate the need for procedural changes to avoid further discharges, spills or overflows and the Contractor shall implement such changes immediately at no additional cost to the Agency . The Agency may institute further corrective actions, as deemed necessary.
D. The Contractor shall not damage existing public and private improvements, interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow to the environment. Any utility and/or improvement which is damaged by the Contractor shall immediately be repaired at the expense of the Contractor.
E. Once the discharge, spill or overflow has been contained and the situation causing the event has been stabilized, the Contractor shall restore the affected areas to original condition.
3.5 FIELD QUALITY CONTROL
A. Hydrostatic Pressure Test:
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-7
1. Notify the Engineer 24 hours prior to testing. The test shall be observed by an Agency Representative.
2. Attach bulkheads, isolation valves and pressure gauges to the piping to be tested.
3. Fill the discharge piping with potable water and seal the piping on both ends. The Contractor shall be responsible for securing potable water supply.
4. Test the discharge piping with maximum pressure equal to 2.0 times the maximum operating pressure or 50 psi, whichever is greater for a period of 30 minutes.
5. If no leaks are observed after the test period, the line may be placed in service.
B. Inspection:
1. Operator shall inspect temporary bypass pumping and piping system at a minimum of every hour.
2. Operator shall continuously monitor the flow levels downstream and upstream of the flow diversion to detect any possible failure that may cause a wastewater discharge.
3. Keep written inspection log at each pumping location. Provide weekly copies to the Agency in a manner acceptable to the Agency.
C. Maintenance:
1. The Contractor shall inspect and maintain the bypass system daily, including the backup system.
2. The Contractor shall submit maintenance procedures and frequency to the Agency prior to any flow bypass.
3. The Contractor shall maintain a log of system operation and inspection, maintenance and repair records, and provide copies to the Agency upon request in a manner acceptable to the Agency.
3.6 CLEAN-UP
A. The bypass pumping system shall be flushed with potable water and drained prior to being dismantled and moved to the next location. Drain residual wastewater from the piping system into the Agency sewer main prior to disassembly, taking care to avoid wastewater spills.
B. Upon completion of bypass pumping operation, clean disturbed areas, restoring to original condition, including pavement restoration, at least equal to that which existing prior to start of Work.
3.7 SCHEDULING
A. The bypassing system shall not be shut down between shifts, on holidays or weekends, or during work stoppages.
B. The bypass system shall have a trained and qualified attendant on site 24 hours per day, 7 days per week to maintain the bypass pumping system from the start of bypass until the bypassing of the specific pipeline is no longer required.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5552 02960-8
END OF SECTION
SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-1
PART 1 GENERAL
1.1 DESCRIPTION
A. This section describes the requirements for precast concrete manholes, also referred to in the approved pl ans as flow meter vault , for new manholes to be installed.
B. The Contractor shall furnish and install all manholes shown on the Plans, complete and in place in accordance with the Contract Documents.
C. This section does not address rehabilitation of existing sewer manholes. Refer to the Greenbook for manhole rehabilitation requirements.
1.2 REFERENCE STANDARDS
The publications listed below form part of this specification to the extent referenced and are referred to in the text by the basic designation only. Reference shall be made to the latest edition of said standards unless otherwise called for.
A. Commercial Standards:
ACI 350-20 Code Requirements for Environmental Engineering Concrete Structures & Commentary
ACI 318-14 Building Code Requirements for Structural Concrete ASTM A48 Gray Iron Castings
ASTM C94 Specification for Ready-Mixed Concrete
ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes Using Rubber Gaskets
ASTM C478 Precast Reinforced Concrete Manhole Sections
ASTM C579 Standard Test Methods for Compressive Strength of Chemical- Resistant Mortars, Grouts, Monolithic, Surfacing, and Polymer Concretes
ASTM C580 Standard Test Method for Flexural Strength and Modulus of Elasticity of Chemical -Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes
ASTM C857 Standard Practice for Minimum Structural Design Loading for Underground Utility Structures
ASTM C923 Resilient Connectors between Reinforced Concrete Manhole Structures, Pipes, and Laterals
SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-2
ASTM D648 Test Method for Deflection Temperature of Plastics Under Flexural Load in Edgewise Position
ASTM D2584 Test Method for Ignition Loss of Cured Reinforced Resins SSPWC Chemical Resistance (Pickle Jar) Test
1.3 RELATED WORK SPECIFIED ELSEWHERE
The Contractor shall refer to the following specification section(s) for additional requirements:
A. Trenching, Excavation, Backfilling and Compacting: 02223 B. Cast-In-Place Concrete: 03000
1.4 SUBMITTALS
A. Submit manufacturer’s data and details of following items for approval in accordance with General Provisions.
1. Show dimensions, locations, lifting inserts, reinforcement, and joints
2. Shop drawings of manhole sections, base units and construction details, jointing methods, materials, and dimensions
3. Summary of criteria used in manhole design including, as minimum, material properties, loading criteria, and dimensions assumed. Include certification from manufacturer that concrete manhole design meets or exceeds the load and strength requirements of ASTM C478 and ASTM C857, reinforced in accordance with ACI 318-14 and ACI 350-20. Include current ISO 9001:2018 certification
4. Frames, grates, rings, and covers
5. Materials to be used in fabricating pipe drop connections
6. Materials to be used for pipe connections
7. Materials to be used for stubs and stub plugs, if required
8. Sealants and waterproofing materials
9. Proof of independent Chemical Resistance testing conducted in accordance with the Greenbook
10. Submitted sealed drawings by a California-registered Professional Engineer
1.5 QUALITY ASSURANCE
The City Inspector shall observe preparation of the subgrade and placement of gravel prior to the placement of the manhole base. The Contractor shall install manholes at the SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-3
correct elevations and orientations, level the base , ensure water tight joints, and backfill and compact in accordance with the Contract Documents.
1.6 QUALITY CONTROL
A. Facility Quality Control should adhere to ISO 9001:2018 for manuf acturing. All fabricators will be ISO 9001:2018 Certified and provide documentation of current certification. Manufacturing will take place in a facility regularly engaged in precast concrete manufacturing.
B. Manufacturer shall provide project references for approval by the City Engineer for 10 previous projects where the product has been successfully used and completed in the last 5 years.
1.7 DESIGN CRITERIA
A. Precast concrete manhole risers, cones, flat lids, grade rings and manhole base sections shall be designed by manufacturer to meet the intent of ASTM C478 with allowable compositional and sizing differences as designed by the precast concrete manufacturer.
B. AASHTO HS-20 or HL -93 design or as required with loading applied to manhole cover and transition and base slabs.
C. Precast manholes will be designed based upon live and dead load criteria in ASTM C857 and ACI 318-14.
D. Unit soil weight of 120 pounds per cubic foot (pcf) located above portions of manhole, including base slab projections.
E. Assume fully saturated soil conditions.
F. Dead load of manhole sections fully supported by concrete manhole base.
1.8 DESIGN
Precast concrete manhole risers, cones, flat lids, grade rings and manhole base sections shall be designed to meet loading requirements of ASTM C478, ASTM C857 and ACI 318- 14 and ACI 350-20:
A. Mix design shall consist of ASTM C150, Type V Portland cement , sand, and aggregate. All sand and aggregate shall be inert in an acidic environment.
B. The wall thickness of p recast concrete structures shall not be less than shown on the approved plans.
C. Each precast concrete manhole component shall be free of all defects, including indentations, cracks, and foreign inclusions that, due to their nature and degree or extent, detrimentally affect the strength and serviceability of the component part.
Cosmetic defect shall not be cause for rejection. The nominal internal diameter of manhole components shall not vary more than 2%.
SECTION 03461 – PRECAST CONCRETE MANHOLES
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Contract No. 5552 03462-4
D. Each manhole shall be marked with the following information: manufacturer’s name or trademark, manufacturer’s plant location and production date.
E. Manhole joints shall be assembled with a bell/spigot or shiplap butyl mastic and/or gasketed joint so that on assembly, manhole base, riser and top section make a continuous and uniform manhole. Joint sealing surfaces shall be free of dents, gouges and other surface irregularities that would affect joint integrity.
F. Minimum clearance between wall penetrations and joints shall be per manufacturer’s design.
G. When flow junctions of different size pipes occur in manholes, set the invert of the smaller main at 3/4 of the depth of the larger main.
H. Construct invert channels to provide smooth flow transition with minimal disruption of flow at pipe-manhole connections. The invert slope through the manhole shall be uniform and indicated on the Plans. Cast the precast base section monolithically with the lower portion of the shaft. Construct an extended ballast slab to resist buoyancy with Portland cement concrete as approved by the City Engineer.
I. Provide resilient connectors conforming to requirements of ASTM C923 or other options as available. All connectors are to be water tight. Install approved resilient connectors at each pipe entering and exiting manholes in accordance with manufacturer’s instructions and per the approved plans.
PART 2 MATERIALS
2.1 MANHOLES
A. Provide precast concrete manhole sections, monolithic base sections and related components referencing to ASTM C478.
B. Provide the base riser section with a monolithic floor, unless shown otherwise.
C. Provide riser sections joined with bell and spigot or ship-lap design seamed with butyl mastic and/or rubber gaskets (ASTM C990) and wrap the exterior of the joint with a butyl rubber joint wrap so that on assembly, the manhole base, riser and top section comprise a continuous, uniform and leak-free manhole structure.
D. Construct the precast concrete manhole using concrete riser sections of the diameter indicated on the Plans. Use various lengths of precast concrete risers to provide the correct height with the fewest joints.
E. Design the wall thickness for the depth, soil, groundwater and live load conditions as approved by the City Engineer.
F. Provide tops to support AASHTO HS -20 or HL -93 or vehicle loading or loads as required and receiving hatches or cast iron frame covers, as indicated on the Plans.
G. Manhole sections shall be cast without ladder rungs unless shown differently on the approved plans.
SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-5
H. Manufacturers, or equal:
1. Oldcastle, (619) 240-8000, www.oldcastleinfrastructure.com
2. Olson Precast Company, (619) 843-3847, olsonprecastcompany.com
2.2 GROUT
Material for grouting and patching will be a high build , 100% solids epoxy mortar for specific use in wastewater applications and approved by the manhole manufacturer.
Compressive strength shall not be less than 12,000 psi (ASTM D695) and bond strength not less than 1,500 psi (ASTM C882).
2.3 MANHOLE FRAMES AND COVERS
A. Manhole frames shall be 36” in diameter with two concentric covers, made of cast - iron in accordance with ASTM A48 Class 30 and the Standard Drawings. Covers shall incorporate a “pick-hole” for lifting purposes.
1. Locking frames and covers may be required in areas located outside the public right of way, in remote areas or when determined by the City Engineer.
B. Frames and covers shall be designed for HS-20 or HL-93 highway wheel loading.
C. Covers shall be cast with the words “CITY OF CARLSBAD” and “SEWER”. No other lettering will be permitted on the top portion of the cover.
D. Casting shall be smooth, clean, and free from blisters, blowholes, and shrinkage.
Imported covers and frames shall have country of origin marking in compliance with federal regulations.
E. Covers and frames shall be provided from the same manufacturer to ensure accurate fit.
F. City shall reject and require removal and replacement of all frames and covers not meeting machining tolerances and do not properly seat.
G. All castings shall be dipped twice in a preparation of asphalt or coal tar and oil applied at a temperature of not less than 290 degrees F nor more than 310 degrees F and in such a manner as to form a firm and tenacious coating.
H. Castings Manufacturers, or equal
1. Alhambra Foundry
2. South Bay Foundry
PART 3 EXECUTION
3.1 GENERAL
SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-6
A. Precast concrete sections shall be transported and handled with care in accordance with the manufacturer’s written recommendations. Where lifting devices are provided in precast sections, such lifting devices shall be used as intended. Where no lifting devices are provided, the Contractor shall follow the manufacturer’s recommendations for lifting procedures to provide proper support during lifting.
B. Prepare the subgrade to provide firm bearing for the support of the manhole. The manhole base shall be placed on a minimum of 6-inches of 3/4” crushed rock over firm, undisturbed soil. Install filter fabric (wrap all around) with a minimum 12” overlap around crushed rock base per section 02223. The inlets and outlets to the manhole shall be located as indicated on the Plans. Invert elevations of connecting sewers may vary depending upon sizes.
C. Each manhole section shall be sealed with butyl rubber sealant rope to make a watertight joint, shall be neatly banded on the inside and outside and shall be set plumb. Rubber gaskets and an EPDM or butyl rubber external joint wrap shall be provided at joints . All manholes shall be vacuum tested in accordance with the procedures specified in this specification section.
D. Grade rings shall be used to bring the top of the manhole frame and cover to the elevation on the Plans but limited to a maximum of 18 inches of grade ring. The precast concrete manhole rings shall be jointed with a minimum thickness of ½ inch of approved mortar along with butyl rubber sealant rope. Mortar shall be as approved by the concrete manufacturer.
E. The finished elevations at which the manhole frames and covers are to be set shall conform to the requirements set forth in the Plans. Where the frame and cover are in existing pavement or in the traveled way of the existing road shoulder, it is to be set flush with the existing surface. When the structure is outside the limits of the traveled shoulder but not in a roadside ditch, set the frame and cover 0.10-foot above the existing ground surface.
F. Where the manhole cover falls in a roadside ditch or easement right-of-way “offsite”, it is to be placed approximately 6-inches above the existing ground surface. Manhole frames shall be set at the required grade and shall be securely attached to the top precast manhole shaft unit with a polyester mortar bed and fillet. After the frames are securely set in place, covers shall be installed and all necessary cleaning and scraping of foreign materials from the frames and covers shall be accomplished to ensure a satisfactory fit.
G. Selected clean backfill material shall be used around all manholes and compacted by pneumatic tampers unless otherwise approved by the Engineer.
H. A concrete ring shall be cast around manhole frames to within 3” of finished grade and capped with asphalt concrete, as shown on the Plans. The ring shall be placed after the final grading or paving together with the final cleanup.
3.2 WATER-TIGHTNESS OF MANHOLES
A. All manholes and appurtenances shall be water tight and free from infiltration. All manhole joints shall use butyl rubber sealant material with rubber gaskets and SECTION 03461 – PRECAST CONCRETE MANHOLES
Precast Concrete Manholes
Contract No. 5552 03462-7
exterior joint wrap to provide a water tight seal and shall comply with the vacuum test requirements specified in this Section. Manholes shall be free of any seeping or surface moisture.
3.3 WATERPROOFING
A. Waterproofing system shall be shop applied to all exterior surfaces of structures and risers per manufacturer recommendation, CoatMasters CM 7007 or approved equal.
Minimum dry -film thickness of 25 -35 mils in 2 coats. Field a pply waterproofing material on joints and damaged surfaces , and install butyl rubber seal and exterior joint wrap on all joints after field waterproofing. Protect waterproofing system from damage during backfilling and compacting.
3.4 VACUUM TESTING OF MANHOLES
A. All sewer manholes shall be vacuum tested in accord ance with the requirem ents specified herein.
B. Manholes shall be tested after assembly and prior to mortaring the joints or backfilling.
C. All lift holes shall be plugged with an approved grout prior to testing. All pipes entering the manhole shall be plugged and bracing installed to prevent the plug from being drawn into the manhole. The test head shall be placed inside the top of the cone section and the seal inflated in accordance with the manufacture’s recommendations. A vacuum of 10 inches of mercury shall be drawn. The time shall be measured for the vacuum to drop 9 inches. The manhole shall pass the test if the time taken for the drop is greater than 60 seconds. If the manhole fails the test, make necessary repairs and retest until acceptable results are obtained. The leak(s) shall be located and repaired, according to the type of leak, with material-in-kind.
3.5 MANHOLE ABANDONMENT
Sewer manholes shall have the cover and frame, concrete grade rings and cone section removed. Inlet and outlet piping shall be plugged with concrete and the manhole void filled with sand, and a 6” thick, reinforced concrete slab (No. 4 bars at 8” on-center, each way) shall be cast over the top of the remaining manhole. The Contractor shall backfill the hole to ground surface with compacted, select fill.
END OF SECTION
SECTION 05500 – MISCELLANEOUS METALS
Miscellaneous Metals and Access Hatches
Contract No. 5552 05500 - 1
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. The Contractor shall provide all labor, materials, equipment and incidentals required to furnish and install all miscellaneous metal fabrications work , including ladders and fall preventions systems and access hatches.
1.02 REFERENCES
A. Comply with the applicable provisions and recommendations of the following, except as otherwise shown or specified:
1. ASTM A36 – Structural Steel.
2. ASTM A123 – Zinc (Hot -Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars, and Strip.
3. ASTM A153 – Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
4. ASTM A240 – Heat Resisting Chromium and Chromium -Nickel Stainless Steel Plate, Sheet, and Strip for Fusion-welded Unfired Pressure Vessels.
5. ASTM A320 – Alloy Steel Bolting Material for Low Temperature Service.
6. ASTM A386 – Zinc Coating (Hot-Dip) on Assembled Steel Products.
7. ASTM B209 – Aluminum-Alloy Sheet and Plate.
8. ASTM B211 – Aluminum-Alloy Bars, Rods and Wire.
9. ASTM B221 – Aluminum -Alloy Extruded Bars, Rods, Wire, Shapes and Tubes.
10. ANSI A14.3 – Safety Requirements for Fixed Ladders.
11. AWS D1.1 – Structural Welding Code.
12. ANSI/ASSP Z359.6 – Specifications and Design Requirements for Active Fall Protection Systems.
13. AISI Standards for Stainless Steel.
14. CalOSHA – Subchapter 4. Construction Safety Orders, Article 24. Fall Protection.
15. CSA Z259.16 – Design of Active Fall-Protection Systems.
16. National Association of Architectural Metal Manufacturers (NAAMM) – Metal Finishes Manual, AMP 500-06.
1.03 SUBMITTALS
A. All submittals shall be submitted in accordance with Section 2 -5.3 “Submittals” of the General Provisions and the following requirements.
B. Shop drawings for the fabrication and erection of all assemblies of miscellaneous metal fabrications work. Include plans, elevations, and details of sections and connections.
Show anchorage and accessory items. Include setting drawing and templates for location and installation of miscellaneous metal fabrications items and anchorage devices.
SECTION 05500 – MISCELLANEOUS METALS
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Contract No. 5552 05500 - 2
C. Copies of manufacturer’s specifications, load tables, dimension diagrams, anchor details, and installation instructions for products to be used in miscellaneous metal fabrications work.
D. An alloy certification for all stainless steel shall be provided to show alloy conformance.
Submit certificates of welding consumables used for shop and field welding.
E. Submit welding procedure specifications (WPS) and procedure qualification records (PQR) for each welding process and welder qualification records (WQR) for each welder and welding operator. Submit bend and tensile test coupons concurrently with welder qualification and procedure qualification records.
1.04 QUALITY ASSURANCE
A. Field Measurements: Take field measurements where required prior to preparation of Shop Drawings and fabrication to ensure proper fitting of the work.
B. Shop Assembly: Preassemble items in the shop to the greatest extent possible to minimize field splicing and assembly of units at the project site. Disassemble units only to the extent necessary for shipping and handling limitations. Clearly mark units for reassembly and coordinated installation.
C. Welding: All weld procedures and welder qualification shall be available for review at the request of the Agency. All welding shall be inspected by a Contractor-provided inspector qualified in accordance with AWS requirements and approved by the Engineer.
PART 2 - PRODUCTS
2.01 GENERAL
A. Materials: Unless otherwise specified or indicated on the drawings, structural and miscellaneous metals shall conform with the standards of the American Society for Testing and Materials, including the following:
Item
ASTM
Standard No.
Class, Grade Type or
Alloy No.
Cast Iron A48 Class 40B
Steel
Galvanized sheet iron or steel A446, A525, A526 Coating G90 Black steel, sheet or strip A569, A570
Coil (plate) A635
Structural plate, bars, rolled
Shapes, and miscellaneous
items
A36
Standard bolts, nuts, and
washers
A307
SECTION 05500 – MISCELLANEOUS METALS
Miscellaneous Metals and Access Hatches
Contract No. 5552 05500 - 3
Item
ASTM
Standard No.
Class, Grade Type or
Alloy No.
High strength bolts, nuts and
Hardened flat washers
A325,
Eyebolts A489 Type 1
Tubing, cold-formed A500
Tubing, hot-formed A501
Steel pipe A53 Grade B
Stainless Steel
Plate, sheet and strip UNS Designation L31653
B. Stainless steels are designed by type or the Unified Numbering System (UNS). All stainless steel shall be Type 316 L.
C. Aluminum:
1. Alloy and Temper: Provide alloy and temper as shown or specified, or as otherwise recommended by the aluminum producer or finisher.
2. Extruded Shapes and Tubes: ASTM B221.
3. Plate and Sheet: ASTM B209.
4. Bars, Rods and Wire: ASTM B211.
5. Finish: Provide Architectural Class I anodized finish AA -M32C22A41 Clear as specified in the NAAMM Manual.
D. Stainless Steel Fasteners and Fittings: ASTM A320.
E. Zinc Coated Hardware: ASTM A153.
2.02 ACCESS HATCHES
A. All hatches shall be fabricated from Aluminum 6061 T6 unless otherwise indicated. All hatch hardware shall be Type 316 stainless steel. Hatches shall be gutter -type, or as shown.
B. Hatch opening sizes, number and direction of swing of door leaves, and locations, shall be as indicated. Sizes given shall be for the clear opening. Unless indicated otherwise, hinges shall be located on the longer dimension side. Unless indicated otherwise, ladder hatches shall be a minimum of 30 inches wide by 36 inches long, with the ladder centered on the shorter dimension, and the door hinge opposite the ladder.
C. Door leaves shall be a minimum of ¼ inch checkered pattern plate. Channel frames shall be a minimum of ¼ inch material with an anchor flange around the perimeter.
Hatches shall be provided with an automatic hold -open arm with release handle.
Hatches shall be designed for easy opening from both inside and outside.
SECTION 05500 – MISCELLANEOUS METALS
Miscellaneous Metals and Access Hatches
Contract No. 5552 05500 - 4
D. Hatches shall be designed to be water-tight and shall be equipped with a joint gutter and moat-type edge drain. The Contractor shall field verify hatch installation conditions via shop drawings.
E. Hatches shall include a recessed hasp for a padlock that is covered by a hinged lid flush with the surface and shall accommodate an openable lock from the inside F. Hatch cover shall be equipped with a hold-open arm with separate grip handle, which automatically locks the cover in the open position. Hatches without separate grip handles shall not be permitted.
G. Hatches at grade level shall be designed for AASHTO HS-20 loading and be suitable for direct heavy duty traffic.
H. Installation shall be in accordance with manufacturer’s instructions.
I. Access hatches shall be manufactured by by Bilco, type JD-AL H20 THD Series 48x48
Aluminum H-20 off street Trough/Channel fr ame, H-20, Double Leaf, (USF Fabrication Inc. part# 1000244419), or approved equal.
2.03 LADDERS
A. Access ladders for valve vaults shall be 24” galvanized steel. Ladder shall be Alhambra Foundry Type A-3400, or approved equal. All ladders shall meet all code and OSHA safety requirements.
2.04 FALL PREVENTION SYSTEM FOR VERTICAL LADDERS
A. Equip ladders with a ladder-centered notc hed safety climbing tube. Safety rails and associated accessories shall be of the same material as the ladder. All necessary components shall be provided, including 2 safety belts for each fall prevention installation to provide a complete and fully operational fall prevention system. Safety belts shall fit a waist range from 23 inches to 54 inches.
B. At all locations where fall prevention systems are installed, a safety chain with a snap hook shall be permanently attached to the top of the ladder. The chain shall be long enough to allow a person to connect the belt to the chain while standing on the landing adjacent to the ladder. The chain and snap hook shall have a minimum allowable capability of 500 pounds.
C. A removable extension kit with storage brackets and box mounted on the handrail or other Agency-directed location shall be provided for each installation.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Set miscellaneous metal fabrications accurately in location, alignment and elevation, plumb, level, true and free of rack, measur ed from established lines and levels. Brace temporarily or anchor temporarily in formwork where fabrications are to be built into concrete, masonry or similar construction.
SECTION 05500 – MISCELLANEOUS METALS
Miscellaneous Metals and Access Hatches
Contract No. 5552 05500 - 5
B. Anchor securely as shown or as required for the intended use, using concealed anchors wherever possible.
C. Ladders shall be fitted accurately and field measured where necessary.
D. Fit exposed connections accurately together to form tight hairline joints. Weld steel connections which are not to be left as exposed joints, but cannot be shop welded because of shipping size limitations. Grind steel joints smooth and touch up with a shop paint coat.
Do not weld, cut or abrade the surfaces of exterior units which have been hot -dip galvanized after fabrication, and are intended for bolted or screwed field connections.
E. Protection of Aluminum from Dissimilar Materials: Using approved washers, strips or sheets of felt, protect all surfaces of aluminum from contact with dissimilar materials such as concrete, masonry, steel, nonferrous metals, etc.
F. Galvanizing: All structural steel plates, shapes, bars, and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A123 Class G90. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. Field repairs to galvanizing shall be made using “Galvinox,” “Galvo -Weld,” or equal.ds
G. Welding: All welding shall be by the metal -arc method or gas -shielded arc method as described in the American Welding Society’s “Welding Handbook” as supplemented by other pertinent standards of the AWS. Qualifications of welders shall be in accordance with the AWS Standards governing same. All sharp corners of material to be painted or coated shall be ground to a minimum of 1/32-inch on the flat. All exposed aluminum welds shall be ground smooth and flush and shall be polished and anodized. Discoloration o f exposed aluminum surfaces, whether or not due to welding, shall constitute a basis for rejection of the entire assembly.
END OF SECTION
SECTION 15062 – PIPE SLEEVES AND PENETRATIONS
Pipe Sleeves and Penetrations
Contract No. 5552 15062 - 1
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Materials, installation and testing of wall pipes and sleeves (including wall collars and seepage rings) and penetrations.
1.02 RELATED REQUIREMENTS
A. CMWD Standard Specification 15000, General Piping System and Appurtenances.
B. Approved Material List (AML)
1.03 REFERENCES
A. The publications listed below form part of this specification to the extent referenced and are referred to in the text by the basic designation only. Reference shall be made to the latest edition of said standards unless otherwise called for.
ASTM A123 – Standard Specification for Zinc (Hot Dip Galvanized) Coatings on Iron and Steel Products
ASTM A193 – Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and other Special Purpose Applications
1.04 SUBMITTALS
A. All submittals shall be submitted in accordance with the requirements of the General Provisions.
B. Pipe Data:
1. Manufacturer’s catalog data and descriptive literature for the following:
a. Pipe sleeves
b. Modular annular sealing devices
PART 2 - PRODUCTS
2.01 PIPE SLEEVES
A. In slab and wall construction sleeves 6 -inch diameter and smaller shall be Schedule 40 carbon steel pipe. Sleeves 8 -inch in diameter and larger shall be ¼ -inch carbon steel pipe.
1. The sleeves shall be hot-dip galvanized after fabrication.
SECTION 15062 – PIPE SLEEVES AND PENETRATIONS
Pipe Sleeves and Penetrations
Contract No. 5552 15062 - 2
2.02 MODULAR ANNULAR SEALING DEVICE
A. Manufacturer:
1. Provide the following mechanical seal system:
a. "Link-Seal Modular Seal" assembly as manufactured by PSI/Thunderline/Link-Seal or Approved Equal.
b. Other manufacturers listed in the Carlsbad Engineering Standards, Approved Materials List.
B. General:
1. All pipes installed through cast or core drilled penetrations or sleeves shown on the Drawings shall be installed with a modular annular sealing device , unless otherwise noted.
2. Wall openings sizes and types provided by the Contractor shall be selected according to the proposed mechanical seal manufacturer's recommendations.
3. Sufficient quantities of the modular annular sealing device shall be supplied to effectively provide a hydrostatic seal.
4. Each seal shall be conspicuously and permanently identified with the name of the manufacturer and the model number.
C. Design:
1. All mechanical seals shall be modular type consisting of inter -locking synthetic rubber links shaped to continuously fill the annular space between the pipe and the wall opening.
2. The elastomeric element shall be sized and selected per the manufacturer's recommendations and have properties as designated by ASTM.
3. Provide Nitrile elastomer. Provide green coloration throughout elastomer for positive field inspection.
4. Mechanical seal pressure plates shall be molded of glass reinforced nylon.
5. Mechanical seal hardware shall be sized according to the manufacturer's technical data. Provide 316 stainless steel hardware.
PART 3 - EXECUTION
3.01 GENERAL REQUIREMENTS
A. Where piping passes through the walls of tanks or channels below the water surface or where detailed on the Drawings to have a wall pipe, the wall pipe shall be cast directly into the concrete.
B. Where piping passes through the walls of tanks or channels a bove the water surface or though dry walls, a sleeve or block out may be used unless specifically noted otherwise on the Drawings.
SECTION 15062 – PIPE SLEEVES AND PENETRATIONS
Pipe Sleeves and Penetrations
Contract No. 5552 15062 - 3
3.02 PIPE SLEEVES
A. Positioning and Placement:
1. Sleeves shall be set in forms before concrete is poured.
2. In slab construction the sleeve shall extend ½ inch above floor.
3. Sleeves shall be positioned and held in place with temporary, external supports.
4. Fastening the sleeves to the structural reinforcing or any other intended or incidental contact of the sleeve with the rebar or other embedments shall not be allowed.
B. Coating:
1. All metallic pipes, wall and slab sleeves, and conduits encased in cast -in-place concrete structures shall be coated with an acceptable dielectric coating to prevent pipe contact with the concrete and/or reinforcing steel.
2. The d ielectric coating shall be epoxy material conforming to AWWA C210 or AWWA C116. Surface preparation, multi -coat application, and total dry film thickness shall conform to AWWA standard minimums and manufacturer’s recommendations, whichever is greater.
3. Embedments shall be inspected prior to concrete placement and any damage to the coating system shall be repaired in accordance with the manufacturer’s written recommendations.
3.03 MODULAR ANNULAR SEALING DEVICES
A. Install according to the Manufacturer's written instructions and recommendations.
3.04 HOLES IN STRUCTURAL ELEMENTS
A. No holes for pipe or equipment will be allowed in any structural members (except where noted on the Drawings) without consent of the Agency.
1. Sleeve for holes through new concrete construction shall be placed in forms before pouring of concrete.
2. Should any additional holes be required through structural members, or where notching, boring or cutting of the structure is necessary, the work shall be done as directed by the Agency.
a. The Contractor shall, at a time in advance of the work, furnish information and/or drawings pertaining to his requirements for these openings. b. Should the furnishing of this information be neglected, delayed, or incorrect, and additional cutting found to be required, it shall be performed by the Contractor at no additional cost to the Agency.
3. Any piping that has to pierce waterproof construction shall be done with care. The opening made by this piping shall be waterproofed and made watertight in a manner acceptable to the Agency.
END OF SECTION
SECTION 15610 – FLOW METERS
Flow Meters
Contract No. 5552 15610 - 1
PART 1 – GENERAL
1.1 SECTION INCLUDES
This section includes materials, testing, and installation of flow meters, totalizers, indicators, and transmitters. All flow meters must be suitable for use in sewage systems.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 16000 – General Electrical Requirements
1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Except as otherwise indicated, the current edition of the following standard applies to the Work of this section.
1. ANSI B16.5 Pipe Flanges and Flanged Fittings, Class 150 only
1.4 QUALITY CONTROL
A. Manufacturer shall provide a two-year warranty on defective workmanship or materials.
1.5 CONTRACTOR SUBMITTALS
A. The Contractor shall furnish submittals in accordance with the requirements of the contract documents. The following submittals are required:
1. Submit Shop Drawings, manufacturer's catalog data certificate of warranty, and detailed construction sheets showing all flow meter parts and describing material of construction by material and specification. Submittal shall include meter dimensions and orientation.
2. Submit certified factory test results, installation instructions, and six (6) sets of operation and maintenance manuals.
PART 2 - MATERIALS
2.1 FLOW METERS
A. Manufacturer: The meter shall be Model Proline Promag W 400 as manufactured by Endress+Hauser.
B. Electrodes: Electrodes shall be constructed of stainless steel. Sensor shall be suitable for sewage applications.
SECTION 15610 – FLOW METERS
Flow Meters
Contract No. 5552 15610 - 2
C. Sensor Cable: The sensor cable shall be a multi -conductor, abrasive resistant, polyurethane jacketed cable flexible to -40F. The sensor cable shall be permanently bonded to the sensor. Contractor to coordinate with City staff for remote display installation location.
D. The transmitter shall be remote mounted. Transmitter Enclosure: NEMA 4X E. Flow meter shall be ordered with factor applied IP68 potting compound.
F. Flow meter shall be installed with grounding rings per manufacturer recommendation. Grounding rings must be provided by flow meter manufacturer.
G. Pressure/Temperature Limits: -40 to 180°F
H. The flow meter shall operate at pressures up to 300 psi.
I. Power Supply: 24V DC
J. The meter shall have flanged connections conforming to ANSI B16.5, Class 150.
2.2 PAINTING AND COATING
A. The interior of the flow sensor shall be polyurethane lined.
B. The exterior of the flow meter shall be coated with factory applied protective coating.
PART 3 – EXECUTION
3.1 INSTALLATION
A. The flow meter shall be inspected by the Construction Manager prior to installation.
If in the opinion of the Construction Manager there is any damage to the flow meter including interior lining, then the flow meter shall be rejected and replaced at no cost to the Owner.
B. Contractor to confirm required length of signal and power cable prior to ordering flow meter. No field modification of factory cable length is allowed.
C. Install flow meters in accordance with all manufacturer’s instructions.
3.2 TESTING
A. Flow meter shall be field tested, inspected, and commissioned to its indicated performance requirement in accordance with its manufacturer’s specifications and instructions by a manufacturer’s representative. Representative shall be qualified by completion and certification from training courses offered by The Instrumentation, Systems, and Automation Society (ISA). Any instrument which fails to meet any Contract requirement, or, in the absence of a Contract SECTION 15610 – FLOW METERS
Flow Meters
Contract No. 5552 15610 - 3
requirement, any published manufacturer performance specification for functional and operational parameters, shall be repaired or replaced.
B. The flow meter shall be loop tested as an integrated system. Operation shall be checked from field instruments to transmitter to receiving components to the vendor panel or the Plant Control System Operator Interface Station. Test signals shall be injected at the process impulse line connection where the measuring technique permits, and otherwise at the most primary signal access point.
Contractor to coordinate with City staff for loop testing requirements at time of commissioning.
C. If the output control or monitoring device fails to indicate properly, corrections to the loop circuitry or device shall be made. The test shall be repeated until devices and instruments operate as required.
D. Correct loop circuitry and repeat the test until the instruments operate properly.
**END OF SECTION**
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 1
PART 1 - GENERAL
1.01 DESCRIPTION OF WORK
A. It is the intent of this section of the Specifications that the Contractor furnishes all labor, supervision, tools, equipment, and materials necessary for erecting complete and ready for continuous use, a tested and working electrical system, substantially as indicated on the Plans and hereinafter specified.
B. These Specifications are intended to provide a broad outline of the work and equipment required, but are not intended to include all the details of design and construction. The Owner reserves the right to make minor changes to the location of the equipment at no cost change in the contract.
C. The electrical plans are diagrammatic, approximately to scale. However, they shall not be used for exact locations. The Contractor shall verify all dimensions from the detailed drawings and approved shop drawings and shall coordinate these dimensions with the actual field conditions. Actual distances, locations, and elevations will be governed by field conditions.
D. Allowance has been made in the design for the number of conduits, cables and conductors that the Owner considers adequate for feeding various drives and equipment. These circuits and diagrams are based on available data pertaining to a particular design of equipment and portray the systems that the Owner has chosen to affect the required operation and level of control. Equipment provided by the Contractor (even though of the make and model specified) may differ in detail, arrangement, connections or form from that shown.
E. The plans do not, and are not intended to, show all equipment (including but not limited to pull boxes and junction boxes) required nor to indicate all mechanical or structural difficulties that may be encountered that would necessitate routing alteration, offsets, or fittings. Items not specifically mentioned in these Specifications or noted on the Plans or approved shop drawings, but which are obviously necessary to make a complete working installation, shall be deemed to be included herein.
F. Discrepancies shown on the different Plans, between the Plans and actual field conditions, or between the Plans and Specifications shall be promptly brought to the attention of the Owner for a decision.
G. All electrical equipment shall be capable of operating successfully at full -rated load, without failure, when the ambient temperature of the air is 40 C except where specified otherwise.
H. Electrical conductors including cable, bus bars, etc. shall be copper, except where specified otherwise.
I. Without limiting the generality of other requirements of these Specifications, arrange for the submittal, by the subcontractor, of a digital PDF markup of the complete schematics and wiring diagrams or drawings to include all installed field and panel conduit and piping/tubing runs and routing, tray systems, supports, SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 2
mounting details, point to point diagrams with a cable, wire, tube and termination numbers. Drawings shall be a record of work as actually constructed and shall be labeled as "Record Drawings."
1.02 SCOPE OF WORK
A. General: The Contractor shall provide all the materials and equipment, and perform all the work necessary for the complete execution of the electrical work as shown on the electrical plans and as specified, including electrical work indicated on other Plans that is specifically included in the electrical work. The Contractor shall provide all labor and materials not specifically shown on the Plans or specified herein, yet required to ensure proper and complete operation of any system(s) or design intent inherent in the project except as specifically excluded.
B. In general, the electrical work shall consist of, but not be limited to, the items listed as follows:
1. All conduit, wiring and connections for work specified elsewhere in these Specifications and as shown on the Drawings.
2. Endress and Hauser Proline Program W 400 electromagnetic flow meter, or approved equal
3. Hangers, anchors, sleeves, chases, supports for fixtures, and other electrical materials and equipment in association therewith.
4. Other items and services required to complete the systems.
1.03 CODES AND STANDARDS
A. All the equipment and materials shall conform to the latest revision of the following standards:
1. State of California Administrative Code, Title 8, Electrical Safety Orders
2. American National Standards Institute (ANSI)
3. Institute of Electrical and Electronic Engineers (IEEE)
4. National Electrical Manufacturers Association (NEMA)
5. Underwriters' Laboratories (UL)
6. Insulated Power Cable Engineers Association (IPCEA)
7. American Society for Testing and Materials (ASTM)
8. National Electrical Code (NEC)
9. California Building Code (CBC)
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 3
B. Responsibility for complying with all applicable government regulations shall be as required in the Special Conditions.
C. All electrical equipment and materials, and the design, construction, and installation thereof, shall comply with all applicable provisions of the Federal Occupational Safety and Health Act (OSHA), state building standards, and applicable local codes and regulations.
D. Where the Plans or these Specifications call for equipment and workmanship to be of better quality or higher standard than required by the above codes, standards, rules, and regulations, then said Plans and Specifications shall prevail. Nothing on the Plans or in these Specifications shall be construed to permit work in violation of the above codes, standards, rules, and regulations and the Contractor shall be held responsible for any work that is not acceptable.
E. In case of differences between the building codes, specifications, state law, local ordinances, industry standards, utility company regulations, fire insurance carrier's requirements, and the contract documents, the most stringent shall govern. The Contractor shall promptly notify the Owner in writing of such differences.
1.04 SUBMITTALS
Shop drawings shall be submitted for the following items of major equipment in accordance with the General Conditions and as indicated in Division 16 and 17 sections.
Within 35 calendar days after the contractor has received the owner’s notice to proceed, submit:
A. Materials list of items proposed to be provided under this section.
B. Manufacturer’s specifications and other data needed to prove compliance with the specified requirements.
C. Manufacturer’s recommended installation procedures which, when approved by the owner will become the basis for accepting or rejecting actual installation procedures used on the work.
D. The Contractor shall submit a detailed test procedure checklist to verify proper operation of the electrical system in accordance with the General Operations section of these Specifications.
Manual: Upon completion of this portion of the work, and as a condition of its acceptance, deliver to the owner two (2) copies of an operation and maintenance manual. Include within each manual:
A. Copy of approved record documents for this portion of the work B. Copies of all circuit directories
C. Copies of all warranties and guaranties
D. Control schematics and written step-by-step description of the control functions.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 4
1.05 COORDINATION OF WORK AND TRADES
A. Electrical work shall conform to the construction schedule and progress of other trades. The electrical construction shall be performed in cooperation with all other trades so that a neat and orderly arrangement of the work as a whole shall be obtained.
B. Before any work is started, the Contractor shall verify with the equipment manufacturers that equipment dimensions and arrangements will allow for equipment installation in the spaces provided for on the Plans for switchboards, panelboards, motor control centers, transformers, and other major items of electrical equipment or apparatus and that the installation indicated will provide for all required ventilation, clearances, access, and work space.
C. Before installing any equipment, materials, or raceways, the Contractor shall examine the complete set of Plans and Specifications and approved shop drawings and verify all dimensions and space requirements. All equipment utilized as “approved equal” to the specified manufacturers’ reference shall be Contractor-coordinated in all aspects for the assurance of proper space, mounting, installation, testing and related operation.
1.06 COORDINATION OF THE ELECTRICAL SYSTEM
A. The Contractor shall verify all actual equipment and motor full -load and locked rotor current ratings. The necessary minimum equipment, wire, and conduit sizes are shown on the Plans. If the Contractor furnishes equipment of different ratings, the Contractor shall coordinate the actual current rating of equipment furnished with the branch circuit conductor size, the controller size, the motor starter, and the branch circuit over -current protection. The branch circuit conductors shall have a carrying capacity of not less than 125 percent of the actual full-load current rating. The size of the branch circuit conductors shall be such that the voltage drop from the overcurrent protection devices up to the equipment shall not be greater than 2 percent when the equipment is running at full load and rated voltage.
B. The motor branch circuit overcurrent protection device shall trip open in 30 seconds or less on locked -rotor current of the motor. This device shall also protect the motor branch circuit conductors and the motor control apparatus against overcurrent due to short -circuits or grounds. The motor control circuits shall have overcurrent protection of the type indicated on the plans.
1.07 PERMITS AND INSPECTIONS
A. The Contractor shall obtain all permits and inspections and he shall pay all fees, therefore, as indicated in the Special Provisions. At the conclusion of the work on the project, the Contractor shall furnish to the Owner, properly executed, all required certificates of final inspection and approval before the work will be accepted as complete. The Owner will inspect the daily construction progress for conformance with the Plans and Specifications.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 5
1.08 EQUIPMENT, MATERIALS AND WORKMANSHIP
A. It is the intent of these Specifications and of the Plans to secure high quality in all equipment and materials, and to require first -class workmanship, in order to facilitate trouble -free operation and minimum maintenance of the electrical system.
B. All equipment and materials shall be new, listed by UL, and bear the UL label, unless exception to this requirement is inherent to an individual item specified herein, or an exception is otherwise granted by the Owner.
C. Equipment and materials shall be the products of reputable, experienced manufacturers. Similar items in the project shall be the products of the same manufacturer. All equipment and materials shall be of industrial grade and standard of construction, shall be of sturdy design and manufacture, and shall be capable of long, reliable, trouble-free service.
D. All work, including installation, connection, calibration, testing and adjustment, shall be done by qualified, experienced personnel who are technically skilled in their trades, are thoroughly instructed, and are competently supervised. The resulting complete installation shall reflect professional quality work, employing industrial standards and methods.
1.09 AREA DESIGNATIONS
For purposes of defining electrical enclosure and electrical installation requirements of this project, certain areas have been classified on the Plans and in these Specifications as defined below. Electrical equipment and installations within these areas shall conform to the code requirements for the areas involved.
A. General Purpose Locations
Electrical work installed in areas that are not specifically classified shall be "general purpose." Workmanship, materials, and enclosures in these locations shall comply with the general requirements of this Specification.
For outdoor underground conduit, raceway shall be EPC-40-PVC direct buried or encased in concrete as shown on the drawings. For outdoor exposed conduit shall be GRS. For corrosive locations indoors or outdoors, raceway shall be PVC coated rigid steel conduit. E ntrances shall be threaded; fittings shall have gasketed covers located at a low point to drain the fitting or conduit system.
Threaded hardware shall be stainless steel. Mounting brackets shall be galvanized after fabrication. Conduit installed for the utility electrical service shall be PVC Schedule 40 encased in concrete per the approved utility service plan .
Instruments and control cabinets, panels, meter pedestal , and cover plates located outdoors shall be "weatherproof." Enclosures shall be mounted with a 1/4-inch air space from walls unless otherwise noted on the plans.
1.10 WARRANTY
Provide 1 year warranty on all labor and materials from the date of commissioning.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 6
1.11 GROUNDING
A. A grounding system shall be installed in accordance with the National Electrical Code and all state and local codes and regulations. The grounding system shall bond together and effectively ground all exposed non -energized metal surfaces containing energized parts, devices or conductors, all building steel, all metallic electrical raceways and the neutrals of all transformers. An equipment grounding conductor shall be installed in all conduits carrying power to be sized in accordance with NEC Article 250-122.
B. Ground all equipment, conduit systems, and other apparatus by conduits or conductor to cold water main or to independent grounding electrode, using ground clamps manufactured by Burndy or T&B and approved by the owner.
C. Make MEG ground tests to measure ground resistance, and provide not more than 5 ohms resistance, adding ground rods as required to achieve that level.
D. Make ground rods accessible for inspection.
E. Rod electrodes
Material: Copper-clad steel.
Diameter: 3/4 inch
Length: 10 feet
F. Grounding well components
Well Pipe: 12 inch NPS by 24-inch long concrete pipe with belled end.
Well Cover: Cast iron with legend "GROUND" embossed on cover.
G. Corrosion resistant anchors and fasteners shall be used.
H. Flow meter will require grounding ring installation per manufacturer recommendation.
1.12 WARNING SIGNS
A. Permanent warning signs shall be mounted at all mechanical equipment that may be started automatically or from remote locations. Signs shall be made in accordance with Porcelain Enamel Institute Specification S -103 and shall be suitable for exterior use. Mounting details shall be in accordance with manufacturer's recommendation. Signs shall be located as approved by the Owner.
1.13 QUALITY ASSURANCE
A. The plans indicate diagrammatically the desired location and arrangement of outlets, conduit runs, equipment, and other items. Exact locations shall be determined in the field based on the physical size and arrangement of SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 7
equipment, finished elevations, and obstructions. Locations indicated on the Plans, however, shall be adhered to as closely as possible.
B. All conduit and equipment shall be installed in such a manner as to avoid all obstructions, preserving headroom, and keeping openings and passageways clear. L uminaires, switches, convenience outlets, and similar items shall be located as indicated on the Plans. Where these Plans do not indicate exact locations, such determined locations shall be approved by the Owner. Where equipment is installed without approval and must be moved, it shall be moved without additional cost.
C. The installation of all materials and equipment shall be accomplished by workmen skilled in this type of work and installation shall be coordinated in the field with other trades so that interferences are avoided.
D. The Contractor shall provide adequate means for and shall fully protect all finished parts of the materials and equipment against damage from any cause during the progress of the work and until accepted by the Owner.
E. All materials and equipment, both in storage and during construction, shall be covered in such a manner that no finished surfaces will be damaged, marred, or splattered with water, foam, plaster, or paint, and all moving parts shall be kept clean and dry.
F. The Contractor shall replace or have refinished by the manufacturer, all damaged materials or equipment, at no additional expense.
G. Without additional cost to the owner, provide such other labor and materials as are required to complete the work of this section in accordance with the requirements of governmental agencies having jurisdiction, regardless of whether such materials and associated labor are called for elsewhere in these contract documents.
1.14 TESTING
A. The Contractor shall perform and record the tests described hereinafter and any other tests that may be required by the Owner or other authorities having jurisdiction. The entire electrical installation shall be tested, adjustments made, and defects corrected as an obligation under the work of this section. The Contractor shall furnish all necessary replacement parts and labor necessary due to damage resulting from damaged equipment or from test and correction of faulty installation.
The following testing, as a minimum, shall be accomplished:
1. Insulation resistance tests
2. Continuity test of all wiring
3. Completely test the grounding system with a low ohm resistance meter under simulated service conditions to assure compliant operation of the wiring and the proper functioning of all equipment.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 8
4. Test for short circuits in the system
5. Test for all luminaire connections
6. Complete operational test on all equipment
7. Verify field performance and operation of electrical system utilizing the approved testing procedure.
B. The Contractor shall test all power and control feeder circuits in the presence of the Owner by means of a 1,000 -volt megohmeter to ensure that they are free of open circuits and grounds before energizing.
C. The Contractor shall perform a functional checkout on control circuits. The checkout shall consist of energizing each control circuit and operating each control, alarm, or malfunction device, and each interlock in turn to verify that the specified action occurs.
D. After each electrical installation is complete, it shall be tested thoroughly to demonstrate that the entire system is in proper working order and in accordance with the Plans and Specifications. In no case shall the tests be less than those outlined hereinafter.
1.15 CLEANUP
A. All parts of the electrical materials and equipment shall be left in a clean condition. Exposed parts shall be clean of cement, plaster and other materials, and all oil and grease spots shall be removed with a non -flammable cleaning solvent. Such surfaces shall be carefully wiped and all cracks and corners scraped out.
B. During the progress of the work, the Contractor shall clean up after his men and shall leave the premises and all portions of the site in which he is working free from debris and surplus materials.
PART 2 - PRODUCTS
2.01 GENERAL
A. Equipment used for the same purpose shall be of the same make. Wiring devices shall be of approved weatherproof construction or shall be in a weatherproof enclosure.
2.02 RACEWAYS
A. PVC coated steel conduit and fittings
1. Provide SCH 40 PVC where encased in concrete or masonry or buried.
Where conduit is installed in the floor slab, conduit shall emerge above the slab as PVC-coated rigid steel conduit.
B. All flexible conduits shall be sealtite type or equal.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 9
C. Outlets, junction boxes, and switch boxes.
1. Provide standard one-piece units, galvanized or cast metal, of shape and size best suited to that particular location, of sufficient size to contain enclosed wires without crowding. Exact location of electrical components to be determined by District representative during construction. 110V outlets shall be mounted 18” above floor unless otherwise noted. Install weather proof covers on receptacles and switches located in vaults.
D. Conduit systems shall be provided with an “approved means” to prevent accumulation of condensation and permit drainage of liquids.
2.03 CONDUCTORS
A. For line voltages, provide 600V insulated copper wire and cable, NEC standard, of types specified below for different applications, with UL label , agencies having jurisdiction.
B. With conductors, provide insulating bushings or insulating sleeves.
C. For wire and cable, provide XHHW or THHN/THWN.
1. Identify feeder neutrals with white tape or white paint.
2. Use only copper wires and cables.
D. Wire and cable designated "Shielded" on the Drawings and required for the instrumentation signal circuits shall be shielded cable. Signal voltage and current will be 24 volts DC and 4 -20 milliamperes DC, respectively. The cables shall be 600 volt AC rated, with a laminated aluminum-polyester tape shield and a copper drain wire, with a plastic jacket over all, and shall be UL approved as type TC tray cable, 90 C in dry locations, and 75 C in wet locations. The conductors in the cable shall be stranded and twisted bare copper wires with a minimum of seven strands and insulated with a minimum thickness of 0.020 inch of flame retardant and moisture resistant, high quality, cross -linked, polyethylene insulation. The wires shall be color coded and covered with a minimum of
0.001/0.001 inches of laminated aluminum-polyester tape shield and a #20 AWG tinned and stranded copper drain wire, with a minimum of ten strands. Over the twisted and shielded cable assembly, there shall be a minimum thickness of
0.045-inches of moisture, flame, and sunlight resistant, polyvinyl chloride (PVC) outer jacket.
E. Instrumentation cable shall be single or multi -conductor shielded pairs as indicated. Conductors shall be No. 18 AWG coated copper.
2.04 FLOW METER
A. See specification section 15610
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 10
PART 3 - EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and propose completion of the work. Do not proceed until unsatisfactory conditions are corrected.
3.02 PREPARATION
A. Coordination
1. Coordinate as necessary with other trades to assure proper and adequate provision in the work of those trades for interface with the work this section.
2. Coordinate the installation of electrical items with the schedule for work of other trades to prevent unnecessary delays in the total work.
3. Where lighting fixtures and other electrical items are shown in conflict with locations of structural member and mechanical or other equipment, provide required supports and wiring to clear the encroachment.
B. Branch circuit wiring and arrangement of home runs have been designed. Install the wiring with circuits arranged exactly as shown on the drawings, except as otherwise approved in advance by the owner.
C. The electrical drawings are diagrammatic but are required to be followed as closely as actual construction and work of other trades will permit. Where deviations are required to conform with actual construction and the work of other trades, make such deviations without additional cost to the owner.
3.03 INSTALLATION - RACEWAY
A. Raceway routing is shown in approximate locations unless dimensioned. The exact locations shall be determined by the Contractor to suit the structural details. Route raceways to complete wiring system.
B. Support raceway using coated steel or malleable iron straps, lay -in adjustable hangers, clevis hangers, and split hangers.
C. Seal joints to prevent entrance of water
D. Provide ground wire of proper size.
E. Use nylon fish tape.
F. Do not support raceway with wire or perforated pipe straps. Remove wire used for temporary supports.
G. Do not attach raceway to ceiling support wires or other piping systems.
H. Route exposed raceway parallel and perpendicular to walls.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 11
I. Route conduit in and under slab from point-to-point.
J. Maintain clearance between raceway and piping for maintenance purposes.
Conduit shall be kept at least 6 inches from the covering on hot water pipes, 18 inches from the covering on flues and breechings, and 3/4 inch from all water - bearing walls, unless shown otherwise on the Plans. The open ends of all conduits shall be sealed during the construction of the facility. Use approved conduit unions where union joints are necessary. Running threads will not be permitted.
K. Exposed conduit, stubbing up through floor slab into bottom of exposed panels, cabinets, or equipment, shall be lined up, properly spaced, and shall be straight and plumb. Conduits shall be installed at sufficient depth below slab to eliminate any part of the bend above top of slab.
L. Cut conduit square using saw or pipe cutter; de-burr cut ends.
M. Join nonmetallic conduit using cement as recommended by the manufacturer.
Wipe nonmetallic conduit dry and clean before joining. Apply full even coat of cement to entire area inserted in fitting. Allow joint to cure for a minimum of 20 minutes.
N. Install conduit hubs to fasten conduit to sheet metal boxes in damp and wet locations and to cast boxes.
O. Install no more than equivalent of three 90-degree bends between boxes. Install conduit bodies to make sharp changes in direction, as around beams. Install factory elbows for bends in metal conduit larger than 2-inch size.
P. Avoid moisture traps; install junction box with drain fitting at low points in conduit system.
Q. Install suitable pull cord of 200 -pound strength in each empty raceway except sleeves and nipples.
R. All spare conduits shall be stubbed up to a flush coupling and plugged. Conduit shall run continuously between outlets and shall be provided with conduit junction boxes where connections are made, except in special pull boxes where indicated on the Plans.
S. Flexible steel conduit may be used in runs from adjacent junction boxes to motors, benches, and in certain locations where, for structural or other reasons, it is impractical to use rigid conduit and where specific permission to do so has been granted by the Owner. Flexible conduit shall be used with PVC coated steel conduit fittings and bushings. All exposed conduits and all conduit stub-ups shall be PVC jacketed steel.
T. Threading shall be done with dies with guide sleeves bored out to allow for increased diameter of conduit. Conduit bends shall be made with next larger size EMT bender or next larger sized shoe bushed for proper fit. Cuts or damaged areas shall be repaired with an approved paste material.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 12
3.04 UNDERGROUND DUCT INSTALLATION
A. Underground ducts shall be installed in a concrete encasement as indicated on Plans and elsewhere in these Specifications. Concrete shall be Class C ( 2000 psi) for service entrance duct bank. Concrete envelope shall be colored with red iron oxide pigment that is integrally mixed with the concrete in the proportion of 2 pounds per sack of cement and 3250 psi per yard of concrete. Pigment shall be commercially pure hydrate oxide, insoluble in water, free from soluble salts and acids, with calcium sulfate less than 10 percent. Pigment shall be dry batched with the aggregate. Reinforcement shall conform to ASTM A 615, Grade 60, and shall be required for arrays of three or more ducts. For other duct bank, c oncrete shall be Class C ( 2000 psi). Concrete envelope shall be colored with red iron oxide pigment that is integrally mixed with the concrete in the proportion of 2 pounds per sack of cement and 2000 psi per yard of concrete. Pigment shall be commercially pure hydrate oxide, insoluble in water, free from soluble salts and acids, with calcium sulfate less than 10 percent. Pigment shall be dry batched with the aggregate. Reinforcement shall conform to ASTM A 615, Grade 60, and shall be required for arrays of three or more ducts.
B. Top of concrete duct banks shall be a minimum of 30 inches below finished grade. Ducts shall be installed on a minimum grade line of 2 inches fall per 100 feet, sloping toward manhole or pull box.
C. Install duct spacers to provide horizontal and vertical spacing and stress relief for conduits encased in concrete. Duct spacers shall be provided and installed in accordance with the conduit manufacturer’s recommendations.
D. Changes in direction shall be made with long sweeps with minimum radius of 24 times duct diameter.
E. The installed ducts shall be cleaned by: (1) pulling a flexible mandrel through each duct; or (2) pulling a wire brush and swab through each duct. The mandrel shall be 1/4 inch less in diameter than the duct diameter. Spare ducts shall have a 200-pound strength nylon cord installed with at least 36 inches of slack on each end.
3.05 INSTALLATION OF CONDUCTORS
A. Route wire and cable to meet project conditions.
B. Install wire and cable in accordance with NECA “Standard Practice of Good Workmanship in Electrical Construction.”
C. Neatly train and lace wiring inside boxes, equipment, and panelboards.
D. Identify and color code wire and cable. Identify each power and control conductor with tube type wire markers, indicating the conductor’s circuit designation and starting, ending, and splice locations.
E. Wire in Raceway:
1. Pull conductors into raceway at same time.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 13
2. Install wire 4 AWG and larger with pulling equipment with tension monitored.
3. Wire lubricants shall be UL approved.
F. Cable:
1. Protect exposed cable from damage.
2. Use suitable cable fittings and connectors.
G. Wiring Connections:
1. Clean conductor surfaces before installing lugs and connectors.
2. Make splices, taps, and terminations to carry full ampacity of conductors with no perceptible temperature rise.
3. All low DC and AC (below 100V) voltages and signals shall be grounded separately from above power grounds. 600 volt conductors, No. 8 AWG and larger, shall be terminated spliced with compression type connectors and insulated with three layers of UL -approved vinyl insulating tape. 600 volt conductors, No. 10 AWG and smaller, shall be spliced with pre - insulated coil spring type connectors. Terminations and splices in all motor connection boxes shall be made with compression type connectors.
4. Termination splices shall be insulated with varnished cambric tape, overlapped with three (3) layers of a high temperature, UL -approved, tape.
5. Control conductors shall be spliced with pre -insulation crimp type connectors and terminated with split tongue pre -insulated, crimp type connectors.
H. Splicing
1. Wires and cables for control and power circuits shall be continuous without splices between terminals, except where otherwise specifically approved by the Engineer. All splices shall be made in an approved manner. Mechanical connectors and terminal devices shall be the soldered-type, or the compression -type that is indented or crimped on to the conductor.
2. Splices and terminations of instrument cable shall be with pre -insulated crimp type connectors. Shields shall be electrically continuous at spliced joints with two layers of UL -approved electrical insulating tape over splices. Connectors for terminations shall be split tongue or ring type.
Shields shall be grounded at the receiving end of cables.
3. Splices in manholes and underground pull boxes for 600 -volt conductors and below shall be waterproofed using encapsulating epoxy resin splice kits.
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 14
I. Wire and cable shall be factory color coded by integral pigmentation with a separate color for each phase and neutral. On conductors larger than 8 AWG, color tape or colored plastic bands will be permitted.
J. 120/240V system shall be color coded and shall have it maintained throughout.
1. Phase A: BLACK
2. Phase B: Red
3. Neutral: White
4. Ground: Green
5. Control Wires: Purple
6. DC Conductors: Blue
3.06 GROUNDING INSTALLATION
A. Install grounding electrodes and ground loop conductors. Install bare copper conductors, size #2 minimum . Bury conductors at least 24 inches below grade.
Coordinate conductor burial depth with depth of ground rod well for connection to ground rods.
B. Install grounding well pipe with cover next to the meter pedestal . Install the well pipe top flush with finished grade.
C. Grounding continuity for underground duct banks may be maintained by the installation of a bare copper conductor installed in the concrete envelope.
Ground continuity shall be maintained through all manholes and pull boxes. All metal parts in manholes shall be connected to the grounding system.
D. Install bonding meeting regulatory requirements.
E. All metallic raceway, non current -carrying parts of the electrical system shall be grounded.
F. Install separate, green insulated conductor within each feeder and branch circuit raceway. Terminate each end on suitable lug, bus, or bushing.
G. Locate and install anchors, fasteners, and supports in accordance with NECA “Standard Practice of Good Workmanship in Electrical Construction.” H. Do not fasten supports to pipes, ducts, mechanical equipment, or conduit.
3.07 TESTING AND INSPECTOR
A. Provide personnel and equipment, make required tests, and secure required approvals from the owner and governmental agencies having jurisdiction.
B. Make written notice to the owner adequately in advance of each of the following stages of construction:
SECTION 16000 - GENERAL ELECTRICAL REQUIREMENTS
General Electrical Requirements
Contract No. 5552 16000 - 15
1. In the underground condition prior to placing concrete floor slab, when all associated electrical work is in place
2. When all rough-in is complete, but not covered.
3. At completion of the work of this section.
C. In the owner’s presence:
1. Test all parts of the electrical system and prove that all such items provided under this section function electrically in the required manner.
2. Immediately submit to the owner a report of maximum and minimum voltages.
3. Measure voltages between phases and between phase wires and neutrals, and report these voltages to the owner.
3.08 PROJECT COMPLETION
A. Upon completion of the work of this section, thoroughly clean all exposed portions of the electrical installation, removing all traces of soil, labels, grease, oil and other foreign material, and using only the type cleaner recommended by the manufacturer of the item being cleaned.
B. Thoroughly indoctrinate the owner’s operation and maintenance personnel in the contents of the operations and maintenance manual required to be submitted under these specifications.
C. On the first day the facility is in operation, for at least eight hours at a time as directed by the owner. Provide a qualified foreman and crew to perform such electrical work as may be required by the owner.
END OF SECTION
APPENDIX A
SWPPP TEMPLATE
VALLEY STREET
SEE SHEET 3 FOR DETAILS
PLANT
BUILDING3000
CHILLER
STORM WATER POLLUTION PREVENTION NOTES
APN :
TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN (TIER 2 SWPPP) AREA OF DISTURBANCECONSTRUCTION THREAT: OWNER/APPLICANT: SITE ADDRESS:EMERGENCY CONTACT :
2 1
PROJECT NAME:
SHEET INDEX:
TIER 2
OWNER'S CERTIFICATION:
STAMP
IF
APPLICABLE
WEATHER TRIGGERED ACTION PLAN
VICINITY MAP
LEGEND
CASQA DesignationConstruction Activity(BMP) DescriptionBest Management Practice* Erosion Control
Sediment Control BMPs
BMPs
Tracking
Control BMPs
Non-Storm WaterManagement BMPs
Waste Management and Materials
Pollution Control BMPs
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
PIO PICO DRIVE (PUBLIC)
2 2
PROJECT NAME:
TIER 2
TIER 2 STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
SAMPLE
EROSION CONTROL PLAN
APPENDIX B
GEOTECHNICAL INVESTIGATION REPORT
GROUNDWATER MONITORING, SLUG TESTING, AND
ANALYSIS
CANNON ROAD LIFT STATION IMPROVEMENTS
Carlsbad, California
PREPARED FOR:
City of Carlsbad
5950 El Camino Real
Carlsbad, California 92008
PREPARED BY:
Atlas Technical Consultants LLC
9085 Aero Drive, Suite B
San Diego, California 92123 October 8, 2024
9085 Aero Drive, Suite B
San Diego, CA 92123
(877) 215-4321 | oneatlas.com
October 8, 2024
Atlas No. 18937
Report No. 1
MR. DANIEL ZIMNY,
PE QSD
SENIOR ENGINEER
PUBLIC WORKS - UTILITIES DEPARTMENT
CITY OF CARLSBAD
5950 EL CAMINO REAL
CARLSBAD, CALIFORNIA 92008
Subject: Groundwater Monito
ring, Slug Testing, and Analysis
Cannon Road Lift Station Improvement
2229 Cannon Road, Carlsbad, California
Dear Mr. Zimny:
In accordance with your request and our proposal No. 24-05861R, Atlas Technical Consultants LLC (Atlas) is pleased to present this report describing the preliminary results of the geotechnical services performed in support of the Cannon Lift Station proposed improvement project (CIP 5552). Our services consisted of a review of readily available geologic literature, site reconnaissance, drilling an exploratory boring and installation of a temporary monitoring well, geotechnical laboratory testing, groundwater monitoring and environmental sampling, slug testing to provide a preliminary assessment of groundwater hydraulic conductivity characteristics at the monitoring well, and preparation of this report.
We appreciate the opportunity to be of service on this project. Should you have any questions, please contact the undersigned at your convenience.
Respectfully submitted,
Atlas Technical Consultants LLC
Stephane Dalo, EIT Nickey Ak
bariyeh, PE 88640
Staff Engineer Project Engineer
Jonathan Goodmacher, CHG 860
Princ
ipal Geologist
NA:SD:JG:af
Distribution: [email protected]
Atlas No. 18937
Report No. 1
Page | i
CONTENTS
1. INTRODUCTION ................................................................................................................. 1
2. SCOPE OF WORK ............................................................................................................. 1
2.1 Subsurface Investigation, Monitoring Well Installation, and Groundwater Analyses .... 1
2.2 Geotechnical Laboratory Testing ................................................................................ 1
2.3 Environmental Screening ........................................................................................... 2
2.4 Slug Testing ............................................................................................................... 3
2.5 Analysis and Report Preparation ................................................................................ 3
3. SITE DESCRIPTION ........................................................................................................... 3
4. GEOLOGY AND SUBSURFACE CONDITIONS ................................................................. 3
5. SLUG TESTING RESULTS ................................................................................................ 4
6. CLOSURE .......................................................................................................................... 5
7. REFERENCES ................................................................................................................... 6 TABLES
Table 1 Groundwater Monitoring Data
FIGURES
Figure 1 Site Vicinity Map
Figure 2 Subsurface Exploration Map
Figure 3 Regional Geology Map
APPENDICES
Subsurface Exploration
Geotechnical Laboratory Testing
Environmental Laboratory Test Report
Atlas No. 18937
Report No. 1
Page | 1
1. INTRODUCTION
Based on the project drawings (City of Carlsbad, 2024), it is our understanding the project will consist of demolition of the existing chemical injection manhole and its replacement with a new flowmeter vault at the Cannon Road Lift Station site. Atlas performed a geotechnical evaluation to address the potential impacts of groundwater conditions for the proposed project. Figure 1 presents the site vicinity.
2. SCOPE OF WORK
Atlas’ scope for this project included the following:
• Reviewing pertinent documents including published geologic reports and maps, aerial photographs, and project plans
• Preparing and acquiring the required groundwater monitoring well permit from the County of San Diego Department of Environmental Health and Quality (DEHQ) • Marking out and clearing the proposed boring location by Atlas’ in-house geophysical survey team and also contacting Underground Service Alert (USA) to clear the proposed boring location
• Drilling and logging (using the Unified Soil Classification System) a soil boring to a depth of about 25 feet using a truck-mounted, hollow-stem auger equipped drill rig o Converting the boring to a groundwater monitoring well and developing it in accordance with standard industry practices
o Collecting and analyzing soil samples at our in-house geotechnical laboratory o Monitoring groundwater levels at the time of drilling and after well development • Performing a slug test to evaluate the hydraulic conductivity of groundwater at the site • Collecting and transporting ground water samples to a State of California- certified environmental testing laboratory
• Preparing this report summarizing the results of our investigations thus far
2.1 Subsurface Investigation, Monitoring Well Installation, and Groundwater Analyses
On August 27, 2024, Atlas explored subsurface conditions by drilling one boring to depth of about 25 feet below the existing ground surface (bgs) using a truck-mounted drill rig equipped with a hollow-stem auger. The boring was subsequently converted to groundwater monitoring well with flush mount, traffic -rated well completion box. Figure 2 presents the approximate location and depth of the monitoring well. The boring/monitoring well log is presented in Appendix I.
2.2 Geotechnical Laboratory Testing
Selected samples from the exploratory boring were tested to evaluate particle- size distribution, percent finer than No. 200 sieve, and Atterberg limits. The laboratory test results were used in editing the boring log and are presented in Appendix II.
Atlas No. 18937
Report No. 1
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2.3 Environmental Screening
On September 12, 2024, Atlas collected representative groundwater samples from the monitoring well in accordance with DEHQ Site Assessment and Mitigation (SAM) Manual guidelines. Field data collected during the sampling is archived in Atlas’ file and can be provided if requested.
The groundwater samples were transported under appropriate chain- of-custody protocols to a State of California- certified environmental laboratory. The collected samples were analyzed for oil and grease, volatile and semi-volatile organic compounds, pesticides, and California Title 22 Metals (including boron and mercury ), total suspended solids, total dissolved solids, and biochemical oxygen demand. More specifically, the groundwater samples were screened for following substances:
• T otal Arsenic
• Total Boron
• Total Cadmium
• Total Chromium
• Total Copper
• Total Iron
• Total Lead
• Total Manganese
• Total Mercury
• Total Molybdenum
• Total Nickel
• Total Selenium
• Total Silver
• Total Zinc
• Oil and Grease
• Total Toxic Organics
• Total Dissolved Solids
• Benzene
• Biochemical Oxygen Demand (EPA 405.1)
• Total Suspended Solids
• pH (at time of sampling)
• Temperature (at time of sampling)
The environmental screening test results are presented in Appendix III.
Atlas No. 18937
Report No. 1
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2.4 Slug Testing
On September 12, 2024, an engineer from Atlas performed slug testing at the Monitoring Well MW-1 location in general accordance with ASTM Test Method D4044/D4044M-15 using a “slug” constructed of a sand-filled PVC pipe. Both rising and falling head tests were conducted by either removing or dropping the slug rapidly from the boring and measuring the response of the well using a data logger connected to a portable computer. The test was considered complete when the groundwater returned to its initially evaluated level (which was measured prior to conducting the test).
Once the data was downloaded, it was analyzed to evaluate the hydraulic conductivity using the AQTESOLV, v. 4.5, computer program (Duffield, G.M., 2007). The Bouwer and Rice (1989) Method of analysis was used to model the hydraulic conductivity assuming an unconfined aquifer.
2.5 Analysis and Report Preparation
The results of the field and geotechnical and environmental laboratory testing conducted are presented herein.
3. SITE DESCRIPTION
The Cannon Lift Station is located at 2229 Cannon Road in Carlsbad, California. The project site is bounded by Cannon Road on the west and a residential community on the north sides .
Topographically, the project site is located on the south side of Agua Hedionda Creek at the base of a hillslope ascending to the south . According to the historic aerial photos (NetrOnline, 2024) the existing lift station was construct ed sometime between 2005 and 2009. Per the available project plans (City of Carlsbad, 2024) , the elevation of the site is approximately 25 feet Above Mean Sea Level (msl).
4. GEOLOGY AND SUBSURFACE CONDITIONS
According to Kennedy and Tan (2007) the site is underlain directly by Quaternary Young Alluvial flood-plain deposits (hereafter alluvium). However, based on our boring logs Artificial fills overlie the alluvium . Figure 3 presents the regional geology, and descriptions of the materials encountered are provided below.
Artificial Fill (Af): Artificial fill w as encountered in MW-1 below the existing pavement section to a depth of approximately 7.5 feet below ground surface (bgs). The fill materials encountered generally consisted of moist, medium dense, fine to coarse grained silty sand with some gravel and clay.
Quaternary Alluvium (Qa): As noted, a lluvial deposits were encountered below the fill and extended to the total depth drilled of approximately 25 feet bgs. The materials encountered generally consisted of moist to wet, medium dense, fine to medium grained clayey and silty sand
Atlas No. 18937
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to approximately 22 bgs, and wet, loose, well-graded sand with gravel from approximately 22 to 25 bgs.
Groundwater: At the time of dr illing, groundwater was initially observed at approximately 18 feet below grade in MW-1. Groundwater levels monitored thus far are shown in Table 1.
In accordance with our contract, groundwater levels wi ll continue to be periodically monitored and the data transmitted to your offices.
Table 1: Groundwater Monitoring Data
Date Measured Depth to Groundwater (feet),
bgs1
Groundwater Elevation
(feet), msl
August 27, 2024 (During Drilling) 18.0 8.0
August 30, 2024 (Well Development) 10.5 15.6
September 12, 2024 (1st Monitoring Event) 9.4 16.6
1. Below Ground Surface (bgs)
2. Ground surface elevation at MW-1 location is approximately 26 feet above Mean Sea Level (msl) based on Google Earth and project drawings.
It should be recognized that groundwater conditions may vary at a site over time. Fluctuations in the groundwater level may occur due to variations in ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, broken pipes, changes in site drainage, and other factors. These types of conditions can be most effectively assessed at the time of construction.
5. SLUG TESTING RESULTS
5.1 Hydraulic Conductivity Testing Results
The results of our groundwater hydraulic conductivity assessment using slug testing are presented in Table 2 below.
Table 2: Estimated Hydraulic Conductivity
Test
Rising Head
Hydraulic Conductivity, K
(feet/second)
Falling Head
Hydraulic Conductivity, K
(feet/second)
Test 1 3.17 x 10-5 3.84 x 10-5
Test 2 2.95 x 10-5 3.06 x 10-5
Test 3 3.45 x 10-5 3.39 x 10-5
Average of All Tests 3.31 x 10-5
The results of our groundwater hydraulic conductivity assessment using slug testing show that the average of our six tests (three rising head and three falling head) is 3.31E-05. It is probable
Atlas No. 18937
Report No. 1
Page | 5
that the test results reflect the presence of the well -graded sand with gravel encountered at a depth of about 22 bgs and may not be representative of conditions at elevations above that.
6. CLOSURE
Atlas should be advised of changes in the project scope so that the recommendations contained in this report can be evaluated with respect to the revised plans. Changes in recommendations will be verified in writing. The findings in this report are valid as of the date of this report. Changes in the condition of the site can occur with the passage of time, whether they are due to natural processes or work on this or adjacent areas. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time.
Please note that slug testing can only provide an estimate of hydraulic conductivity within the immediate vicinity of the wells. As such, performing the slug testing at one location at the site will only serve to provide approximate hydraulic conductivity at that location, which can be used as part of the preliminary cost estimating efforts. In our experience, hydraulic conductivity values can vary by orders of magnitude across the project area. Therefore, obtaining representative hydraulic conductivity for the final design of a dewatering system will warrant additional testing prior to construction. Atlas recommends that the monitoring well should be periodically monitored, and groundwater elevation should be recorded by a qualified individual.
The findings in this report are valid as of the date of this report. Changes in the condition of the site can occur with the passage of time, whether they are due to natural processes or work on this or adjacent areas. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time.
In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the exploration locations and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, expressed, or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings.
Atlas No. 18937
Report No. 1
Page | 6
7. REFERENCES
American Society for Testing and Materials (ASTM) D4044/4044M-15, 2015, Standard Test Method for (Field Procedure) for Instantaneous Change in Head (Slug) Tests for Determining Hydraulic Properties of Aquifers.
Bouwer, H., and R.C. Rice, 1989, The Bouwer and Rice Slug Test – An Updates, Environmental Science Engineering, Groundwater, Vol. 27, No.3, P-304-309, dated May 1.
City of Carlsbad, 2024, Construction Plans for the Cannon Lift Station Improvements, Capital Improvement Project (CIP) No. 5552, Bid Set, dated August.
Duffield, G.M., 2007, AQTESOLV for Windows, Version 4.5, HydroSOLVE, Inc., Reston, VA.
Environmental Protection Agency (EPA), 1994, Slug Tests, SPO No. 2046, dated October 3.
Kennedy, M.P. and Tan, S.S. (2007), Geologic Map of the Oceanside 30’ x 60’ Quadrangle, California, California Geologic Survey, Scale 1:100,000.
NETROnline, (2024), Historic Aerials Website, https://historicaerials.com/viewer, accessed September 2024.
State Water Resources Control Board (SWRCB), 2024, Geotracker, accessed in September:
https://geotracker.waterboards.ca.gov/
©2024 OpenStreet Map
1 SITE VICINITY MAP
Cannon Road Lift Station Monitoring Well
Carlsbad, California
Date:
Job No.:
By:
September, 2024
18937.000
CGI
Figure:
SCALE (feet)
N
2,0004,000 0
PROJECT SITE
2 SUBSURFACE EXPLORATION MAP
Cannon Road Lift Station Monitoring Well
Carlsbad, California
Date:
Job No.:
By:
September, 2024
18937.000
CGI
Figure:
Location of Groundwater
Monitoring Well
(Depth in Feet)
©2024 Google Earth
SCALE (feet)
NOTE: All locations are approximate.
N
3060 0
LEGEND:
Reference:
Plans: City of Carlsbad, Utilities Department. (2024), Overall Site Plan, Cannon Lift Station Improvements CIP 5552
Project Limits
MW-1
(25)
MW-1
(25)
CANNON ROAD
REGIONAL GEOLOGY MAPFigure:
Cannon Road Lift Station Monitoring Well
Carlsbad, California
Date:
Job No.:
By:
September, 2024
18937.000
CGI
EXPLANATION:
N
Reference:
Kennedy, M.P. and Tan, S.S. (2007), Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey, Scale 1:100,000 SCALE (feet)
2,0004,000 0
3 Alluvial flood-plain deposits
Young alluvial flood-plain deposits
Old paralic deposits, undivided
Old alluvial flood-plain deposits,
undivided
Very old paralic deposits, undivided
NOTE: All locations are approximate.
Qa
Qoa
Qvop
Qop
PROJECT SITE
Qya
Qya
Tsa
Kp
Mzu
Santiago Formation
Point Loma Formation
Metasedimentary and
metavolcanic rocks, undivided
SUBSURFACE EXPLORATION
Relatively undisturbed samples were obtained using a modified California (CAL) sampler, which is a ring -lined split tube sampler with a 3 -inch outer diameter and 2½ -inch inner diameter.
Standard Penetration Tests (SPT) were performed using a 2 -inch outer diameter and 1⅜ -inch inner diameter split tube sampler. The CAL and SPT samplers were driven with a 140- pound weight dropping 30 inches. The number of blows needed to drive the samplers the final 12 inches of an 18-inch drive is noted on the boring log as “Driving Resistance (blows/ft. of drive).” SPT and CAL sampler refusal was encountered when 50 blows were applied during any one of the three 6-inch intervals, a total of 100 blows was applied, or there was no discernible sampler advancement during the application of 10 successive blows. The SPT penetration resistance was normalized to a safety hammer (cathead and rope) with a 60% energy transfer ratio in accordance with ASTM D6066. The normalized SPT penetration resistance is noted on the boring logs as “N
60.” Disturbed bulk samples were obtained from the SPT sampler and the drill cuttings. The soils are classified in accordance with the Unified Soil Classification System.
A groundwater monitoring well was installed at the boring location to monitor groundwater levels over time.. A diagram presenting the well construction is presented in Appendix I SPT
CAL
SPT
CAL
SPT
PD
HYD
PD
PD
PD
AL
PD
18 13
10 12
6 24
13 8
4 inches of Asph
alt Concrete (AC) over 10 inches of
Aggregate Base (AB).
ARTIFICIAL FILL (Af): SILTY SAND (SM); medium dense,
brown, moist, fine to medium grained, few GRAVEL, trace CLAY.
SILTY SAND with GRAVEL (SM); medium dense, brown,
moist, fine to coarse grained, trace CLAY.
QUATERNARY ALLUVIUM (Qa): CLAYEY SAND (SC);
medium dense, mottled grayish brown, moist, fine to
medium grained, trace black organics.
SILTY SAND (SM); medium dense, grayish brown, wet, fine to medium grained, trace CLAY.
CLAYEY SAND (SC); medium dense, grayish brown to
black, wet, fine to medium grained.
Well-graded SAND with GRAVEL (SW); loose, grayish
brown, wet, fine to coarse grained.
BORING TERMINATED AT 25 FEET BGS.
GROUNDWATER ENCOUNTERED AT 10.45 FEET BGS.
Well Box
Watertight
Locking Cap
Cement Backfill
Bentonite Seal
2'' PVC Sch. 40
Fil
ter Pack, #2
Sand
2'' PVC Sch. 40
(slotted)
Cap
DRILLING EQUIPMEN
T
Figure
THIS SUMMARY APP
LIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
LOCATIONS AND MAY CHANGE AT THIS LOCATION
WITH THE PASSAGE OF TIME. THE DATA
PRESENTED IS A SIMPLIFICATION OF THE ACTUAL
CONDITIONS ENCOUNTERED.
1 I-1
BULK SAMPLE
DRIVE SAMPLE
Hammer Efficiency = 79.6% N60~1.33NSPT
BORIN
G DIA. (in.)
8 START
DEPTH/ELEV. GR
OUND WATER (ft)
SITE
8/27/24
END
REVIEWED BY
140-lb Hammer, 30-in Drop
SAMP
LING METHOD
SHEET NO.
AT END OF DRILLING 18.00 ft / Elev 8.00 ft
AF
TER DRILLING 10.45 ft / Elev 15.55 ft
L
OGGED BY
Cannon Road Lift Station Monitoring Well
ATL
AS PROJECT NAME
18937
Hollow Stem Auger
8/27/24
CME-95
DRILLING COMPANY
TO
TAL DEPTH (ft) GROUND ELEV. (ft)
ATLAS PROJECT NUMBER
25 26
KBHBaja Exploration
33.145016, -117.304157 | 2229 Can
non Road, Carlsbad, California
DRILL METHOD
JG
NOTES
DEPTH
(ft)
5 10
15 20
25 ELEVATION
(ft)
25 20
15 10
5 AT TIME OF DRILLING ---
BORING RECORD MW-1
ATLAS LOG BRIGHTLINE - - 9/15/24 10:55 - C:\USERS\KHAHN\DOCUME NTS\APP I - CANNON STREET WELL.GPJ
LAB
TESTS
BLOWS
PER FOOT
N60
DESCRIPTION AND CLASSIFICATION
GRAPHIC
LOG WELL DIAGRAM
Casing Type: PV
C
GEOTECHNICAL LABORATORY TESTING
Laboratory tests were performed to provide pertinent geotechnical parameters for engineering analyses associated with the proposed improvements. The following tests were conducted:
• CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System.
• PARTICLE-SIZE DISTRIBUTION: The particle- size distribution was evaluated on selected soil samples in accordance with ASTM D6913.
• PERCENT FINER THAN #200: The percent of materials finer than No. 200 sieve (75µm) was measured on selected samples in accordance with ASTM C117 and ASTM D1140.
Soil samples not tested are stored in our laboratory for future reference and analysis, if needed.
Unless notified to the contrary, all samples will be disposed of 30 days from the date of this report.
-
-
-
Date:
Job Number: Figure:
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SM
SAMPLE NUMBER
93216
UNIFIED SOIL CLASSIFICATION:
SILTY SANDDESCRIPTION
SAMPLE LOCATION
MW-1 at 1½ to 5 Feet
Carlsbad, California
Cannon Road Lift Station Monitoring Well
18937
September, 2024
II-1
By: KBH
0 10
20 30
40 50
60 70
80 90
100
0.0010.010.11101001000
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Sieve Analysis
Hydrometer
Percent Finer by Weight
Cobbles Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
6" 3" 3/4" 1-½" 3/8" #4 #10 #8 #30 #16 #50 #100 #200
-
-
-
Date:
Job Number: Figure:
SAMPLE LOCATION UNIFIED SOIL CLASSIFICATION:
MW-1 at 5½ to 6½ Feet
SAMPLE NUMBER
93217
SILTY SAND with
GRAVELDESCRIPTION
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
Carlsbad, California
SM
Cannon Road Lift Station Monitoring Well
18937
September, 2024
II-2
By: KBH
0 10
20 30
40 50
60 70
80 90
100
0.010.11101001000
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Percent Finer by Weight
Cobbles Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
6" 3" 3/4" 1-½" 3/8" #4 #10 #8 #30 #16 #50 #40 #100 #200
-
-
-
Date:
Job Number: Figure:
SAMPLE LOCATION UNIFIED SOIL CLASSIFICATION:
MW-1 at 11 to 11½ Feet
SAMPLE NUMBER
93218
DESCRIPTION CLAYEY SAND
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
Carlsbad, California
SC
Cannon Road Lift Station Monitoring Well
18937
September, 2024
II-3
By: KBH
0 10
20 30
40 50
60 70
80 90
100
0.010.11101001000
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Percent Finer by Weight
Cobbles Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
6" 3" 3/4" 1-½" 3/8" #4 #10 #8 #30 #16 #50 #40 #100 #200
34 20
14 Date:
Job Number: Figure:
18937
September, 2024
II-4
By: KBH
CLAYEY SAND
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SC
Carlsbad, California
Cannon Road Lift Station Monitoring Well
SAMPLE LOCATION
MW-1 at 21 to 21½ Feet
SAMPLE NUMBER
93220
UNIFIED SOIL CLASSIFICATION:
DESCRIPTION
0 10
20 30
40 50
60 70
80 90
100
0.010.11101001000
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Percent Finer by Weight
Cobbles Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
6" 3" 3/4" 1-½" 3/8" #4 #10 #8 #30 #16 #50 #40 #100 #200
-
-
-
Date:
Job Number: Figure:
18937
September, 2024
II-5
By: KBH
Carlsbad, California
Cannon Road Lift Station Monitoring Well
Well-graded SAND with
GRAVEL
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SWSAMPLE LOCATION
MW-1 at 24 to 25 Feet
SAMPLE NUMBER
93221
UNIFIED SOIL CLASSIFICATION:
DESCRIPTION
0 10
20 30
40 50
60 70
80 90
100
0.010.11101001000
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Percent Finer by Weight
Cobbles Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
6" 3" 3/4" 1-½" 3/8" #4 #10 #8 #30 #16 #50 #40 #100 #200
ENVIRONMENTAL LABORATORY TEST REPORT
ANALYTICAL REPORT
PREPARED FOR
Attn: Stephane Dalo
Atlas Engineering West, Inc.
9085 Aero Drive
Suite B
San Diego, California 92123
Generated 9/19/2024 4:25:38 PM
JOB DESCRIPTION
Cannon St Lift Station, No. 24-05861
JOB NUMBER
570-198822-1
See page two for job notes and contact information.
Tustin CA 92780
2841 Dow Avenue, Suite 100
Eurofins Calscience
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15 Eurofins Calscience
Eurofins Calscience is a laboratory within Eurofins Environment Testing Southwest, LLC, a company within Eurofins Environment Testing Group of Companies Job Notes
This report may not be reproduced except in full, and with written approval from the laboratory. The results relate only to the samples tested. For questions please contact the Project Manager at the e-mail address or telephone number listed on this page.
The test results in this report relate only to the samples as received by the laboratory and will meet all requirements of the methodology, with any exceptions noted. This report shall not be reproduced except in full, without the express written approval of the laboratory. All questions should be directed to the Eurofins Calscience Project Manager.
Authorization
Generated
9/19/2024 4:25:38 PM
Authorized for release by
Allyson Chapman, Project Manager I
[email protected]
(714)895-5494
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15 Table of Contents
Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Laboratory Job ID: 570-198822-1
Eurofins Calscience
9/19/2024
Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Definitions/Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Case Narrative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Detection Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Client Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Surrogate Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 QC Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 QC Association Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 Lab Chronicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38 Certification Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 Method Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 Sample Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 Chain of Custody . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 Receipt Checklists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 1 2
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15 Definitions/Glossary
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Qualifiers
GC/MS VOA
Qualifier Description
J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value.
Qualifier
GC/MS Semi VOA
Qualifier Description
*- LCS and/or LCSD is outside acceptance limits, low biased.
Qualifier
*1 LCS/LCSD RPD exceeds control limits.
J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value.
GC Semi VOA
Qualifier Description
*+ LCS and/or LCSD is outside acceptance limits, high biased.
Qualifier
J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value.
Metals
Qualifier Description
J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value.
Qualifier
Glossary
These commonly used abbreviations may or may not be present in this report. ¤ Listed under the "D" column to designate that the result is reported on a dry weight basis Abbreviation
%R Percent Recovery
CFL Contains Free Liquid
CFU Colony Forming Unit
CNF Contains No Free Liquid
DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor
DL Detection Limit (DoD/DOE)
DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry)
EDL Estimated Detection Limit (Dioxin)
LOD Limit of Detection (DoD/DOE)
LOQ Limit of Quantitation (DoD/DOE)
MCL EP
A recommended "Maximum Contaminant Level"
MDA Minimum Detectable Activity (Radiochemistry)
MDC Minimum Detectable Concentration (Radiochemistry)
MDL Method Detection Limit
ML Minimum Level (Dioxin)
MPN Most Probable Number
MQL Method Quantitation Limit
NC Not Calculated
ND Not Detected at the reporting limit (or MDL or EDL if shown) NEG Negative / Absent
POS Positive / Present
PQL Practical Quantitation Limit
PRES Presumptive
QC Quality Control
RER Relative Error Ratio (Radiochemistry)
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
TNTC Too Numerous To Count
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15 Job Narrative
570-198822-1
Analytical test results meet all requirements of the associated regulatory program listed on the Accreditation/Certification Summary Page unless otherwise noted under the individual analysis. Data qualifiers and/or narrative comments are included to explain any exceptions, if applicable.
· Matrix QC may not be reported if insufficient sample is provided or site-specific QC samples were not submitted. In these situations, to demonstrate precision and accuracy at a batch level, a LCS/LCSD may be performed, unless otherwise specified in the method.
· Surrogate and/or isotope dilution analyte recoveries (if applicable) which are outside of the QC window are confirmed unless attributed to a dilution or otherwise noted in the narrative.
Regulated compliance samples (e.g. SDWA, NPDES) must comply with the associated agency requirements/permits.
Receipt
The sample was received on 9/12/2024 6:00 PM. Unless otherwise noted below, the sample arrived in good condition, and, where required, properly preserved and on ice. The temperature of the cooler at receipt time was 5.0°C.
GC/MS VOA
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
GC/MS Semi VOA
Method 625.1: Insufficient sample volume was available to perform a matrix spike/matrix spike duplicate (MS/MSD) associated with preparation batch 570-480372. The laboratory control sample (LCS) was performed in duplicate (LCSD) to provide precision data for this batch. Method 625.1
Method 625.1: The laboratory control sample and/or the laboratory control sample duplicate (LCS/LCSD) for preparation batch 570-480372 and analytical batch 570-481184 recovered outside control limits for the following analyte(s): Benzidine. Benzidine has been identified as a poor performing analyte when analyzed using this method; therefore, re-extraction/re-analysis was not performed.
Method 625.1: The RPD of the laboratory control sample (LCS) and laboratory control sample duplicate (LCSD) for preparation batch 570-480372 and analytical batch 570-481184 recovered outside control limits for the following analytes: Benzidine and N- Nitrosodimethylamine.
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
PCBs
Method 608.3_PCB: Insufficient sample volume was available to perform a matrix spike/matrix spike duplicate (MS/MSD) associated with preparation batch 570-481537. The laboratory control sample (LCS) was performed in duplicate (LCSD) to provide precision data for this batch. Method 608.3 PEST/PCB LL Method 608.3_PCB: The laboratory control sample (LCS) and laboratory control sample duplicate (LCSD) for preparation batch 570-481537 and analytical batch 570-482222 recovered outside control limits for the following analytes: Aroclor-1260. This analyte was biased high in the LCS and was not detected in the associated samples; therefore, the data have been reported.
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
Pesticides
Method 608.3_Pest: Insufficient sample volume was available to perform a matrix spike/matrix spike duplicate (MS/MSD) associated with preparation batch 570-481537. The laboratory control sample (LCS) was performed in duplicate (LCSD) to provide precision data for this batch. Method 608.3 PEST/PCB LL No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
Metals
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
General Chemistry
Case Narrative
Client: Atlas Engineering West, Inc. Job ID: 570-198822-1 Project: Cannon St Lift Station, No. 24-05861
Eurofins Calscience
Job ID: 570-198822-1 Eurofins Calscience
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15 Method 1664B: The laboratory control sample (LCS) was performed in duplicate (LCSD) to provide precision data for this batch.
Insufficient sample volume was available to perform a matrix spike/matrix spike duplicate (MS/MSD) associated with preparation batch 570-481199.
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.
Case Narrative
Client: Atlas Engineering West, Inc. Job ID: 570-198822-1 Project: Cannon St Lift Station, No. 24-05861
Eurofins Calscience
Job ID: 570-198822-1 (Continued) Eurofins Calscience
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15 Detection Summary
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Client Sample ID: MW-1 Lab Sample ID: 570-198822-1
tert-Butyl alcohol (TBA)
RL
0.010 mg/L
MDL
0.0015
Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J 0.0036 624.1
Endosulfan I 0.000019 mg/L0.000018 Total/NA100.00012 608.3 Arsenic 0.100 mg/L0.0199 Total
Recoverable
10.0499 J 6010B
Boron 0.500 mg/L0.00388 T
otal
Recoverable
10.723 6010B
Cadmium 0.0100 mg/L0.000620 Total
Recoverable
10.000700 J 6010B
Chromium 0.0500 mg/L0.00296 Total
Recoverable
10.0800 6010B
Copper 0.0500 mg/L0.00269 Total
Recoverable
10.0851 6010B
Iron 0.500 mg/L0.0131 Total
Recoverable
176.2 6010B
Lead 0.0500 mg/L0.00527 Total
Recoverable
10.0401 J 6010B
Manganese 0.0500 mg/L0.00134 Total
Recoverable
12.21 6010B
Nickel 0.0500 mg/L0.00307 Total
Recoverable
10.0671 6010B
Selenium 0.0500 mg/L0.0162 Total
Recoverable
10.0561 6010B
Zinc 0.250 mg/L0.0133 Total
Recoverable
10.183 J 6010B
Mercury 0.000200 mg/L0.000124 Total/NA10.000157 J 7470A Total Suspended Solids 100 mg/L80.0 Total/NA15060 SM 2540D Biochemical Oxygen Demand 0.533 mg/L0.267 Total/NA11.11 SM 5210B Eurofins Calscience
This Detection Summary does not include radiochemical test results.
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 624.1 - Volatile Organic Compounds (GC/MS)
Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.0010 0.00023 mg/L 09/13/24 02:57 1
Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
1,1,1,2-Tetrachloroethane
0.0010 0.00035 mg/L 09/13/24 02:57 1ND1,1,1-Trichloroethane
0.0010 0.00033 mg/L 09/13/24 02:57 1ND1,1,2,2-Tetrachloroethane
0.010 0.0038 mg/L 09/13/24 02:57 1ND1,1,2-Trichloro-1,2,2-trifluoroethane
0.0010 0.00025 mg/L 09/13/24 02:57 1ND1,1,2-Trichloroethane
0.0010 0.00029 mg/L 09/13/24 02:57 1ND1,1-Dichloroethane
0.0010 0.00038 mg/L 09/13/24 02:57 1ND1,1-Dichloroethene
0.0010 0.00035 mg/L 09/13/24 02:57 1ND1,1-Dichloropropene
0.0010 0.00054 mg/L 09/13/24 02:57 1ND1,2,3-Trichlorobenzene
0.0050 0.0012 mg/L 09/13/24 02:57 1ND1,2,3-Trichloropropane
0.0010 0.00058 mg/L 09/13/24 02:57 1ND1,2,4-Trichlorobenzene
0.0010 0.00026 mg/L 09/13/24 02:57 1ND1,2,4-Trimethylbenzene
0.0050 0.0015 mg/L 09/13/24 02:57 1ND1,2-Dibromo-3-Chloropropane
0.0010 0.00045 mg/L 09/13/24 02:57 1ND1,2-Dibromoethane
0.0010 0.00022 mg/L 09/13/24 02:57 1ND1,2-Dichlorobenzene
0.00050 0.00021 mg/L 09/13/24 02:57 1ND1,2-Dichloroethane
0.0010 0.00049 mg/L 09/13/24 02:57 1ND1,2-Dichloropropane
0.0010 0.00033 mg/L 09/13/24 02:57 1ND1,3,5-Trimethylbenzene
0.0010 0.00023 mg/L 09/13/24 02:57 1ND1,3-Dichlorobenzene
0.0010 0.00026 mg/L 09/13/24 02:57 1ND1,3-Dichloropropane
0.0010 0.00024 mg/L 09/13/24 02:57 1ND1,4-Dichlorobenzene
0.0010 0.00041 mg/L 09/13/24 02:57 1ND2,2-Dichloropropane
0.010 0.0036 mg/L 09/13/24 02:57 1ND2-Butanone
0.0020 0.00094 mg/L 09/13/24 02:57 1ND2-Chloroethyl vinyl ether
0.0010 0.00029 mg/L 09/13/24 02:57 1ND2-Chlorotoluene
0.010 0.0022 mg/L 09/13/24 02:57 1ND2-Hexanone
0.0010 0.00025 mg/L 09/13/24 02:57 1ND4-Chlorotoluene
0.010 0.0019 mg/L 09/13/24 02:57 1ND4-Methyl-2-pentanone
0.012 0.010 mg/L 09/13/24 02:57 1NDAcetone
0.0050 0.0034 mg/L 09/13/24 02:57 1NDAcrolein
0.0020 0.0014 mg/L 09/13/24 02:57 1NDAcrylonitrile
0.00050 0.00030 mg/L 09/13/24 02:57 1NDBenzene
0.0010 0.00025 mg/L 09/13/24 02:57 1NDBromobenzene
0.0010 0.00026 mg/L 09/13/24 02:57 1NDBromochloromethane
0.0010 0.00024 mg/L 09/13/24 02:57 1NDBromodichloromethane
0.0010 0.00046 mg/L 09/13/24 02:57 1NDBromoform
0.0050 0.0037 mg/L 09/13/24 02:57 1NDBromomethane
0.0010 0.00030 mg/L 09/13/24 02:57 1NDcis-1,2-Dichloroethene
0.00050 0.00021 mg/L 09/13/24 02:57 1NDcis-1,3-Dichloropropene
0.010 0.0025 mg/L 09/13/24 02:57 1NDCarbon disulfide
0.00050 0.00045 mg/L 09/13/24 02:57 1NDCarbon tetrachloride
0.0010 0.00020 mg/L 09/13/24 02:57 1NDChlorobenzene
0.0010 0.00054 mg/L 09/13/24 02:57 1NDChloroethane
0.0010 0.00026 mg/L 09/13/24 02:57 1NDChloroform
0.0010 0.00065 mg/L 09/13/24 02:57 1NDChloromethane
0.0010 0.00025 mg/L 09/13/24 02:57 1NDDibromochloromethane
0.0010 0.00025 mg/L 09/13/24 02:57 1NDDibromomethane
0.0010 0.00063 mg/L 09/13/24 02:57 1NDDichlorodifluoromethane
0.0020 0.00025 mg/L 09/13/24 02:57 1NDDi-isopropyl ether (DIPE) Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.10 0.055 mg/L 09/13/24 02:57 1
Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
Ethanol
0.0010 0.00023 mg/L 09/13/24 02:57 1NDEthylbenzene
0.0020 0.00026 mg/L 09/13/24 02:57 1NDEthyl-t-butyl ether (ETBE)
0.0010 0.00070 mg/L 09/13/24 02:57 1NDHexachloro-1,3-butadiene
0.050 0.036 mg/L 09/13/24 02:57 1NDIsopropanol
0.0010 0.00029 mg/L 09/13/24 02:57 1NDIsopropylbenzene
0.0020 0.00083 mg/L 09/13/24 02:57 1NDMethylene Chloride
0.0010 0.00024 mg/L 09/13/24 02:57 1NDMethyl-t-Butyl Ether (MTBE)
0.010 0.0038 mg/L 09/13/24 02:57 1NDNaphthalene
0.0010 0.00032 mg/L 09/13/24 02:57 1NDn-Butylbenzene
0.0010 0.00030 mg/L 09/13/24 02:57 1NDN-Propylbenzene
0.0010 0.00024 mg/L 09/13/24 02:57 1NDo-Xylene
0.0010 0.00048 mg/L 09/13/24 02:57 1NDm,p-Xylene
0.0010 0.00030 mg/L 09/13/24 02:57 1NDp-Isopropyltoluene
0.0010 0.00031 mg/L 09/13/24 02:57 1NDsec-Butylbenzene
0.0010 0.00074 mg/L 09/13/24 02:57 1NDStyrene
0.0010 0.00025 mg/L 09/13/24 02:57 1NDtrans-1,2-Dichloroethene
0.00050 0.00033 mg/L 09/13/24 02:57 1NDtrans-1,3-Dichloropropene
0.0020 0.00032 mg/L 09/13/24 02:57 1NDTert-amyl-methyl ether (TAME)
0.010 0.0015 mg/L 09/13/24 02:57 10.0036 Jtert-Butyl alcohol (TBA)
0.0010 0.00026 mg/L 09/13/24 02:57 1NDtert-Butylbenzene
0.0010 0.00039 mg/L 09/13/24 02:57 1NDTetrachloroethene
0.010 0.0030 mg/L 09/13/24 02:57 1NDTetrahydrofuran
0.0010 0.00019 mg/L 09/13/24 02:57 1NDToluene
0.0010 0.00041 mg/L 09/13/24 02:57 1NDTrichloroethene
0.0050 0.0026 mg/L 09/13/24 02:57 1NDTrichlorofluoromethane
0.010 0.0044 mg/L 09/13/24 02:57 1NDVinyl acetate
0.00050 0.00036 mg/L 09/13/24 02:57 1NDVinyl chloride
1,2-Dichloroethane-d4 (Surr) 107 60 - 140 09/13/24 02:57 1 Surrogate Dil FacAnalyzedPreparedQualifier Limits%Recovery 4-Bromofluorobenzene (Surr) 98 09/13/24 02:57 160 - 140 Dibromofluoromethane 105 09/13/24 02:57 160 - 140
Toluene-d8 (Surr) 99 09/13/24 02:57 160 - 140
Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 625.1 - Semivolatile Organic Compounds (GC/MS) Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.0096 0.00073 mg/L 09/13/24 05:17 09/16/24 19:56 1
Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
1,2,4-Trichlorobenzene
0.0096 0.00071 mg/L 09/13/24 05:17 09/16/24 19:56 1ND1,2-Diphenylhydrazine(as Azobenzene)
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,4,6-Trichlorophenol
0.0096 0.0013 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,4-Dichlorophenol
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,4-Dimethylphenol
0.048 0.012 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,4-Dinitrophenol
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,4-Dinitrotoluene
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2,6-Dinitrotoluene
0.0096 0.00066 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2-Chloronaphthalene
0.0096 0.00091 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2-Chlorophenol
0.0096 0.0022 mg/L 09/13/24 05:17 09/16/24 19:56 1ND2-Nitrophenol
0.0096 0.0065 mg/L 09/13/24 05:17 09/16/24 19:56 1ND3,3'-Dichlorobenzidine
0.048 0.011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND4,6-Dinitro-2-methylphenol
0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1ND4-Bromophenyl phenyl ether
0.0096 0.0013 mg/L 09/13/24 05:17 09/16/24 19:56 1ND4-Chloro-3-methylphenol
0.0096 0.00099 mg/L 09/13/24 05:17 09/16/24 19:56 1ND4-Chlorophenyl phenyl ether
0.0096 0.0035 mg/L 09/13/24 05:17 09/16/24 19:56 1ND4-Nitrophenol
0.0096 0.00087 mg/L 09/13/24 05:17 09/16/24 19:56 1NDAcenaphthene
0.0096 0.00083 mg/L 09/13/24 05:17 09/16/24 19:56 1NDAcenaphthylene
0.0096 0.00094 mg/L 09/13/24 05:17 09/16/24 19:56 1NDAnthracene
0.048 0.011 mg/L 09/13/24 05:17 09/16/24 19:56 1ND *- *1Benzidine
0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBenzo[a]anthracene
0.0096 0.0018 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBenzo[a]pyrene
0.0096 0.0016 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBenzo[b]fluoranthene
0.0096 0.0018 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBenzo[g,h,i]perylene
0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBenzo[k]fluoranthene
0.0096 0.00097 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBis (2-chloroethoxy) methane
0.024 0.0074 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBis(2-chloroethyl)ether
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1NDbis (2-chloroisopropyl) ether
0.0096 0.0047 mg/L 09/13/24 05:17 09/16/24 19:56 1NDBis(2-ethylhexyl) phthalate
0.0096 0.0040 mg/L 09/13/24 05:17 09/16/24 19:56 1NDButyl benzyl phthalate
0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1NDChrysene
0.0096 0.0018 mg/L 09/13/24 05:17 09/16/24 19:56 1NDDibenz(a,h)anthracene
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1NDDiethyl phthalate
0.0096 0.00089 mg/L 09/13/24 05:17 09/16/24 19:56 1NDDimethyl phthalate
0.0096 0.0013 mg/L 09/13/24 05:17 09/16/24 19:56 1NDDi-n-butyl phthalate
0.0096 0.0044 mg/L 09/13/24 05:17 09/16/24 19:56 1NDDi-n-octyl phthalate
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1NDFluoranthene
0.0096 0.00089 mg/L 09/13/24 05:17 09/16/24 19:56 1NDFluorene
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1NDHexachloro-1,3-butadiene
0.0096 0.00085 mg/L 09/13/24 05:17 09/16/24 19:56 1NDHexachlorobenzene
0.024 0.0029 mg/L 09/13/24 05:17 09/16/24 19:56 1NDHexachlorocyclopentadiene
0.0096 0.00085 mg/L 09/13/24 05:17 09/16/24 19:56 1NDHexachloroethane
0.0096 0.0029 mg/L 09/13/24 05:17 09/16/24 19:56 1NDIndeno[1,2,3-cd]pyrene
0.0096 0.0014 mg/L 09/13/24 05:17 09/16/24 19:56 1NDIsophorone
0.0096 0.0034 mg/L 09/13/24 05:17 09/16/24 19:56 1NDNaphthalene
0.024 0.0072 mg/L 09/13/24 05:17 09/16/24 19:56 1NDNitrobenzene
0.0096 0.00071 mg/L 09/13/24 05:17 09/16/24 19:56 1ND *1N-Nitrosodimethylamine
0.0096 0.00099 mg/L 09/13/24 05:17 09/16/24 19:56 1NDN-Nitrosodi-n-propylamine Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 625.1 - Semivolatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1
Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
N-Nitrosodiphenylamine
0.0096 0.0046 mg/L 09/13/24 05:17 09/16/24 19:56 1NDPentachlorophenol
0.0096 0.0011 mg/L 09/13/24 05:17 09/16/24 19:56 1NDPhenanthrene
0.0096 0.00040 mg/L 09/13/24 05:17 09/16/24 19:56 1NDPhenol
0.0096 0.0012 mg/L 09/13/24 05:17 09/16/24 19:56 1NDPyrene 2,4,6-Tribromophenol (Surr) 80 33 - 139 09/13/24 05:17 09/16/24 19:56 1 Surrogate Dil FacAnalyzedPreparedQualifier Limits%Recovery 2-Fluorobiphenyl (Surr) 58 09/13/24 05:17 09/16/24 19:56 133 - 126 2-Fluorophenol (Surr) 50 09/13/24 05:17 09/16/24 19:56 112 - 120 Nitrobenzene-d5 (Surr) 69 09/13/24 05:17 09/16/24 19:56 136 - 120 Phenol-d6 (Surr) 30 09/13/24 05:17 09/16/24 19:56 110 - 120 p-Terphenyl-d14 (Surr) 68 09/13/24 05:17 09/16/24 19:56 147 - 131 Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 608.3 - Organochlorine Pesticides in Water
Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.0000096 0.0000063 mg/L 09/17/24 05:15 09/18/24 12:53 1 Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier 4,4'-DDD
0.0000048 0.0000027 mg/L 09/17/24 05:15 09/18/24 12:53 1ND4,4'-DDE
0.0000048 0.0000023 mg/L 09/17/24 05:15 09/18/24 12:53 1ND4,4'-DDT
0.0000048 0.0000044 mg/L 09/17/24 05:15 09/18/24 12:53 1NDAldrin
0.000048 0.0000012 mg/L 09/17/24 05:15 09/18/24 12:53 1NDalpha-Chlordane
0.0000019 0.0000017 mg/L 09/17/24 05:15 09/18/24 12:53 1NDalpha-BHC
0.0000072 0.0000056 mg/L 09/17/24 05:15 09/18/24 12:53 1NDbeta-BHC
0.000048 0.000037 mg/L 09/17/24 05:15 09/18/24 12:53 1NDChlordane
0.0000048 0.0000028 mg/L 09/17/24 05:15 09/18/24 12:53 1NDdelta-BHC
0.0000048 0.0000019 mg/L 09/17/24 05:15 09/18/24 12:53 1NDDieldrin
0.000019 0.000018 mg/L 09/17/24 05:15 09/18/24 14:18 100.00012Endosulfan I
0.0000096 0.0000059 mg/L 09/17/24 05:15 09/18/24 12:53 1NDEndosulfan II
0.0000048 0.0000020 mg/L 09/17/24 05:15 09/18/24 12:53 1NDEndosulfan sulfate
0.0000048 0.0000033 mg/L 09/17/24 05:15 09/18/24 12:53 1NDEndrin
0.000048 0.000035 mg/L 09/17/24 05:15 09/18/24 12:53 1NDEndrin aldehyde
0.0000048 0.0000031 mg/L 09/17/24 05:15 09/18/24 12:53 1NDEndrin ketone
0.000014 0.000013 mg/L 09/17/24 05:15 09/18/24 12:53 1NDgamma-Chlordane
0.0000019 0.0000009
5 mg/L 09/17/24 05:15 09/18/24 12:53 1NDgamma-BHC (Lindane)
0.0000019 0.0000017 mg/L 09/17/24 05:15 09/18/24 12:53 1NDHeptachlor
0.0000096 0.0000057 mg/L 09/17/24 05:15 09/18/24 12:53 1NDHeptachlor epoxide
0.0000096 0.0000054 mg/L 09/17/24 05:15 09/18/24 12:53 1NDMethoxychlor
0.000096 0.000078 mg/L 09/17/24 05:15 09/18/24 12:53 1NDToxaphene Tetrachloro-m-xylene (Surr) 74 20 - 139 09/17/24 05:15 09/18/24 12:53 1 Surrogate Dil FacAnalyzedPreparedQualifier Limits%Recovery Tetrachloro-m-xylene (Surr) 75 09/17/24 05:15 09/18/24 14:18 1020 - 139 DCB Decachlorobiphenyl (Surr) 94 09/17/24 05:15 09/18/24 12:53 120 - 154 DCB Decachlorobiphenyl (Surr) 118 09/17/24 05:15 09/18/24 14:18 1020 - 154 Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: EPA 608.3 - Polychlorinated Biphenyls (PCBs) (GC) Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.000096 0.000063 mg/L 09/17/24 05:15 09/18/24 16:44 1 Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
Aroclor-1016
0.000096 0.000063 mg/L 09/17/24 05:15 09/18/24 16:44 1NDAroclor-1221
0.000096 0.000063 mg/L 09/17/24 05:15 09/18/24 16:44 1NDAroclor-1232
0.000096 0.000063 mg/L 09/17/24 05:15 09/18/24 16:44 1NDAroclor-1242
0.000096 0.000063 mg/L 09/17/24 05:15 09/18/24 16:44 1NDAroclor-1248
0.000096 0.000074 mg/L 09/17/24 05:15 09/18/24 16:44 1NDAroclor-1254
0.000096 0.000074 mg/L 09/17/24 05:15 09/18/24 16:44 1ND *+Aroclor-1260 Tetrachloro-m-xylene (Surr) 82 20 - 139 09/17/24 05:15 09/18/24 16:44 1 Surrogate Dil FacAnalyzedPreparedQualifier Limits%Recovery DCB Decachlorobiphenyl (Surr) 123 09/17/24 05:15 09/18/24 16:44 120 - 154 Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: SW846 6010B - Metals (ICP) - Total Recoverable
Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
0.0499 J 0.100 0.0199 mg/L 09/16/24 09:33 09/16/24 17:20 1 Analyte Dil FacAnalyzedPreparedUnit DResult
Qualifier
Arsenic
0.500 0.00388 mg/L 09/16/24 09:33 09/16/24 17:20 10.723Boron
0.0100 0.000620 mg/L 09/16/24 09:33 09/16/24 17:20 10.000700 JCadmium
0.0500 0.00296 mg/L 09/16/24 09:33 09/16/24 17:20 10.0800Chromium
0.0500 0.00269 mg/L 09/16/24 09:33 09/16/24 17:20 10.0851Copper
0.500 0.0131 mg/L 09/16/24 09:33 09/16/24 17:20 176.2Iron
0.0500 0.00527 mg/L 09/16/24 09:33 09/16/24 17:20 10.0401 JLead
0.0500 0.00134 mg/L 09/16/24 09:33 09/16/24 17:20 12.21Manganese
0.0500 0.00391 mg/L 09/16/24 09:33 09/16/24 17:20 1NDMolybdenum
0.0500 0.00307 mg/L 09/16/24 09:33 09/16/24 17:20 10.0671Nickel
0.0500 0.0162 mg/L 09/16/24 09:33 09/16/24 17:20 10.0561Selenium
0.0100 0.00259 mg/L 09/16/24 09:33 09/16/24 17:20 1NDSilver
0.250 0.0133 mg/L 09/16/24 09:33 09/16/24 17:20 10.183 JZinc Eurofins Calscience
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15 Client Sample Results
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: SW846 7470A - Mercury (CVAA)
Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
0.000157 J 0.000200 0.000124 mg/L 09/16/24 12:35 09/16/24 16:39 1 Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier Mercury
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Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
General Chemistry
Lab Sample ID: 570-198822-1Client Sample ID: MW-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
RL MDL
ND 0.949 0.484 mg/L 09/16/24 10:01 09/16/24 13:41 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
HEM: Oil and Grease (1664B)
0.949 0.603
mg/L 09/16/24 10:01 09/16/24 13:41 1NDHEM-SGT: Oil and Grease (1664B) 100 80.0 mg/L 09/13/24 09:55 15060Total Suspended Solids (SM 2540D)
0.533 0.267 mg/L 09/12/24 21:14 09/17/24 19:38 11.11Biochemical Oxygen Demand (SM 5210B)
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15 Surrogate Summary
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS)
Prep Type: Total/NAMatrix: Water
Lab Sample ID Client Sample ID (60-140) (60-140) (60-140) (60-140)
DCA BFB DBFM
TOL
107 98 105 99570-198822-1
Percent Surrogate Recovery (Acceptance Limits)
MW-1
101 99 100 100LCS 570-480253/1002 Lab Control Sample
101 100 100 101LCSD 570-480253/3 Lab Control Sample Dup 105 98 103 99MB 570-480253/5 Method Blank
Surrogate Legend
DCA
= 1,2-Dichloroethane-d4 (Surr)
BFB = 4-Bromofluorobenzene (Surr)
DBFM = Dibromofluoromethane
TOL = Toluene-d8 (Surr)
Method: 625.1 - Semivolatile Organic Compounds (GC/MS)
Prep T
ype: Total/NAMatrix: Water
Lab Sample ID Client Sample ID (33-139) (33-126) (12-120) (36-120) (10-120) (47-131) TBP FBP 2FP
NBZ PHL6 TPHd14
80 58 50 69 30 68570-198822-1
Percent Surrogate Recovery (Acceptance Limits)
MW-1
91 64 58 3564 77LCS 570-480372/2-A Lab Control Sample
100 69 69 4372 87LCSD 570-480372/3-A Lab Control Sample Dup 90 68 58 3580 76MB 570-480372/1-A Method Blank
Surrogate Legend
TBP
= 2,4,6-Tribromophenol (Surr)
FBP = 2-Fluorobiphenyl (Surr)
2FP = 2-Fluorophenol (Surr)
NBZ = Nitrobenzene-d5 (Surr)
PHL6 = Phenol-d6 (Surr)
TPHd14 = p-Terphenyl-d14 (Surr)
Method: 608.3 - Organochlorine Pesticides in Water
Prep T
ype: Total/NAMatrix: Water
Lab Sample ID Client Sample ID (20-139) (20-154)
TCX1 DCB2
74 94570-198822-1
Percent Surrogate Recovery (Acceptance Limits)
MW-1
62 77LCS 570-481537/2-A Lab Control Sample
61 83LCSD 570-481537/3-A Lab Control Sample Dup
Surrogate Legend
TCX = T
etrachloro-m-xylene (Surr)
DCB = DCB Decachlorobiphenyl (Surr)
Method: 608.3 - Organochlorine Pesticides in Water
Prep T
ype: Total/NAMatrix: Water
Lab Sample ID Client Sample ID (20-139) (20-154)
TCX2 DCB2
75 118570-198822-1
Percent Surrogate Recovery (Acceptance Limits)
MW-1
62 84MB 570-481537/1-A Method Blank
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15 Surrogate Summary
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Surrogate Legend
TCX = Tetrachloro-m-xylene (Surr)
DCB = DCB Decachlorobiphenyl (Surr)
Method: 608.3 - Polychlorinated Biphenyls (PCBs) (GC)
Prep Type: Total/NAMatrix: Water
Lab Sample ID Client Sample ID (20-139) (20-154)
TCX1 DCB1
82 123570-198822-1
Percent Surrogate Recovery (Acceptance Limits)
MW-1
57 95LCS 570-481537/4-A Lab Control Sample
60 91LCSD 570-481537/5-A Lab Control Sample Dup
75 89MB 570-481537/1-A Method Blank
Surrogate Legend
TCX = Tetrachloro-m-xylene (Surr)
DCB = DCB Decachlorobiphenyl (Surr)
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS)
Client Sample ID: Method BlankLab Sample ID: MB 570-480253/5 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
RL MDL
1,1,1,2-Tetrachloroethane ND 0.0010 0.00023 mg/L 09/12/24 20:00 1 MB
MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.000350.0010 mg/L 09/12/24 20:00 11,1,1-Trichloroethane ND 0.000330.0010 mg/L 09/12/24 20:00 11,1,2,2-Tetrachloroethane ND 0.00380.010 mg/L 09/12/24 20:00 11,1,2-Trichloro-1,2,2-trifluoroethane ND 0.000250.0010 mg/L 09/12/24 20:00 11,1,2-Trichloroethane ND 0.000290.0010 mg/L 09/12/24 20:00 11,1-Dichloroethane ND 0.000380.0010 mg/L 09/12/24 20:00 11,1-Dichloroethene ND 0.000350.0010 mg/L 09/12/24 20:00 11,1-Dichloropropene ND 0.000540.0010 mg/L 09/12/24 20:00 11,2,3-Trichlorobenzene ND 0.00120.0050 mg/L 09/12/24 20:00 11,2,3-Trichloropropane ND 0.000580.0010 mg/L 09/12/24 20:00 11,2,4-Trichlorobenzene ND 0.000260.0010 mg/L 09/12/24 20:00 11,2,4-Trimethylbenzene ND 0.00150.0050 mg/L 09/12/24 20:00 11,2-Dibromo-3-Chloropropane ND 0.000450.0010 mg/L 09/12/24 20:00 11,2-Dibromoethane ND 0.000220.0010 mg/L 09/12/24 20:00 11,2-Dichlorobenzene ND 0.000210.00050 mg/L 09/12/24 20:00 11,2-Dichloroethane ND 0.000490.0010 mg/L 09/12/24 20:00 11,2-Dichloropropane ND 0.000330.0010 mg/L 09/12/24 20:00 11,3,5-Trimethylbenzene ND 0.000230.0010 mg/L 09/12/24 20:00 11,3-Dichlorobenzene ND 0.000260.0010 mg/L 09/12/24 20:00 11,3-Dichloropropane ND 0.000240.0010 mg/L 09/12/24 20:00 11,4-Dichlorobenzene ND 0.000410.0010 mg/L 09/12/24 20:00 12,2-Dichloropropane ND 0.00360.010 mg/L 09/12/24 20:00 12-Butanone
ND 0.000940.0020 mg/L 09/12/24 20:00 12-Chloroethyl vinyl ether ND 0.000290.0010 mg/L 09/12/24 20:00 12-Chlorotoluene
ND 0.00220.010 mg/L 09/12/24 20:00 12-Hexanone
ND 0.000250.0010 mg/L 09/12/24 20:00 14-Chlorotoluene
ND 0.00190.010 mg/L 09/12/24 20:00 14-Methyl-2-pentanone ND 0.0100.012 mg/L 09/12/24 20:00 1Acetone
ND 0.00340.0050 mg/L 09/12/24 20:00 1Acrolein
ND 0.00140.0020 mg/L 09/12/24 20:00 1Acrylonitrile
ND 0.000300.00050 mg/L 09/12/24 20:00 1Benzene
ND 0.000250.0010 mg/L 09/12/24 20:00 1Bromobenzene
ND 0.000260.0010 mg/L 09/12/24 20:00 1Bromochloromethane ND 0.000240.0010 mg/L 09/12/24 20:00 1Bromodichloromethane ND 0.000460.0010 mg/L 09/12/24 20:00 1Bromoform
ND 0.00370.0050 mg/L 09/12/24 20:00 1Bromomethane
ND 0.000300.0010 mg/L 09/12/24 20:00 1cis-1,2-Dichloroethene ND 0.000210.00050 mg/L 09/12/24 20:00 1cis-1,3-Dichloropropene ND 0.00250.010 mg/L 09/12/24 20:00 1Carbon disulfide
ND 0.000450.00050 mg/L 09/12/24 20:00 1Carbon tetrachloride ND 0.000200.0010 mg/L 09/12/24 20:00 1Chlorobenzene
ND 0.000540.0010 mg/L 09/12/24 20:00 1Chloroethane
ND 0.000260.0010 mg/L 09/12/24 20:00 1Chloroform
ND 0.000650.0010 mg/L 09/12/24 20:00 1Chloromethane
ND 0.000250.0010 mg/L 09/12/24 20:00 1Dibromochloromethane ND 0.000250.0010 mg/L 09/12/24 20:00 1Dibromomethane
ND 0.000630.0010 mg/L 09/12/24 20:00 1Dichlorodifluoromethane Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Method BlankLab Sample ID: MB 570-480253/5 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
RL MDL
Di-isopropyl ether (DIPE) ND 0.0020 0.00025 mg/L 09/12/24 20:00 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult
Qualifier
ND 0.0550.10 mg/L 09/12/24 20:00 1Ethanol
ND 0.000230.0010 mg/L 09/12/24 20:00 1Ethylbenzene
ND 0.000260.0020 mg/L 09/12/24 20:00 1Ethyl-t-butyl ether (ETBE) ND 0.000700.0010 mg/L 09/12/24 20:00 1Hexachloro-1,3-butadiene ND 0.0360.050 mg/L 09/12/24 20:00 1Isopropanol
ND 0.000290.0010 mg/L 09/12/24 20:00 1Isopropylbenzene
ND 0.000830.0020 mg/L 09/12/24 20:00 1Methylene Chloride ND 0.000240.0010 mg/L 09/12/24 20:00 1Methyl-t-Butyl Ether (MTBE) ND 0.00380.010 mg/L 09/12/24 20:00 1Naphthalene
ND 0.000320.0010 mg/L 09/12/24 20:00 1n-Butylbenzene
ND 0.000300.0010 mg/L 09/12/24 20:00 1N-Propylbenzene
ND 0.000240.0010 mg/L 09/12/24 20:00 1o-Xylene
ND 0.000480.0010 mg/L 09/12/24 20:00 1m,p-Xylene
ND 0.000300.0010 mg/L 09/12/24 20:00 1p-Isopropyltoluene ND 0.000310.0010 mg/L 09/12/24 20:00 1sec-Butylbenzene
ND 0.000740.0010 mg/L 09/12/24 20:00 1Styrene
ND 0.000250.0010 mg/L 09/12/24 20:00 1trans-1,2-Dichloroethene ND 0.000330.00050 mg/L 09/12/24 20:00 1trans-1,3-Dichloropropene ND 0.000320.0020 mg/L 09/12/24 20:00 1Tert-amyl-methyl ether (TAME) ND 0.00150.010 mg/L 09/12/24 20:00 1tert-Butyl alcohol (TBA) ND 0.000260.0010 mg/L 09/12/24 20:00 1tert-Butylbenzene ND 0.000390.0010 mg/L 09/12/24 20:00 1Tetrachloroethene ND 0.00300.010 mg/L 09/12/24 20:00 1Tetrahydrofuran
ND 0.000190.0010 mg/L 09/12/24 20:00 1Toluene
ND 0.000410.0010 mg/L 09/12/24 20:00 1Trichloroethene
ND 0.00260.0050 mg/L 09/12/24 20:00 1Trichlorofluoromethane ND 0.00440.010 mg/L 09/12/24 20:00 1Vinyl acetate
ND 0.000360.00050 mg/L 09/12/24 20:00 1Vinyl chloride
1,2-Dichloroethane-d4 (Surr) 105 60 - 140 09/12/24 20:00 1 MB MB
Surrogate Dil FacPrepared AnalyzedQualifier Limits%Recovery 98 09/12/24 20:00 14-Bromofluorobenzene (Surr) 60 - 140 103 09/12/24 20:00 1Dibromofluoromethane 60 - 140
99 09/12/24 20:00 1Toluene-d8 (Surr) 60 - 140
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480253/1002 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
1,1,1,2-Tetrachloroethane 0.0200 0.02023 mg/L 101 60 - 140 Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
1,1,1-Trichloroethane 0.0200 0.01976 mg/L 99 70 - 130
1,1,2,2-Tetrachloroethane 0.0200 0.02060 mg/L 103 60 - 140 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
0.0200 0.01973 mg/L 99 60 - 140
1,1,2-Trichloroethane 0.0200 0.02048 mg/L 102 70 - 130
1,1-Dichloroethane 0.0200 0.01979 mg/L 99 70 - 130
1,1-Dichloroethene 0.0200 0.01895 mg/L 95 50 - 150
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480253/1002 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
1,1-Dichloropropene 0.0200 0.02017 mg/L 101 60 - 140
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
1,2,3-Trichlorobenzene 0.0200 0.02126 mg/L 106
60 - 140
1,2,3-Trichloropropane 0.0200 0.01923 mg/L 96 60 - 140
1,2,4-Trichlorobenzene 0.0200 0.02150 mg/L 107 60 - 140 1,2,4-Trimethylbenzene 0.0200 0.02039 mg/L 102 60 - 140 1,2-Dibromo-3-Chloropropane 0.0200 0.01991 mg/L 100 60 - 140 1,2-Dibromoethane 0.0200 0.02094 mg/L 105 60 - 140
1,2-Dichlorobenzene 0.0200 0.02078 mg/L 104 65 - 135
1,2-Dichloroethane 0.0200 0.02034 mg/L 102 70 - 130
1,2-Dichloropropane 0.0200 0.02012 mg/L 101 35 - 165
1,3,5-Trimethylbenzene 0.0200 0.02106 mg/L 105 60 - 140 1,3-Dichlorobenzene 0.0200 0.02013 mg/L 101 70 - 130
1,3-Dichloropropane 0.0200 0.02084 mg/L 104 60 - 140
1,4-Dichlorobenzene 0.0200 0.02022 mg/L 101 65 - 135
2,2-Dichloropropane 0.0200 0.01995 mg/L 100 60 - 140
2-Butanone 0.0200 0.02068 mg/L 103 60 - 140
2-Chloroethyl vinyl ether 0.0200 0.01830 mg/L 92 1 - 225 2-Chlorotoluene 0.0200 0.02011 mg/L 101 60 - 140
2-Hexanone 0.0200 0.01839 mg/L 92 60 - 140
4-Chlorotoluene 0.0200 0.02006 mg/L 100 60 - 140
4-Methyl-2-pentanone 0.0200 0.02020 mg/L 101 60 - 140
Acetone 0.0200 0.01971 mg/L 99 60 - 140
Acrolein 0.0400 0.04018 mg/L 100 60 - 140
Acrylonitrile 0.0200 0.02148 mg/L 107 60 - 140
Benzene 0.0200 0.02013 mg/L 101 65 - 135
Bromobenzene 0.0200 0.02059 mg/L 103 60 - 140
Bromochloromethane 0.0200 0.02102 mg/L 105 60 - 140
Bromodichloromethane 0.0200 0.02000 mg/L 100 65 - 135
Bromoform 0.0200 0.02016 mg/L 101 70 - 130
Bromomethane 0.0200 0.02317 mg/L 116 15 - 185
cis-1,2-Dichloroethene 0.0200 0.02034 mg/L 102 60 - 140 cis-1,3-Dichloropropene 0.0200 0.02133 mg/L 107 25 - 175 Carbon disulfide 0.0200 0.01829 mg/L 91 60 - 140
Carbon tetrachloride 0.0200 0.02050 mg/L 102 70 - 130
Chlorobenzene 0.0200 0.02037 mg/L 102 65 - 135
Chloroethane 0.0200 0.02077 mg/L 104 40 - 160
Chloroform 0.0200 0.02017 mg/L 101 70 - 135
Chloromethane 0.0200 0.01991 mg/L 100 1 - 205
Dibromochloromethane 0.0200 0.02052 mg/L 103 70 - 135
Dibromomethane 0.0200 0.02136 mg/L 107 60 - 140
Dichlorodifluoromethane 0.0200 0.01553 mg/L 78 60 - 140 Di-isopropyl ether (DIPE) 0.0200 0.01985 mg/L 99 60 - 140 Ethanol 0.200 0.2119 mg/L 106 60 - 140
Ethylbenzene 0.0200 0.02022 mg/L 101 60 - 140
Ethyl-t-butyl ether (ETBE) 0.0200 0.01955 mg/L 98 60 - 140 Hexachloro-1,3-butadiene 0.0200 0.02053 mg/L 103 60 - 140 Isopropanol 0.100 0.1028 mg/L 103 60 - 140
Isopropylbenzene 0.0200 0.02051 mg/L 103 60 - 140
Methylene Chloride 0.0200 0.02031 mg/L 102 60 - 140
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480253/1002 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
Methyl-t-Butyl Ether (MTBE) 0.0200 0.01999 mg/L 100 60 - 140 Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Naphthalene 0.0200 0.02023 mg/L 101 60 - 140
n-Butylbenzene 0.0200
0.02087 mg/L 104 60 - 140
N-Propylbenzene 0.0200 0.02054 mg/L 103 60 - 140
o-Xylene 0.0200 0.02038 mg/L 102 60 - 140
m,p-Xylene 0.0400 0.04140 mg/L 104 60 - 140
p-Isopropyltoluene 0.0200 0.02026 mg/L 101 60 - 140
sec-Butylbenzene 0.0200 0.02034 mg/L 102 60 - 140
Styrene 0.0200 0.02062 mg/L 103 60 - 140
trans-1,2-Dichloroethene 0.0200 0.02070 mg/L 103 70 - 130 trans-1,3-Dichloropropene 0.0200 0.01619 mg/L 81 50 - 150 Tert-amyl-methyl ether (TAME) 0.0200 0.01958 mg/L 98 60 - 140 tert-Butyl alcohol (TBA) 0.100 0.09960 mg/L 100 60 - 140 tert-Butylbenzene 0.0200 0.02073 mg/L 104 60 - 140
Tetrachloroethene 0.0200 0.02043 mg/L 102 70 - 130
Tetrahydrofuran 0.0200 0.01924 mg/L 96 60 - 140
Toluene 0.0200 0.02021 mg/L 101 70 - 130
Trichloroethene 0.0200 0.01994 mg/L 100 65 - 135
Trichlorofluoromethane 0.0200 0.02001 mg/L 100 50 - 150 Vinyl acetate 0.0200 0.01786 mg/L 89 60 - 140
Vinyl chloride 0.0200 0.01980 mg/L 99 5 - 195
1,2-Dichloroethane-d4 (Surr) 60 - 140
Surrogate
101
LCS LCS
Qualifier Limits%Recovery
994-Bromofluorobenzene (Surr) 60 - 140
100Dibromofluoromethane 60 - 140
100Toluene-d8 (Surr) 60 - 140
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480253/3 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
1,1,1,2-Tetrachloroethane 0.0200 0.02024 mg/L 101 60 - 140 0 30 Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
1,1,1-Trichloroethane 0.0200 0.01974 mg/L 99 70 - 130 0 36 1,1,2,2-Tetrachloroethane 0.0200 0.01999 mg/L 100 60 - 140 3 61 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
0.0200 0.01945 mg/L 97 60 - 140 1 30
1,1,2-Trichloroethane 0.0200 0.02095 mg/L 105 70 - 130 2 45 1,1-Dichloroethane 0.0200 0.01817 mg/L 91 70 - 130 9 40 1,1-Dichloroethene 0.0200 0.01907 mg/L 95 50 - 150 1 32 1,1-Dichloropropene 0.0200 0.02011 mg/L 101 60 - 140 0 30 1,2,3-Trichlorobenzene 0.0200 0.02131 mg/L 107 60 - 140 0 30 1,2,3-Trichloropropane 0.0200 0.01941 mg/L 97 60 - 140 1 30 1,2,4-Trichlorobenzene 0.0200 0.02125 mg/L 106 60 - 140 1 30 1,2,4-Trimethylbenzene 0.0200 0.02011 mg/L 101 60 - 140 1 30 1,2-Dibromo-3-Chloropropane 0.0200 0.01988 mg/L 99 60 - 140 0 30 1,2-Dibromoethane 0.0200 0.02073 mg/L 104 60 - 140 1 30 1,2-Dichlorobenzene 0.0200 0.02030 mg/L 102 65 - 135 2 57 Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480253/3 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
1,2-Dichloroethane 0.0200 0.02015 mg/L 101 70 - 130 1 49 Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
1,2-Dichloropropane 0.0200 0.02016 mg/L 101
35 - 165 0 55
1,3,5-Trimethylbenzene 0.0200 0.02089 mg/L 104 60 - 140 1 30 1,3-Dichlorobenzene 0.0200 0.01984 mg/L 99 70 - 130 1 43 1,3-Dichloropropane 0.0200 0.02058 mg/L 103 60 - 140 1 30 1,4-Dichlorobenzene 0.0200 0.01990 mg/L 100 65 - 135 2 57 2,2-Dichloropropane 0.0200 0.01952 mg/L 98 60 - 140 2 30 2-Butanone 0.0200 0.02086 mg/L 104 60 - 140 1 30
2-Chloroethyl vinyl ether 0.0200 0.01795 mg/L 90 1 - 225 2 71 2-Chlorotoluene 0.0200 0.02000 mg/L 100 60 - 140 1 30
2-Hexanone 0.0200 0.01866 mg/L 93 60 - 140 2 30
4-Chlorotoluene 0.0200 0.01986 mg/L 99 60 - 140 1 30
4-Methyl-2-pentanone 0.0200 0.02025 mg/L 101 60 - 140 0 30 Acetone 0.0200 0.02139 mg/L 107 60 - 140 8 30
Acrolein 0.0400 0.03965 mg/L 99 60 - 140 1 60
Acrylonitrile 0.0200 0.02094 mg/L 105 60 - 140 3 60
Benzene 0.0200 0.02010 mg/L 100 65 - 135 0 61
Bromobenzene 0.0200 0.02041 mg/L 102 60 - 140 1 30
Bromochloromethane 0.0200 0.02065 mg/L 103 60 - 140 2 30 Bromodichloromethane 0.0200 0.02008 mg/L 100 65 - 135 0 56 Bromoform 0.0200 0.02038 mg/L 102 70 - 130 1 42
Bromomethane 0.0200 0.02237 mg/L 112 15 - 185 4 61
cis-1,2-Dichloroethene 0.0200 0.02081 mg/L 104 60 - 140 2 30 cis-1,3-Dichloropropene 0.0200 0.02106 mg/L 105 25 - 175 1 58 Carbon disulfide 0.0200 0.01807 mg/L 90 60 - 140 1 30
Carbon tetrachloride 0.0200 0.02011 mg/L 101 70 - 130 2 41 Chlorobenzene 0.0200 0.02018 mg/L 101 65 - 135 1 53
Chloroethane 0.0200 0.02069 mg/L 103 40 - 160 0 78
Chloroform 0.0200 0.02015 mg/L 101 70 - 135 0 30
Chloromethane 0.0200 0.01962 mg/L 98 1 - 205 2 60
Dibromochloromethane 0.0200 0.02070 mg/L 104 70 - 135 1 50 Dibromomethane 0.0200 0.02083 mg/L 104 60 - 140 3 30
Dichlorodifluoromethane 0.0200 0.01532 mg/L 77 60 - 140 1 30 Di-isopropyl ether (DIPE) 0.0200 0.02014 mg/L 101 60 - 140 1 30 Ethanol 0.200 0.2000 mg/L 100 60 - 140 6 30
Ethylbenzene 0.0200 0.01999 mg/L 100 60 - 140 1 63
Ethyl-t-butyl ether (ETBE) 0.0200 0.01968 mg/L 98 60 - 140 1 30 Hexachloro-1,3-butadiene 0.0200 0.01982 mg/L 99 60 - 140 4 30 Isopropanol 0.100 0.1067 mg/L 107 60 - 140 4 30
Isopropylbenzene 0.0200 0.02045 mg/L 102 60 - 140 0 30
Methylene Chloride 0.0200 0.02052 mg/L 103 60 - 140 1 28 Methyl-t-Butyl Ether (MTBE) 0.0200 0.01980 mg/L 99 60 - 140 1 30 Naphthalene 0.0200 0.02050 mg/L 102 60 - 140 1 30
n-Butylbenzene 0.0200 0.02062 mg/L 103 60 - 140 1 30
N-Propylbenzene 0.0200 0.02009 mg/L 100 60 - 140 2 30
o-Xylene 0.0200 0.02034 mg/L 102 60 - 140 0 30
m,p-Xylene 0.0400 0.04105 mg/L 103 60 - 140 1 30
p-Isopropyltoluene 0.0200 0.02006 mg/L 100 60 - 140 1 30 sec-Butylbenzene 0.0200 0.02006 mg/L 100 60 - 140 1 30
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 624.1 - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480253/3 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480253
Styrene 0.0200 0.02052 mg/L 103 60 - 140 1 30
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
trans-1,2-Dichloroethene 0.0200 0.02045 mg/L 102
70 - 130 1 45
trans-1,3-Dichloropropene 0.0200 0.01641 mg/L 82 50 - 150 1 86 Tert-amyl-methyl ether (TAME) 0.0200 0.01956 mg/L 98 60 - 140 0 30 tert-Butyl alcohol (TBA) 0.100 0.09631 mg/L 96 60 - 140 3 30 tert-Butylbenzene 0.0200 0.02048 mg/L 102 60 - 140 1 30 Tetrachloroethene 0.0200 0.02002 mg/L 100 70 - 130 2 39 Tetrahydrofuran 0.0200 0.01944 mg/L 97 60 - 140 1 30
Toluene 0.0200 0.01998 mg/L 100 70 - 130 1 41
Trichloroethene 0.0200 0.01989 mg/L 99 65 - 135 0 48
Trichlorofluoromethane 0.0200 0.01964 mg/L 98 50 - 150 2 84 Vinyl acetate 0.0200 0.01772 mg/L 89 60 - 140 1 30
Vinyl chloride 0.0200 0.01930 mg/L 96 5 - 195 3 66
1,2-Dichloroethane-d4 (Surr) 60 - 140
Surrogate
101
LCSD LCSD
Qualifier Limits%Recovery
1004-Bromofluorobenzene (Surr) 60 - 140
100Dibromofluoromethane 60 - 140
101Toluene-d8 (Surr) 60 - 140
Method: 625.1 - Semivolatile Organic Compounds (GC/MS)
Client Sample ID: Method BlankLab Sample ID: MB 570-480372/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
RL MDL
1,2,4-Trichlorobenzene ND 0.010 0.00077 mg/L 09/13/24 05:17 09/16/24 13:58 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.000740.010 mg/L 09/13/24 05:17 09/16/24 13:58 11,2-Diphenylhydrazine(as Azobenzene)
ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 12,4,6-Trichlorophenol ND 0.00140.010 mg/L 09/13/24 05:17 09/16/24 13:58 12,4-Dichlorophenol ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 12,4-Dimethylphenol ND 0.0130.050 mg/L 09/13/24 05:17 09/16/24 13:58 12,4-Dinitrophenol ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 12,4-Dinitrotoluene ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 12,6-Dinitrotoluene ND 0.000690.010 mg/L 09/13/24 05:17 09/16/24 13:58 12-Chloronaphthalene ND 0.000950.010 mg/L 09/13/24 05:17 09/16/24 13:58 12-Chlorophenol ND 0.00230.010 mg/L 09/13/24 05:17 09/16/24 13:58 12-Nitrophenol ND 0.00680.010 mg/L 09/13/24 05:17 09/16/24 13:58 13,3'-Dichlorobenzidine ND 0.0110.050 mg/L 09/13/24 05:17 09/16/24 13:58 14,6-Dinitro-2-methylphenol ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 14-Bromophenyl phenyl ether ND 0.00140.010 mg/L 09/13/24 05:17 09/16/24 13:58 14-Chloro-3-methylphenol ND 0.00100.010 mg/L 09/13/24 05:17 09/16/24 13:58 14-Chlorophenyl phenyl ether ND 0.00370.010 mg/L 09/13/24 05:17 09/16/24 13:58 14-Nitrophenol ND 0.000910.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Acenaphthene ND 0.000870.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Acenaphthylene ND 0.000980.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Anthracene ND 0.0110.050 mg/L 09/13/24 05:17 09/16/24 13:58 1Benzidine Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 625.1 - Semivolatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Method BlankLab Sample ID: MB 570-480372/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
RL MDL
Benzo[a]anthracene ND 0.010 0.0013 mg/L 09/13/24 05:17 09/16/24 13:58 1 MB
MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.00190.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Benzo[a]pyrene ND 0.00170.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Benzo[b]fluoranthene ND 0.00190.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Benzo[g,h,i]perylene ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Benzo[k]fluoranthene ND 0.00100.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Bis (2-chloroethoxy) methane ND 0.00770.025 mg/L 09/13/24 05:17 09/16/24 13:58 1Bis(2-chloroethyl)ether ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1bis (2-chloroisopropyl) ether ND 0.00490.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Bis(2-ethylhexyl) phthalate ND 0.00410.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Butyl benzyl phthalate ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Chrysene ND 0.00180.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Dibenz(a,h)anthracene ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Diethyl phthalate ND 0.000930.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Dimethyl phthalate ND 0.00140.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Di-n-butyl phthalate ND 0.00460.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Di-n-octyl phthalate ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Fluoranthene ND 0.000930.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Fluorene ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Hexachloro-1,3-butadiene ND 0.000890.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Hexachlorobenzene ND 0.00300.025 mg/L 09/13/24 05:17 09/16/24 13:58 1Hexachlorocyclopentadiene ND 0.000880.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Hexachloroethane ND 0.00310.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Indeno[1,2,3-cd]pyrene ND 0.00140.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Isophorone ND 0.00360.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Naphthalene ND 0.00750.025 mg/L 09/13/24 05:17 09/16/24 13:58 1Nitrobenzene ND 0.000740.010 mg/L 09/13/24 05:17 09/16/24 13:58 1N-Nitrosodimethylamine ND 0.00100.010 mg/L 09/13/24 05:17 09/16/24 13:58 1N-Nitrosodi-n-propylamine ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1N-Nitrosodiphenylamine ND 0.00480.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Pentachlorophenol ND 0.00110.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Phenanthrene ND 0.000420.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Phenol ND 0.00120.010 mg/L 09/13/24 05:17 09/16/24 13:58 1Pyrene 2,4,6-Tribromophenol (Surr) 90 33 - 139 09/16/24 13:58 1 MB MB
Surrogate
09/13/24 05:17
Dil FacPrepared AnalyzedQualifier Limits%Recovery
68 09/13/24 05:17 09/16/24 13:58 12-Fluorobiphenyl (Surr) 33 - 126 58 09/13/24 05:17 09/16/24 13:58 12-Fluorophenol (Surr) 12 - 120 80 09/13/24 05:17 09/16/24 13:58 1Nitrobenzene-d5 (Surr) 36 - 120 35 09/13/24 05:17 09/16/24 13:58 1Phenol-d6 (Surr) 10 - 120 76 09/13/24 05:17 09/16/24 13:58 1p-Terphenyl-d14 (Surr) 47 - 131 Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480372/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
1,2,4-Trichlorobenzene 0.100 0.07465 mg/L 75 57 - 130
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Eurofins Calscience
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13 14
15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 625.1 - Semivolatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480372/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
1,2-Diphenylhydrazine(as
Azobenzene)
0.100 0.08300 mg/L 83 57 - 120
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
2,4,6-Trichlorophenol 0.100 0.08961 mg/L 90
52 - 129
2,4-Dichlorophenol 0.100 0.08155 mg/L 82 53 - 122
2,4-Dimethylphenol 0.100 0.09856 mg/L 99 42 - 120
2,4-Dinitrophenol 0.100 0.08771 mg/L 88 1 - 173
2,4-Dinitrotoluene 0.100 0.08511 mg/L 85 48 - 127
2,6-Dinitrotoluene 0.100 0.08253 mg/L 83 68 - 137
2-Chloronaphthalene 0.100 0.08039 mg/L 80 65 - 120
2-Chlorophenol 0.100 0.07555 mg/L 76 36 - 120
2-Nitrophenol 0.100 0.08066 mg/L 81 45 - 167
3,3'-Dichlorobenzidine 0.100 0.08026 mg/L 80 8 - 213
4,6-Dinitro-2-methylphenol 0.100 0.07985 mg/L 80 53 - 130 4-Bromophenyl phenyl ether 0.100 0.08112 mg/L 81 65 - 120 4-Chloro-3-methylphenol 0.100 0.07790 mg/L 78 41 - 128
4-Chlorophenyl phenyl ether 0.100 0.08028 mg/L 80 38 - 145 4-Nitrophenol 0.100 0.03895 mg/L 39 13 - 129
Acenaphthene 0.100 0.07930 mg/L 79 60 - 132
Acenaphthylene 0.100 0.08147 mg/L 81 54 - 126
Anthracene 0.100 0.08176 mg/L 82 43 - 120
Benzidine 0.100 ND *- mg/L 6 20 - 143
Benzo[a]anthracene 0.100 0.08114 mg/L 81 42 - 133
Benzo[a]pyrene 0.100 0.08468 mg/L 85 32 - 148
Benzo[b]fluoranthene 0.100 0.08215 mg/L 82 42 - 140
Benzo[g,h,i]perylene 0.100 0.08711 mg/L 87 1 - 195
Benzo[k]fluoranthene 0.100 0.08137 mg/L 81 25 - 146
Bis (2-chloroethoxy) methane 0.100 0.07851 mg/L 79 49 - 165 Bis(2-chloroethyl)ether 0.100 0.08072 mg/L 81 43 - 126
bis (2-chloroisopropyl) ether 0.100 0.08013 mg/L 80 63 - 139 Bis(2-ethylhexyl) phthalate 0.100 0.09470 mg/L 95 29 - 137 Butyl benzyl phthalate 0.100 0.08612 mg/L 86 1 - 140
Chrysene 0.100 0.07929 mg/L 79 44 - 140
Dibenz(a,h)anthracene 0.100 0.09001 mg/L 90 1 - 200
Diethyl phthalate 0.100 0.08161 mg/L 82 1 - 120
Dimethyl phthalate 0.100 0.08512 mg/L 85 1 - 120
Di-n-butyl phthalate 0.100 0.08450 mg/L 85 8 - 120
Di-n-octyl phthalate 0.100 0.08553 mg/L 86 19 - 132
Fluoranthene 0.100 0.07200 mg/L 72 43 - 121
Fluorene 0.100 0.08130 mg/L 81 70 - 120
Hexachloro-1,3-butadiene 0.100 0.07886 mg/L 79 38 - 120 Hexachlorobenzene 0.100 0.08535 mg/L 85 8 - 142
Hexachlorocyclopentadiene 0.100 0.1137 mg/L 114 46 - 135 Hexachloroethane 0.100 0.06167 mg/L 62 55 - 120
Indeno[1,2,3-cd]pyrene 0.100 0.08732 mg/L 87 1 - 151
Isophorone 0.100 0.07340 mg/L 73 47 - 180
Naphthalene 0.100 0.07366 mg/L 74 36 - 120
Nitrobenzene 0.100 0.07785 mg/L 78 54 - 158
N-Nitrosodimethylamine 0.100 0.04857 mg/L 49 38 - 120
N-Nitrosodi-n-propylamine 0.100 0.08003 mg/L 80 14 - 198 Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 625.1 - Semivolatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480372/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
N-Nitrosodiphenylamine 0.100 0.1081 mg/L 108 79 - 127
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Pentachlorophenol 0.100 0.08815 mg/L 88 38 - 152
Phenanthrene 0.100
0.08037 mg/L 80 65 - 120
Phenol 0.100 0.03266 mg/L 33 17 - 120
Pyrene 0.100 0.09249 mg/L 92 70 - 120
2,4,6-Tribromophenol (Surr) 33 - 139
Surrogate
91 LCS LCS
Qualifier Limits%Recovery
642-Fluorobiphenyl (Surr) 33 - 126
582-Fluorophenol (Surr) 12 - 120
64Nitrobenzene-d5 (Surr) 36 - 120
35Phenol-d6 (Surr) 10 - 120
77p-Terphenyl-d14 (Surr) 47 - 131
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480372/3-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
1,2,4-Trichlorobenzene 0.100 0.08511 mg/L 85 57 - 130 13 30 Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
1,2-Diphenylhydrazine(as
Azobenzene)
0.100 0.08982 mg/L 90 57 - 120 8 20
2,4,6-Trichlorophenol 0.100 0.09794 mg/L 98 52 - 129 9 35 2,4-Dichlorophenol 0.100 0.09236 mg/L 92 53 - 122 12 30 2,4-Dimethylphenol 0.100 0.1177 mg/L 118 42 - 120 18 35 2,4-Dinitrophenol 0.100 0.09916 mg/L 99 1 - 173 12 79
2,4-Dinitrotoluene 0.100 0.09303 mg/L 93 48 - 127 9 25
2,6-Dinitrotoluene 0.100 0.09592 mg/L 96 68 - 137 15 29 2-Chloronaphthalene 0.100 0.09037 mg/L 90 65 - 120 12 15 2-Chlorophenol 0.100 0.09440 mg/L 94 36 - 120 22 37
2-Nitrophenol 0.100 0.09308 mg/L 93 45 - 167 14 33
3,3'-Dichlorobenzidine 0.100 0.09695 mg/L 97 8 - 213 19 65 4,6-Dinitro-2-methylphenol 0.100 0.1003 mg/L 100 53 - 130 23 122 4-Bromophenyl phenyl ether 0.100 0.09441 mg/L 94 65 - 120 15 26 4-Chloro-3-methylphenol 0.100 0.09062 mg/L 91 41 - 128 15 44 4-Chlorophenyl phenyl ether 0.100 0.09211 mg/L 92 38 - 145 14 36 4-Nitrophenol 0.100 0.04512 mg/L 45 13 - 129 15 79
Acenaphthene 0.100 0.09004 mg/L 90 60 - 132 13 29
Acenaphthylene 0.100 0.09409 mg/L 94 54 - 126 14 45
Anthracene 0.100 0.09493 mg/L 95 43 - 120 15 40
Benzidine 0.100 0.01744 J *- *1 mg/L 17 20 - 143 98 30
Benzo[a]anthracene 0.100 0.09519 mg/L 95 42 - 133 16 32 Benzo[a]pyrene 0.100 0.09435 mg/L 94 32 - 148 11 43
Benzo[b]fluoranthene 0.100 0.09372 mg/L 94 42 - 140 13 43 Benzo[g,h,i]perylene 0.100 0.1040 mg/L 104 1 - 195 18 61 Benzo[k]fluoranthene 0.100 0.09290 mg/L 93 25 - 146 13 38 Bis (2-chloroethoxy) methane 0.100 0.09491 mg/L 95 49 - 165 19 32 Bis(2-chloroethyl)ether 0.100 0.09479 mg/L 95 43 - 126 16 65 bis (2-chloroisopropyl) ether 0.100 0.09060 mg/L 91 63 - 139 12 46 Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 625.1 - Semivolatile Organic Compounds (GC/MS) (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480372/3-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481184 Prep Batch: 480372
Bis(2-ethylhexyl) phthalate 0.100 0.1093 mg/L 109 29 - 137 14 50 Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
Butyl benzyl phthalate 0.100 0.1016 mg/L 102
1 - 140 17 36
Chrysene 0.100 0.09280 mg/L 93 44 - 140 16 53
Dibenz(a,h)anthracene 0.100 0.1003 mg/L 100 1 - 200 11 75 Diethyl phthalate 0.100 0.09323 mg/L 93 1 - 120 13 60
Dimethyl phthalate 0.100 0.09830 mg/L 98 1 - 120 14 110 Di-n-butyl phthalate 0.100 0.09646 mg/L 96 8 - 120 13 28 Di-n-octyl phthalate 0.100 0.09963 mg/L 100 19 - 132 15 42 Fluoranthene 0.100 0.08513 mg/L 85 43 - 121 17 40
Fluorene 0.100 0.09070 mg/L 91 70 - 120 11 23
Hexachloro-1,3-butadiene 0.100 0.08710 mg/L 87 38 - 120 10 38 Hexachlorobenzene 0.100 0.09891 mg/L 99 8 - 142 15 33
Hexachlorocyclopentadiene 0.100 0.1288 mg/L 129 46 - 135 13 20 Hexachloroethane 0.100 0.07058 mg/L 71 55 - 120 13 32
Indeno[1,2,3-cd]pyrene 0.100 0.1038 mg/L 104 1 - 151 17 60 Isophorone 0.100 0.08714 mg/L 87 47 - 180 17 56
Naphthalene 0.100 0.08443 mg/L 84 36 - 120 14 39
Nitrobenzene 0.100 0.08558 mg/L 86 54 - 158 9 37
N-Nitrosodimethylamine 0.100 0.05972 *1 mg/L 60 38 - 120 21 20 N-Nitrosodi-n-propylamine 0.100 0.08918 mg/L 89 14 - 198 11 52 N-Nitrosodiphenylamine 0.100 0.1133 mg/L 113 79 - 127 5 20 Pentachlorophenol 0.100 0.1049 mg/L 105 38 - 152 17 52
Phenanthrene 0.100 0.09188 mg/L 92 65 - 120 13 24
Phenol 0.100 0.04154 mg/L 42 17 - 120 24 39
Pyrene 0.100 0.1069 mg/L 107 70 - 120 14 30
2,4,6-Tribromophenol (Surr) 33 - 139
Surrogate
100
LCSD LCSD
Qualifier Limits%Recovery
692-Fluorobiphenyl (Surr) 33 - 126
692-Fluorophenol (Surr) 12 - 120
72Nitrobenzene-d5 (Surr) 36 - 120
43Phenol-d6 (Surr) 10 - 120
87p-Terphenyl-d14 (Surr) 47 - 131
Method: 608.3 - Organochlorine Pesticides in Water
Client Sample ID: Method BlankLab Sample ID: MB 570-481537/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481489 Prep Batch: 481537
RL MDL
4,4'-DDD ND 0.0000067 0.0000044 mg/L 09/17/24 05:15 09/17/24 22:39 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.00000190.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 14,4'-DDE ND 0.00000160.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 14,4'-DDT ND 0.00000310.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Aldrin ND 0.0000008
3 0.000033 mg/L 09/17/24 05:15 09/17/24 22:39 1alpha-Chlordane ND 0.00000120.0000013 mg/L 09/17/24 05:15 09/17/24 22:39 1alpha-BHC ND 0.00000390.0000050 mg/L 09/17/24 05:15 09/17/24 22:39 1beta-BHC Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 608.3 - Organochlorine Pesticides in Water (Continued) Client Sample ID: Method BlankLab Sample ID: MB 570-481537/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481489 Prep Batch: 481537
RL MDL
Chlordane ND 0.000033 0.000025 mg/L 09/17/24 05:15 09/17/24 22:39 1 MB
MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.00000200.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1delta-BHC ND 0.00000130.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Dieldrin ND 0.00000130.0000013 mg/L 09/17/24 05:15 09/17/24 22:39 1Endosulfan I ND 0.00000410.0000067 mg/L 09/17/24 05:15 09/17/24 22:39 1Endosulfan II ND 0.00000140.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Endosulfan sulfate ND 0.00000230.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Endrin ND 0.0000240.000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Endrin aldehyde ND 0.00000210.0000033 mg/L 09/17/24 05:15 09/17/24 22:39 1Endrin ketone ND 0.00000870.000010 mg/L 09/17/24 05:15 09/17/24 22:39 1gamma-Chlordane ND 0.0000006
6 0.0000013 mg/L 09/17/24 05:15 09/17/24 22:39 1gamma-BHC (Lindane) ND 0.00000120.0000013 mg/L 09/17/24 05:15 09/17/24 22:39 1Heptachlor ND 0.00000390.0000067 mg/L 09/17/24 05:15 09/17/24 22:39 1Heptachlor epoxide ND 0.00000370.0000067 mg/L 09/17/24 05:15 09/17/24 22:39 1Methoxychlor ND 0.0000540.000067 mg/L 09/17/24 05:15 09/17/24 22:39 1Toxaphene Tetrachloro-m-xylene (Surr) 62 20 - 139 09/17/24 22:39 1 MB MB
Surrogate
09/17/24 05:15
Dil FacPrepared AnalyzedQualifier Limits%Recovery
84 09/17/24 05:15 09/17/24 22:39 1DCB Decachlorobiphenyl (Surr) 20 - 154 Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481537/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481489 Prep Batch: 481537
4,4'-DDD 0.0000333 0.00002508 mg/L 75 31 - 141
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
4,4'-DDE 0.0000333 0.00002368 mg/L 71 30 - 145
4,4'-DDT 0.0000333 0.00002399 mg/L 72 25 - 160
Aldrin 0.0000333 0.00002406 mg/L 72 42 - 140
alpha-Chlordane 0.0000333 0.00002378 J mg/L 71 45 - 140 alpha-BHC 0.0000333 0.00002303 mg/L 69 37 - 140
beta-BHC 0.0000333 0.00002406 mg/L 72 17 - 147
delta-BHC 0.0000333 0.00001904 mg/L 57 19 - 140
Dieldrin 0.0000333 0.00002438 mg/L 73 36 - 146
Endosulfan I 0.0000333 0.00002387 mg/L 72 45 - 153
Endosulfan II 0.0000333 0.00002440 mg/L 73 1 - 202
Endosulfan sulfate 0.0000333 0.00002443 mg/L 73 26 - 144 Endrin 0.0000333 0.00002443 mg/L 73 30 - 147
Endrin aldehyde 0.0000333 0.00002416 J mg/L 72 50 - 135 Endrin ketone 0.0000333 0.00002438 mg/L 73 60 - 140
gamma-Chlordane 0.0000333 0.00002242 mg/L 67 45 - 140
gamma-BHC (Lindane) 0.0000333 0.00002345 mg/L 70 32 - 140 Heptachlor 0.0000333 0.00002243 mg/L 67 34 - 140
Heptachlor epoxide 0.0000333 0.00002364 mg/L 71 37 - 142 Methoxychlor 0.0000333 0.00002317 mg/L 70 50 - 135
Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 608.3 - Organochlorine Pesticides in Water (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481537/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481489 Prep Batch: 481537
Tetrachloro-m-xylene (Surr) 20 - 139
Surrogate
62 LCS LCS
Qualifier Limits%Recovery
77DCB Decachlorobiphenyl (Surr) 20 - 154
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-481537/3-A Matrix: Water Prep Type: T
otal/NA
Analysis Batch: 481489 Prep Batch: 481537
4,4'-DDD 0.0000333 0.00002535 mg/L 76 31 - 141 1 39
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
4,4'-DDE 0.0000333 0.00002320 mg/L 70 30 - 145 2 35
4,4'-DDT 0.0000333 0.00002413 mg/L 72 25 - 160 1 42
Aldrin 0.0000333 0.00002270 mg/L 68 42 - 140 6 35
alpha-Chlordane 0.0000333 0.00002382 J mg/L 71 45 - 140 0 35 alpha-BHC 0.0000333 0.00002324 mg/L 70 37 - 140 1 36
beta-BHC 0.0000333 0.00002439 mg/L 73 17 - 147 1 44
delta-BHC 0.0000333 0.00002254 mg/L 68 19 - 140 17 52
Dieldrin 0.0000333 0.00002450 mg/L 74 36 - 146 1 49
Endosulfan I 0.0000333 0.00002342 mg/L 70 45 - 153 2 28 Endosulfan II 0.0000333 0.00002456 mg/L 74 1 - 202 1 53 Endosulfan sulfate 0.0000333 0.00002427 mg/L 73 26 - 144 1 38 Endrin 0.0000333 0.00002410 mg/L 72 30 - 147 1 48
Endrin aldehyde 0.0000333 0.00002438 J mg/L 73 50 - 135 1 25 Endrin ketone 0.0000333 0.00002493 mg/L 75 60 - 140 2 30 gamma-Chlordane 0.0000333 0.00002188 mg/L 66 45 - 140 2 35 gamma-BHC (Lindane) 0.0000333 0.00002321 mg/L 70 32 - 140 1 39 Heptachlor 0.0000333 0.00002778 mg/L 83 34 - 140 21 43
Heptachlor epoxide 0.0000333 0.00002512 mg/L 75 37 - 142 6 26 Methoxychlor 0.0000333 0.00002326 mg/L 70 50 - 135 0 25 Tetrachloro-m-xylene (Surr) 20 - 139
Surrogate
61 LCSD LCSD
Qualifier Limits%Recovery
83DCB Decachlorobiphenyl (Surr) 20 - 154
Method: 608.3 - Polychlorinated Biphenyls (PCBs) (GC)
Client Sample ID: Method BlankLab Sample ID: MB 570-481537/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 482222 Prep Batch: 481537
RL MDL
Aroclor-1016 ND 0.000067 0.000043 mg/L 09/17/24 05:15 09/18/24 15:50 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.0000430.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1221 ND 0.0000430.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1232 ND 0.0000430.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1242 ND 0.0000430.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1248 ND 0.0000520.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1254 ND 0.0000520.000067 mg/L 09/17/24 05:15 09/18/24 15:50 1Aroclor-1260 Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 608.3 - Polychlorinated Biphenyls (PCBs) (GC) (Continued) Client Sample ID: Method BlankLab Sample ID: MB 570-481537/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 482222 Prep Batch: 481537
Tetrachloro-m-xylene (Surr) 75 20 - 139 09/18/24 15:50 1 MB MB
Surrogate
09/17/24 05:15
Dil FacPrepared AnalyzedQualifier Limits%Recovery
89 09/17/24 05:15 09/18/24 15:50
1DCB Decachlorobiphenyl (Surr) 20 - 154
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481537/4-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 482222 Prep Batch: 481537
Aroclor-1016 0.000133 0.0001864 mg/L 140 50 - 140
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Aroclor-1260 0.000133 0.0002337 *+ mg/L 175 8 - 140
Tetrachloro-m-xylene (Surr) 20 - 139
Surrogate
57 LCS LCS
Qualifier Limits%Recovery
95DCB Decachlorobiphenyl (Surr) 20 - 154
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-481537/5-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 482222 Prep Batch: 481537
Aroclor-1016 0.000133 0.0001819 mg/L 136 50 - 140 2 36
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
Aroclor-1260 0.000133 0.0002102 *+ mg/L 158 8 - 140 11 38 Tetrachloro-m-xylene (Surr) 20 - 139
Surrogate
60 LCSD LCSD
Qualifier Limits%Recovery
91DCB Decachlorobiphenyl (Surr) 20 - 154
Method: 6010B - Metals (ICP)
Client Sample ID: Method BlankLab Sample ID: MB 570-481166/1-A Matrix: Water Prep Type: Total Recoverable
Analysis Batch: 481454 Prep Batch: 481166
RL MDL
Arsenic ND 0.100 0.0199 mg/L 09/16/24 09:33 09/16/24 15:03 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.003880.500 mg/L 09/16/24 09:33 09/16/24 15:03 1Boron ND 0.0006200.0100 mg/L 09/16/24 09:33 09/16/24 15:03 1Cadmium ND 0.002960.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Chromium ND 0.002690.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Copper ND 0.01310.500 mg/L 09/16/24 09:33 09/16/24 15:03 1Iron ND 0.005270.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Lead ND 0.001340.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Manganese ND 0.003910.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Molybdenum ND 0.003070.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Nickel ND 0.01620.0500 mg/L 09/16/24 09:33 09/16/24 15:03 1Selenium ND 0.002590.0100 mg/L 09/16/24 09:33 09/16/24 15:03 1Silver ND 0.01330.250 mg/L 09/16/24 09:33 09/16/24 15:03 1Zinc Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 6010B - Metals (ICP) (Continued)
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481166/2-A Matrix: Water Prep Type: Total Recoverable
Analysis Batch: 481454 Prep Batch: 481166
Arsenic 0.500 0.5005 mg/L 100 80 - 120
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Boron 0.500 0.5074 mg/L 101
80 - 120
Cadmium 0.500 0.5139 mg/L 103 80 - 120
Chromium 0.500 0.5161 mg/L 103 80 - 120
Copper 0.500 0.5129 mg/L 103 80 - 120
Iron 0.500 0.5200 mg/L 104 80 - 120
Lead 0.500 0.5166 mg/L 103 80 - 120
Manganese 0.500 0.5191 mg/L 104 80 - 120
Molybdenum 0.500 0.5102 mg/L 102 80 - 120
Nickel 0.500 0.5245 mg/L 105 80 - 120
Selenium 0.500 0.4820 mg/L 96 80 - 120
Silver 0.250 0.2514 mg/L 101 80 - 120
Zinc 0.500 0.5106 mg/L 102 80 - 120
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-481166/3-A Matrix: Water Prep Type: Total Recoverable
Analysis Batch: 481454 Prep Batch: 481166
Arsenic 0.500 0.4694 mg/L 94 80 - 120 6 20
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
Boron 0.500 0.4772 J mg/L 95 80 - 120 6 20
Cadmium 0.500 0.4836 mg/L 97 80 - 120 6 20
Chromium 0.500 0.4835 mg/L 97 80 - 120 7 20
Copper 0.500 0.4822 mg/L 96 80 - 120 6 20
Iron 0.500 0.4938 J mg/L 99 80 - 120 5 20
Lead 0.500 0.4848 mg/L 97 80 - 120 6 20
Manganese 0.500 0.4881 mg/L 98 80 - 120 6 20
Molybdenum 0.500 0.4826 mg/L 97 80 - 120 6 20
Nickel 0.500 0.4915 mg/L 98 80 - 120 6 20
Selenium 0.500 0.4604 mg/L 92 80 - 120 5 20
Silver 0.250 0.2366 mg/L 95 80 - 120 6 20
Zinc 0.500 0.4790 mg/L 96 80 - 120 6 20
Method: 7470A - Mercury (CVAA)
Client Sample ID: Method BlankLab Sample ID: MB 570-481286/1-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481331 Prep Batch: 481286
RL MDL
Mercury ND 0.000200 0.000124 mg/L 09/16/24 12:35 09/16/24 16:00 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481286/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481331 Prep Batch: 481286
Mercury 0.00800 0.007434 mg/L 93 80 - 120
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: 7470A - Mercury (CVAA) (Continued)
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-481286/3-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481331 Prep Batch: 481286
Mercury 0.00800 0.007397 mg/L 92 80 - 120 1 10
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
Method: 1664B - HEM and SGT-HEM
Client Sample ID: Method BlankLab Sample ID: MB 570-481 199/1-A
Matrix: Water Prep Type: Total/NA
Analysis Batch: 481335 Prep Batch: 481199
RL MDL
HEM: Oil and Grease ND 1.00 0.510 mg/L 09/16/24 10:01 09/16/24 13:41 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
ND 0.6361.00 mg/L 09/16/24 10:01 09/16/24 13:41 1HEM-SGT: Oil and Grease Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-481199/2-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481335 Prep Batch: 481199
HEM: Oil and Grease 40.0 32.20 mg/L 81 78 - 114
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
HEM-SGT: Oil and Grease 20.0 13.40 mg/L 67 64 - 132
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-481199/3-A Matrix: Water Prep Type: Total/NA
Analysis Batch: 481335 Prep Batch: 481199
HEM: Oil and Grease 40.0 36.00 mg/L 90 78 - 114 11 18
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
HEM-SGT: Oil and Grease 20.0 13.70 mg/L 69 64 - 132 2 34 Method: SM 2540D - Solids, Total Suspended (TSS)
Client Sample ID: Method BlankLab Sample ID: MB 570-480511/1 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480511
RL MDL
Total Suspended Solids ND 1.00 0.800 mg/L 09/13/24 09:55 1 MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-480511/2 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480511
Total Suspended Solids 100 90.00 mg/L 90 77 - 116
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 570-480511/3 Matrix: Water Prep Type: Total/NA
Analysis Batch: 480511
Total Suspended Solids 100 98.00 mg/L 98 77 - 116 9 10
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits LimitRPD
RPD
Eurofins Calscience
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15 QC Sample Results
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method: SM 2540D - Solids, Total Suspended (TSS) (Continued) Client Sample ID: MW-1Lab Sample ID: 570-198822-1 DU
Matrix: Water Prep Type: Total/NA
Analysis Batch: 480511
Total Suspended Solids 5060 4570 mg/L 10 10
Analyte
DU DU
DUnitResult Qualifier
Sample
Result
Sample
Qualifier LimitRPD
RPD
Method: SM 5210B - BOD, 5-Day
Client Sample ID: Lab Control SampleLab Sample ID: LCS 570-48031 1/3-A
Matrix: Water Prep Type: Total/NA
Analysis Batch: 482344 Prep Batch: 480311
Biochemical Oxygen Demand 199 204.7 mg/L 103 84.6 - 115. 4 Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec
Limits
Client Sample ID: Method BlankLab Sample ID: USB 570-482344/1 Matrix: Water Prep Type: Total/NA
Analysis Batch: 482344
RL MDL
Biochemical Oxygen Demand ND 2.00 1.00 mg/L 09/17/24 19:09 1
USB USB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
Eurofins Calscience
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15 QC Association Summary
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
GC/MS VOA
Analysis Batch: 480253
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 624.1570-198822-1 MW-1 Total/NA
Water 624.1MB 570-480253/5 Method Blank Total/NA
Water 624.1LCS 570-480253/1002 Lab Control Sample Total/NA Water 624.1LCSD 570-480253/3 Lab Control Sample Dup Total/NA GC/MS Semi VOA
Prep Batch: 480372
Lab Sample ID Client Sample ID Prep T
ype Matrix Method Prep Batch
Water 625.1570-198822-1 MW-1 Total/NA
Water 625.1MB 570-480372/1-A Method Blank Total/NA
Water 625.1LCS 570-480372/2-A Lab Control Sample Total/NA Water 625.1LCSD 570-480372/3-A Lab Control Sample Dup Total/NA Analysis Batch: 481184
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 625.1 480372570-198822-1 MW-1 Total/NA
Water 625.1 480372MB 570-480372/1-A Method Blank Total/NA Water 625.1 480372LCS 570-480372/2-A Lab Control Sample Total/NA Water 625.1 480372LCSD 570-480372/3-A Lab Control Sample Dup Total/NA GC Semi VOA
Analysis Batch: 481489
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 608.3 481537MB 570-481537/1-A Method Blank Total/NA Water 608.3 481537LCS 570-481537/2-A Lab Control Sample Total/NA Water 608.3 481537LCSD 570-481537/3-A Lab Control Sample Dup Total/NA Prep Batch: 481537
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 608570-198822-1 MW-1 Total/NA
Water 608MB 570-481537/1-A Method Blank Total/NA
Water 608LCS 570-481537/2-A Lab Control Sample Total/NA Water 608LCS 570-481537/4-A Lab Control Sample Total/NA Water 608LCSD 570-481537/3-A Lab Control Sample Dup Total/NA Water 608LCSD 570-481537/5-A Lab Control Sample Dup Total/NA Analysis Batch: 481970
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 608.3 481537570-198822-1 MW-1 Total/NA
Water 608.3 481537570-198822-1 MW-1 Total/NA
Analysis Batch: 482222
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 608.3 481537570-198822-1 MW-1 Total/NA
Water 608.3 481537MB 570-481537/1-A Method Blank Total/NA Water 608.3 481537LCS 570-481537/4-A Lab Control Sample Total/NA Water 608.3 481537LCSD 570-481537/5-A Lab Control Sample Dup Total/NA Eurofins Calscience
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15 QC Association Summary
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Metals
Prep Batch: 481166
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 3005A570-198822-1 MW-1 Total Recoverable
Water 3005AMB 570-481166/1-A Method Blank Total Recoverable Water 3005ALCS 570-481166/2-A Lab Control Sample T
otal Recoverable
Water 3005ALCSD 570-481166/3-A Lab Control Sample Dup Total Recoverable Prep Batch: 481286
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 7470A570-198822-1 MW-1 Total/NA
Water 7470AMB 570-481286/1-A Method Blank Total/NA
Water 7470ALCS 570-481286/2-A Lab Control Sample Total/NA Water 7470ALCSD 570-481286/3-A Lab Control Sample Dup Total/NA Analysis Batch: 481331
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 7470A 481286570-198822-1 MW-1 Total/NA
Water 7470A 481286MB 570-481286/1-A Method Blank Total/NA Water 7470A 481286LCS 570-481286/2-A Lab Control Sample Total/NA Water 7470A 481286LCSD 570-481286/3-A Lab Control Sample Dup Total/NA Analysis Batch: 481454
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 6010B 481166570-198822-1 MW-1 Total Recoverable
Water 6010B 481166MB 570-481166/1-A Method Blank Total Recoverable Water 6010B 481166LCS 570-481166/2-A Lab Control Sample Total Recoverable Water 6010B 481166LCSD 570-481166/3-A Lab Control Sample Dup Total Recoverable General Chemistry
Prep Batch: 480311
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water BOD Prep570-198822-1 MW-1 Total/NA
Water BOD PrepLCS 570-480311/3-A Lab Control Sample Total/NA Analysis Batch: 480511
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water SM 2540D570-198822-1 MW-1 Total/NA
Water SM 2540DMB 570-480511/1 Method Blank Total/NA
Water SM 2540DLCS 570-480511/2 Lab Control Sample Total/NA Water SM 2540DLCSD 570-480511/3 Lab Control Sample Dup Total/NA Water SM 2540D570-198822-1 DU MW-1 Total/NA
Prep Batch: 481199
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 1664B570-198822-1 MW-1 Total/NA
Water 1664BMB 570-481199/1-A Method Blank Total/NA
Water 1664BLCS 570-481199/2-A Lab Control Sample Total/NA Water 1664BLCSD 570-481199/3-A Lab Control Sample Dup Total/NA Analysis Batch: 481335
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 1664B 481199570-198822-1 MW-1 Total/NA
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15 QC Association Summary
Job ID: 570-198822-1Client: Atlas Engineering West, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
General Chemistry (Continued)
Analysis Batch: 481335 (Continued)
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 1664B 481199MB 570-481199/1-A Method Blank Total/NA Water 1664B 481199LCS 570-481199/2-A Lab Control Sample Total/NA W
ater 1664B 481199LCSD 570-481199/3-A Lab Control Sample Dup Total/NA Analysis Batch: 482344
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water SM 5210B 480311570-198822-1 MW-1 Total/NA
Water SM 5210BUSB 570-482344/1 Method Blank Total/NA
Water SM 5210B 480311LCS 570-480311/3-A Lab Control Sample Total/NA Eurofins Calscience
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15 Lab Chronicle
Client: Atlas Engineering W
est, Inc. Job ID: 570-198822-1
Project/Site: Cannon St Lift Station, No. 24-05861
Client Sample ID: MW-1 Lab Sample ID: 570-198822-1
Matrix: WaterDate Collected: 09/11/24 08:40
Date Received: 09/12/24 18:00
Analysis 624.1 PT09/13/24 02:571 EET CAL 4480253
Type
Batch
Method
Batch
Prep Type LabAnalystRun
Prepared
or Analyzed
Initial
Amount Amount
Final
Batch
NumberFactor
Dil
Total/NA 5 mL 5 mL
Instrument ID: GCMSQQ
Prep 625.1 480372 09/13/24 05:17 H1SH EET CAL 4Total/NA 1044.7 mL 2 mL Analysis 625.1 1 481184 09/16/24 19:56 CG EET CAL 4Total/NA 1 mL 1 mL GCMSCCCInstrument ID:
Prep 608 481537 09/17/24 05:15 H1SH EET CAL 4Total/NA 1042.7 mL 1 mL Analysis 608.3 1 481970 09/18/24 12:53 N5Y3 EET CAL 4Total/NA 1 mL 1 mL GC54AInstrument ID:
Prep 608 481537 09/17/24 05:15 H1SH EET CAL 4Total/NA 1042.7 mL 1 mL Analysis 608.3 10 481970 09/18/24 14:18 N5Y3 EET CAL 4Total/NA 1 mL 1 mL GC54AInstrument ID:
Prep 608 481537 09/17/24 05:15 H1SH EET CAL 4Total/NA 1042.7 mL 1 mL Analysis 608.3 1 482222 09/18/24 16:44 P2HW EET CAL 4Total/NA 1 mL 1 mL GC64AInstrument ID:
Prep 3005A 481166 09/16/24 09:33 JP8N EET CAL 4Total Recoverable 50 mL 50 mL Analysis 6010B 1 481454 09/16/24 17:20 P1R EET CAL 4Total Recoverable 1.0 mL 1.0 mL ICP11Instrument ID:
Prep 7470A 481286 09/16/24 12:35 VCN7 EET CAL 4Total/NA 25 mL 50 mL Analysis 7470A 1 481331 09/16/24 16:39 RL6Q EET CAL 4Total/NA HG9Instrument ID:
Prep 1664B 481199 09/16/24 10:01 S7HP EET CAL 4Total/NA 1054 mL 1000 mL Analysis 1664B 1 481335 09/16/24 13:41 B8AH EET CAL 4Total/NA NO EQUIQInstrument ID:
Analysis SM 2540D 1 480511 09/13/24 09:55 DL2G EET CAL 4Total/NA 10 mL 1000 mL NOEQUIPInstrument ID:
Prep BOD Prep 480311 09/12/24 21:14 UT9T EET CAL 4Total/NA Analysis SM 5210B 1 482344 09/17/24 19:38 U7UR EET CAL 4Total/NA 300 mL 80 mL BOD3Instrument ID:
Laboratory References:
EET CAL 4 = Eurofins Calscience Tustin, 2841 Dow Avenue, Tustin, CA 92780, TEL (714)895-5494 Eurofins Calscience
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15 Accreditation/Certification Summary
Client: Atlas Engineering West, Inc. Job ID: 570-198822-1 Project/Site: Cannon St Lift Station, No. 24-05861
Laboratory: Eurofins Calscience
Unless otherwise noted, all analytes for this laboratory were covered under each accreditation/certification below.
Authority Program Identification Number Expiration Date California State 3082 07-31-26
The following analytes are included in this report, but the laboratory is not certified by the governing authority. This list may include analytes for which the agency does not offer certification.
Analysis Method Prep Method Matrix Analyte
608.3 608 Water alpha-Chlordane
608.3 608 Water Endrin ketone
608.3 608 Water gamma-Chlordane
624.1 Water 1,1,1,2-Tetrachloroethane
624.1 Water 1,1,2-Trichloro-1,2,2-trifluoroethane
624.1 Water 1,1-Dichloropropene
624.1 W
ater 1,2,3-Trichlorobenzene
624.1 Water 1,2,3-Trichloropropane
624.1 Water 1,2,4-Trichlorobenzene
624.1 Water 1,2,4-Trimethylbenzene
624.1 Water 1,2-Dibromo-3-Chloropropane
624.1 Water 1,2-Dibromoethane
624.1 Water 1,3,5-Trimethylbenzene
624.1 Water 1,3-Dichloropropane
624.1 Water 2,2-Dichloropropane
624.1 Water 2-Chlorotoluene
624.1 Water 2-Hexanone
624.1 Water 4-Chlorotoluene
624.1 Water Bromobenzene
624.1 Water Bromochloromethane
624.1 Water Carbon disulfide
624.1 Water cis-1,2-Dichloroethene
624.1 Water Dibromomethane
624.1 Water Dichlorodifluoromethane
624.1 Water Di-isopropyl ether (DIPE)
624.1 Water Ethyl-t-butyl ether (ETBE)
624.1 Water Hexachloro-1,3-butadiene
624.1 Water Isopropanol
624.1 Water Isopropylbenzene
624.1 Water Methyl-t-Butyl Ether (MTBE)
624.1 Water Naphthalene
624.1 Water n-Butylbenzene
624.1 Water N-Propylbenzene
624.1 Water p-Isopropyltoluene
624.1 Water sec-Butylbenzene
624.1 Water Styrene
624.1 Water Tert-amyl-methyl ether (TAME)
624.1 Water tert-Butylbenzene
624.1 Water Vinyl acetate
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15 Method Summary
Job ID: 570-198822-1Client: Atlas Engineering W
est, Inc.
Project/Site: Cannon St Lift Station, No. 24-05861
Method Method Description LaboratoryProtocol
EPA624.1 Volatile Organic Compounds (GC/MS) EET CAL 4
EPA625.1 Semivolatile Organic Compounds (GC/MS) EET CAL 4 EPA608.3 Organochlorine Pesticides in Water EET
CAL 4
EPA608.3 Polychlorinated Biphenyls (PCBs) (GC) EET CAL 4 SW8466010B Metals (ICP) EET CAL 4
SW8467470A Mercury (CVAA) EET CAL 4
1664B1664B HEM and SGT-HEM EET CAL 4
SMSM 2540D Solids, Total Suspended (TSS) EET CAL 4
SMSM 5210B BOD, 5-Day EET CAL 4
1664B1664B HEM and SGT-HEM (Aqueous) EET CAL 4
SW8463005A Preparation, Total Recoverable or Dissolved Metals EET CAL 4 EPA608 Liquid-Liquid Extraction (Separatory Funnel) EET CAL 4 40CFR136A625.1 Liquid-Liquid Extraction EET CAL 4
SW8467470A Preparation, Mercury EET CAL 4
SMBOD Prep Preparation, BOD EET CAL 4
Protocol References:
1664B = EP
A-821-98-002
40CFR136A = "Methods for Organic Chemical Analysis of Municipal Industrial Wastewater ", 40CFR, Part 136, Appendix A , October 26, 1984 and
subsequent revisions.
EPA = US Environmental Protection Agency
SM = "Standard Methods For The Examination Of Water And Wastewater" SW846 = "Test Methods For Evaluating Solid Waste, Physical/Chemical Methods", Third Edition, November 1986 And Its Updates.
Laboratory References:
EET
CAL 4 = Eurofins Calscience Tustin, 2841 Dow Avenue, Tustin, CA 92780, TEL (714)895-5494 Eurofins Calscience
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15 Sample Summary
Client: Atlas Engineering West, Inc. Job ID: 570-198822-1 Project/Site: Cannon St Lift Station, No. 24-05861
Lab Sample ID Client Sample ID Matrix Collected Received 570-198822-1 MW-1 Water 09/11/24 08:40 09/12/24 18:00
Eurofins Calscience
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15 Login Sample Receipt Checklist
Client: Atlas Engineering West, Inc. Job Number: 570-198822-1 Login Number: 198822
Question Answer Comment
Creator: Nguyen, Jenny
List Source: Eurofins Calscience
List Number: 1
N/ARadioactivity wasn't checked or is </= background as measured by a survey meter.
TrueThe cooler's custody seal, if present, is intact.
TrueSample custody seals, if present, are intact.
TrueThe cooler or samples do not appear to have been compromised or tampered with.
TrueSamples were received on ice.
TrueCooler Temperature is acceptable.
TrueCooler
Temperature is recorded.
TrueCOC is present.
TrueCOC is filled out in ink and legible.
TrueCOC is filled out with all pertinent information.
TrueIs the Field Sampler's name present on COC?
TrueThere are no discrepancies between the containers received and the COC.
TrueSamples are received within Holding Time (excluding tests with immediate HTs)
TrueSample containers have legible labels.
TrueContainers are not broken or leaking.
TrueSample collection date/times are provided.
TrueAppropriate sample containers are used.
TrueSample bottles are completely filled.
TrueSample Preservation Verified.
TrueThere is sufficient vol. for all requested analyses, incl. any requested MS/MSDs
TrueContainers requiring zero headspace have no headspace or bubble is <6mm (1/4").
TrueMultiphasic samples are not present.
TrueSamples do not require splitting or compositing.
N/AResidual Chlorine Checked.
Eurofins Calscience
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15 FINAL REPORT ON
QP GEOTECHNICAL RECOMMENDATIONS FOR
CANNON ROAD LIFT STATION
CARLSBAD, CALIFORNIA -
C)
by
Haley & Aldrich, Inc.
San Diego, Califoriia/Denver, Colorado
for
Poi
Camp Dresser & McKee Inc.
Carlsbad, California
0 File No. 26713-005
July 2002 S
Haley & Aldrich, Inc.
9040 Friars Road
Suite 220
San Diego, CA 92108-5860
Tel: 619.280.9210
Fax: 619.280.9415
30 July 2002
File No. 26713-005
www.HaleyAldrich.c&i
Senior Engineer
UNDERGROUND
ENGINEERING &
ENVIRONMENTAL
SOLUTIONS
Camp Dresser & McKee Inc.
1925 Palomar Oaks Way, Suite 300
Carlsbad, California 92008
Attention: Mr. Wain Cooper,
Subject: Final Report on
Geotechnical Recommendations for
Cannon Road Lift Station
Carlsbad, California
Dear Wain
OFFICES
Boston
Massachusetts
Cleveland
Ohio
Dayton
Ohio
Denver
Colorado
Detroit
Michigan
Hartford
Connecticut
Los Angeles
California
Manchester
New Hampshire
Newark
New Jersey,
Portland
Maine
Rochester
New York
Sa n Francisco
California
Tucson
Arizona
Washington
District of Columbia
Haley & Aldrich, Inc is pleased to submit this report presenting the results of geotechnical engineering evaluations the proposed Cannon Road Lift Station Project in Carlsbad, California. This work was performed in accordance with Amendment No. 1 (10/26/01) to our Agreement (12/13/00) with you. This report .presents the conclusions and recommendations pertaining to the project, as well as the results of field explorations and laboratory tests. .
*
We appreciate the opportunity to work with you on this project. . Please contact us if you wish to discuss this report or any aspect of the project.
With best regards, 0%QFESS/0
0 HALEY &ALDR
IkL4'—
Tracy J. Lyman;P.E., P.G.
Senior Vice President
G:\PROJECT5\26713 Cannon Rd Lift Station\final report.doc
TABLE OF CONTENTS
Page
LIST OF TABLES
LIST OF FIGURES iii
I. INTRODUCTION 1
1.01 General 1
1.02 Project Description 1
1.03 Purpose and Scope 1
1.04 Elevation Datum 2
H. SUBSURFACE INVESTIGATIONS AND LABORATORY TESTING 3
2.01 Subsurface Explorations by Others 3
2.02 Subsurface Explorations by Haley & Aldrich 3
2.03 Laboratory Geotechnical Testing 4
2.04 Laboratory Corrosion Testing 5
HI. SITE AND SUBSURFACE CONDITIONS 6
3.01 Physiography and Land Use 6
3.02 Regional Geology 6
3.03 Regional Seismicity 6
3.04 Subsurface Conditions 7
A. Soil Units 7
B. Bedrock (Santiago Formation) 8
3.05 Groundwater Conditions 8
3.06 Geologic Hazards 8
A. Potential Landslide 8
B. Expansive Soil
0 9
C. Liquefaction Evaluation 9
IV. GEOTECHMCAL ENGINEERING RECOMMENDATIONS 11
4.01 Landslide Concerns 11
4.02 Foundation Recommendations 11
4.03 Floor Slabs
0 12
4.04 UBC Seismic Building Design Parameters 12
4.05 Temporary Excavations 13
4.06 Detention Basin Fill
0 14
4.07 Pipe Trench Considerations - 14
A. Pipe Bedding 14
B. Trench Backfill
0 • 15
C. Excavation Difficulties 15
4.08 Recommended Compaction Specifications 15
4.09 Lateral Earth Pressures 16
4. 10 Construction Dewatering 17
V. LIMITATIONS 18
REFERENCES 19
TABLES
FIGURES
APPENDIX A - Excerpts from Previous Site Investigations APPENDIX B - Test Boring Reports
APPENDIX C —Geotechnical Laboratory Test Results
APPENDIX D —Corrosion Laboratory Test Results.
LIST OF TABLES
Táblé No. ,Title
I Summary of Geotechnical Laboratory Test, Results
II Summary of Corrosion Laboratory Test Results
LIST OF FIGURES
Figure No. Title
1 PrOject Locus,
2 Boring Location Plan
3 San Diego County Fault Map
4 Subsurface. Profile H-H'
5 Design Response Spectra (1997 UBC)
I. INTRODUCTION
1.01 General
Haley & Aldrich, Inc. (Haley & Aldrich) was retained by Camp Dresser & McKee, Inc. (CDM) to conduct a geotechnical investigation at the proposed site of a new lift station along Cannon Road in the City of Carlsbad, California (Figure 1).
1.02 Project Description
The City of Carlsbad plans to construct the lift station at the site of an existing detention basin along the southeastern side of Cannon Road, approximately 0.3-mile southwest of the intersection of Cannon Road and El Camino Real.
The proposed lift station will have dimensions of approximately 60 by 25 feet, resulting in an approximate footprint area of 1,500 sq. ft. The lift station is to be constructed within the limits of an existing detention basin, which is located at the base of a 2H: 1V slope. The proposed wet well will have a depth of approximately 35 ft, and will be located along and immediately adjacent to the existing toe of the hillside. The proposed construction will also include an access road, valve vault, 20-inch diameter suction pipeline, 14-inch diameter discharge pipeline, a wet well, site development, and miscellaneous small structures associated with the lift station (Figure 2). The access road is to be located on engineered fill placed in the detention basin and will terminate on Cannon Road both north and south of the new lift station. 'A suspected landslide mass exists within the steep slope located above the site.
Proposed grade at the location of proposed structures is approximately elevation 27. The elevations for the various proposed structures on the site are tabulated below.
Structure Elevation (Estimated)
Lift Station 27.5 (finished floor)
Wet Well -3 (invert)
Valve Vault 6 (invert)
1.03 Purpose and Scope
The subsurface investigations andgeotechnical engineering studies described herein were undertaken to obtain information on subsurface conditions and to provide design recommendations for the proposed structure and site improvements. The scope of work undertaken in this study was in accordance with our 10 January 2002 proposal to you as modified by subsequent discussions. The following tasks were performed:
1. Prepared, arranged and monitored a program of three subsurface explorations to obtain geologic information for project design.
G:\PROJECTS\26713 Cannon Rd Lift Station\final report.doc 2 Made aiialSes related to., the geotechriical, engineering aSpects of foundation design s site development and construction, and prepared this engineering report summarizing our 4onsi.
This report, does not include an assessment of the presencc of oil or hazardous matetials at the site, the characterization of excavated soil that may , be generated as a result of planned construction activity, or an assessment of the impact that any contamination could have on the proposed construction Additionally, the scope of our work did not include performing field investigations or slope stability analyses for the suspected landslide.
1.04 Elevation Datum
All elevations in this report are based upon the Site Plan dated 2 May 2002 provided to Haley . & Aldrich by CDM Elevations refer to North American Datum 1983 (NAD83) G \PROJECTS'26713 Cannon Rd Lift Stacio n\tinai report do--,- 2 II. SUBSURFACE INVESTIGATIONS AND LABORATORY TESTING
2.01 Subsurface Explorations by Others
The lift station site is located within the Kelly Ranch development. Geotechnical investigations performed by other firms, for Kelly Ranch in general and more specifically for the detention basin, were reviewed by Haley & Aldrich. Some of the reports were reviewed in their entirety, and some were only reviewed in excerpted format; pertinent excerpts from these reports are included in Appendix A, including a geologic profile.
Pacific Soils Engineering, Inc. (PSE) performed geotechnical investigations of the project site and reported their findings in a number of reports [PSE (April 1997), PSE (October 1997), PSE (March 1998), PSE (January 2001)]. The work by PSE was performed in conjunction with a substantial re-grading program executed at the site, which resulted in construction of the detention basin at the base of the slope. The studies included geologic mapping, drilling and sampling of exploratory borings, geologic analyses with respect to the possible landslide, and laboratory testing.
In general, the 1997 reports identified an ancient landslide complex on the hillside above the detention basin. The landslide was identified by topographic expression, geologic mapping and trenching, sheared claystone identified in borings, and discovery of a landslide on an adjacent property.
Specifically, PSE relied on two borings (B- 11and B-12) which were advanced on the project site in 1985 by Owen Geotechnical Consultants; these borings are shown on Figure 2 and are included in Appendix A. These explorations were advanced using bucket augers that created -
a 30-inch hole. Bucket auger holes are described by a geologist who enters the borehole and -
maps the sides of the holes. Boring B-i 1 noted shear zones, slickensided surfaces and landslide debris; Boring B-12 noted a "zone of slide plane".
2.02 Subsurface Explorations by Haley & Aldrich
Haley & Aldrich conducted a subsurface exploration program consisting of three test borings (HA-101, HAB-1, and HAB-2) as shown on Figure 2. The locations of the test borings shown were determined in the field by Haley & Aldrich personnel by taping from physical features, and should be considered approximate. The boring locations were based on a proposed site layout provided by CDM; the site layout has since changed. Two borings (HAB-1 and HAB-2) were located along Cannon Road and north of the proposed lift station.
A description of the drilling and sampling procedures utilized for each boring is presented below. All test borings were observed in the field by trained Haley & Aldrich personnel (engineer or geologist). Test boring reports are included in Appendix B of this report.
In November 2001, one test boring (HA-101) was drilled to a depth of 15.0-ft, to explore subsurface conditions at the wet well location as formerly located. The test boring was drilled by Pacific Drilling Company of San Diego, California. The test boring was performed with a Little Beaver tripod-mounted drill rig using solid-stem-augering techniques.
G\PROJECTS\26713 Cannon Rd Lift Station\iinal report.doc Soil samples were obtained at 5-ft intervals with a Standard Split-Spoon Sampler (2.0-inch 0 D , 1.375-inch I D), in general accordance with ASTM Method D1586 Field measurement of in-situ soil properties consisted of the Standard Penetration Test (SPT) The Standard Penetration Resistance (N) is defined as the number of blows necessary to drive the Standard Split-Spoon Sampler 1-ft into undisturbed soil using a 140-pound weight falling freely for 30-inches.
The tripod-mounted drill rig used during the subsurface exploration, was equipped for solid- stem augering only. Performance of the Standard Penetration Test requires removal of solid- stem augers from the borehole, which leaves the sides of the test boring in an unsupported state. For this reason, the test boring collapsed below the groundwater table when the augers were removed. All attempts to maintain the integrity of the bore hole failed and the test boring was terminated at a depth of 15 ft.
In January 2002, two borings (HAB-1 and HAB-2) were, drilled at the locations shown on Figure 2. The test borings were drilled by Tr-County Drilling of San Diego, California.
Soil-boring HAB-1 was advanced using a truck-mounted hollow-stem auger CME-95 drilling rig and soil boring HAB-2 was advanced using a track mounted all terrain limited access rig.
Each soil boring was advanced to a total depth of approximately 40 ft below ground surface (bgs) Prior to drilling, the soil bormgs were hand augered to five ft below ground surface for utility clearances The first soil sample was collected at a depth of two ft, the next at a depth' of five. ft, then at 5-ft intervals. Hollow stem continuous flight augers (4-1/4 inch .I.D. were used to drill the borehole from approximately five ft bgs to the total depth of the borehole. Using an automatic hydraulic hammer on the drill rig, samples were collected by driving 2.5-inch diameter split spoon samplers 1.8-inch at the specified sampling interval.
Samples were retained in 6-inch long by 2.5-inch diameter stainless steel sleeves. Teflon® sheets were placed at each end of the sleeve and capped with plastic end caps.
Haley & Aldrich personnel logged all soils recovered from the borings in thefield. Collected sample intervals were observed and visual-manual estimates of the Unified Soil Classification System (USCS) types of soils were made in general accordance with the visual-manual procedures outlined in ASTM Standard D248893. In addition, grain size estimates were performed in the field using standard sieve sizes and observation to estimate grain size percentages on selected soil samples Estimated soil types and other observations were recorded on boring logs along with the sample depth, sample type and percent recovered Soil samples representative of the various subsurface soil types were selected and preserved from each sample interval for testing in a laboratory to determine various geotechrncal- engineering parameters;
203 Laboratory Geotechnical Testing
Soil samples obtained during the field eploratiOnsp were submi. ed for testing to verify field visual USCS classifications and evaluate certain engineering characteristics Allied Geotechnical Testing of San Diego, California performed geotechnical laboratory tests Geotechnical testing of soil samples was performed in conformance with the American Society for Testing and Materials (ASTM) testmg procedures or other generally accepted test S methods as follows:
____________
G \PROJECTS\26713 Cannon Rd Lift Station\tinal report doc 4 Geotechmcal Test Test Method
Moisture Content ASTM D 2216
Dry Density ASTM D 2937
Gram Size Distribution ASTM D 422
Atterberg Limits ASTM D 4318
Direct Shear ASTM D 3080
A summary of the results of geotechnical testing on soil samples is presented in Table I. The geotechnical test reports including; USCS descriptions, moisture densities, dry densities, grams size distribution graphs, Atterberg Limits graphs and direct shear graphs are included in Appendix C.
2.04 Laboratory CorrosiOn, Testing
A bulk composite sample was collected using a hand auger adjacent to the location of HAB-1 for the purpose of corrosion testing.
Test I Test Method
PH ASHTO T289-91
Oxidation Reduction Potential ASTM D1498
Sat'd Resistivity AASHTO T288-91
As-Received Resistivity AASHTO 7289-91
Sulfates AASHTO T290-91
chlorides AASHTO T291-91
Sulfides DIPRA
As-Received moisture content ASTM D2216
A summary of the results of corrosion testing on soil samples is presented in Table II. These results are provided for corrosion analysis to be performed by others The corrosion laboratory test reports are included in Appendix D.
G\PROJECTS\267i3. Cannon Rd Lift SatithfiflãI report.doc 5 Ill. SITE AND SUBSURFACE CONDITIONS
3.01 Physiography and Land Use
The proposed site is located as shown On Figure 2. An existing detention basin is located on the southeastern side of future Cannon Road, which is currently (July 2002) an unimproved roadway.. The bottom of the detention basin is located at approximate elevation 15 Ground surface elevations begin rising immediately east of the detention basin, to a high of approximately 357 ft at the crest of the slope known as Mount Evans The slope of the hillside above the detention basin is approximately 211 1V to 1.5H: 1V The top of the wet well will be located on the hillside at approximate elevation 27. The lower third of the hillside has been regraded, and is covered with erosion control mesh and surficial irrigation lines to promote re-vegetation of the slope The upper portions of the slope are vegetated with grasses, shrubs, and trees. The site vicinity is largely undeveloped, with the exception of a new housing development located northeast of the site.
3.'02 Regional Geology
The regional geology consists of colluvium, alluvium, compacted and uncompacted fill and-also includes Eocene- to Pleistocene age sediments which comprise bedrock. The regional geologic units are the Bay Point Formation which overlies the Santiago Formation. The Bay Point Formation is absent at the project site The Santiago Formation consists of interbedded, light to dark gray, silty sandstone j light, to medium gray siltstOne and variable colored claystones. Where undisturbed, the Santiago Formation is. typically hard to very hard and is moderately well bedded.
.
3.03 Regional Seismicity
.
The Cannon Road Lift Station project is located within the Peninsular Ranges Geomorphic Province of southern California which is characterized by faults which typically display right lateral slip and have a strong northwest orientation.
The project is located on the Santa Ana sub-block, a subdivision of the Peninsular Range block, which is bounded on the northeast by the Elsinore fault and on the southwest by the Rose Canyon/Newport-Inglewood fault system The nearest strand of the Elsinore fault, the Julian and Temecula segments zone (characteristic moment magnitude, Mw- 7.1 based on Peterson et al. , 1996) are approximately 37 kilometers from the subject project The nearest strand of the Rose Canyon/Newport-Inglewood fault zone (characteristic moment magnitude, Mw=6 9) is the Del Mar segment, approximately 10 kilometers west of the project area Both the Elsinore and the Rose CanyonlNewport-Inglewood fault systems are north and northwest striking, dominantly right lateral, strike-slip faults, showing Holocene activity Literature review, aerial photographic study, and site reconnaissance mapping mdicate that active faults are not lOcated in the project area.
G:\PROJECTS'26713 CaruioS Rd Lift Statiön\fihal repori.dod A regional map of active faults is shown in Figure 3. Based on probabilistic seismic hazard assessment (PSHA) mapping performed by the USGS (1996) the peak horizontal ground acceleration (PGA) expected for a free rock surface at the site with a probability of exceedance of 10 percent in 50 years (consistent with 1997 UBC requirements) is 0.26g .
Deaggregation of the 10 percent-50 year event indicated that the Rose Canyon Fault (Mw = 6 9) dominates the seismic hazard matrix The corresponding PGA at ground surface for the site is 0.32g which accounts for site specific soil amplification of the bedrock acceleration determined in accordance with the recommendations of National Earthquake Hazards Reduction Program (NEHRP 2001).
It is likely that during the design life of the project, the site will be subject to strong ground accelerations generated from earthquakes produced along offsite faults. Secondary ground displacements in response to a nearby or large regional earthquake are possible in the seismically active southern California region.
3.04 Subsurface Conditions
Subsurface exploratiops at the site indicate that both soil and bedrock units are present on-site and are expected to be encountered during construction Soil and rock descriptions provided below are based upon the test boring reports presented in Appendix B. A geologic cross section of the site that was prepared by others is included in Appendix A of this report.
All of the borings encountered interbedded fine to medium fine clayey and/or silty sands.
Two of the three borings encountered bedrock classified as siltstone and medium to coarse- grained sandstone Groundwater was also encountered in two of the three borings .
Groundwater was encountered at 15 to 15.5 ft below ground surface (bgs).
A. Soil Units
Fill (SM, SC, SP)
Fill was encountered in two of the three borings at a minimum depth of 0 ft bgs and extended to a maximum depth of 15 ft bgs in HA-1. and 15 5 bgs in HA-2 The fill encountered was classified as silty clay i silty sand, and poorly-graded sand as evidenced by drill cuttings This material was generally medium dense with standard penetration test valUes ranging from 12 to 24 blows per foot (bpf) where sampled.
Alluvium (SC, SC/CL, SM)
Alluvium was encountered in HAB-2 at a minimum depth of 15.5 ft bgs and extended to a maximum depth of 33 ft bgs The sandy soils were classified as clayey sand, sandy clay, sand with silt i and silty sand This material was generally medium dense with standard penetration values ranging from 12 to 25' bpf:
G:\PROJECTS\26713 Cannon Rd Lift Stàtioñ\final rej,ort.d'oc ' 7
3. Colluvium (SM)
Colluvial material was encountered in HA-101 at a minimum depth of 0 ft bgs and extended to a maximum depth of 15 ft bgs. The colluvium encountered was classified as silty sand as evidenced by drill cuttings. This material was loose to medium dense/stiff to very stiff with standard penetration test values ranging from 10 to 18 bpf where sampled:
B. Bedrock (Santiago Formation
Bedrock was encountered in two of three borings. The bedrock samples were classified as sandstone, siltstone, and claystone of the Santiago Formation with consistencies ranging fron-i very dense to hard with standard penetration test values ranging from 36 bpf to 50 blows per 4 inches where sampled.
3.05 Groundwater Conditions
Grdündwater Was encountered in borings HAB-1 and HAB-2 at depths of 15 ft and 14.5 ft below grade, respectively. In addition, wet conditions were encountered in boring HA-101 at depth-of approximately 15 ft, resulting in collapse of the unsupported borehole. These results indicate a groundwater table located at approximate elevation ,5 at the base of the slope in the vicinity of the proposed lift station. The groundwater table is located at higher elevations beneath the hillside, and generally represents a muted reflection of surface topography.
3M6 Geologic Hazards
A. Potential Landslide
As described in Section 2.01, previous studies performed by others [American Geotechnical (1983), Owen Geotechnical (1985), Pacific Soils Engineering (1997)] had identified the southwest facing slope of Mount Evans as a potential landslide In addition, a geologic map of the project vicinity (PSE, 1997) characterizes the surfiLial geology of the hillside as consisting of landslide deposits The geomorphology of the hillside is that of a classic landslide feature with a prominent headscarp visible near the crest of the slope.
From reviewing the previous studies concerning the potential presence of a landslide mass on the hillside immediately southeast of the detention basin, Haley & Aldrich has concluded that 1) a landslide mass did exist within the slope, 2) the landslide mass had the potential to move downslope and into the detention basin during or after detention pond construction, 3) the risk of such movement was impossible to quantify based on available information, and 4) the slope should be carefully monitored for movement during and after excavations for the detention basin and mitigation of any landslide movement be performed immediately, The detention basin excavations were successfully excavated without resultant movement in the hillside G:\PROJECTS\.26113 CannOn Rd Lift StatiOñ\final idport.doc 8 Therefore, a landslide mass is likely to be present in the hillside inliflediately southeast, of the existing detention basin. The pOtential for landslide mOvement and slope instability is considered real and represents a serious risk to the proposed lift station site development without mitigation measures to stabilize the landslide material.
Expansive Soil
Based on the geologic setting and subsurface conditions encountered in explorations at the site, Haley & Aldrich has determmed that expansive soils are not a geologic hazard for this project.
Liquefaction Evaluation
Liquefaction susceptibility was evaluated using the simplified procedure originally developed by Seed and Idriss (1971) with procedural updates in accordance with Youd, et al. (2001). Seismically-induced settlement, which may result from the dissipation of excess pore pressure generated by earthquake shaking, was evaluated using the procedures of Tokimatsu and Seed (1987). Calculations were performed for profiles based on borings representative of conditions within the building area (HAB- 1 and HAB-2).
The results of the analyses indicate that liquefiable soils are not present in boring HAB-1. Seismically induced settlements in the region of boring HAB-1 are expected to be negligible. hi boring HAB-2 the analyses indicated a zone of liquefiable material is present at a depth of approximately 14 to 32 feet below ground surface.
Settlements resulting from post-shaking dissipation of pore water pressure were calculated to be on the order of 3 to 4 inches in the area of HAB-2.
For the purpose of foundation design, it should be assumed that the liquefiable zone varies linearly from a thickness of 18 feet at the northeast side of the site to a thickness of zero at the southwest side of the site The bottom of the liquefiable zone is located at the bedrock interface which is at a depth of approximately 32 feet below ground surface in HAB-1 and 15 feet below ground surface in HAB-2 Figure 4 illustrates the subsurface profile beneath the structure.
Post liquefaction settlement will result in the imposition of downdrag forces on deep foundations (refer to Section 4.02 of this report for further recommendations regarding seismic downdrag design) Site improvements which exist at or above liquefiable zone and which are not supported by deep foundations will be prone to settle differentially with respect to pile supported structures Flexible connections which can tolerate 2.5 to 3 5 inches of differential settlement should be made in such cases Hollow structures such as pipes which are located within the liquefiable zone should be designed to resist buoyancy forces equal to the unit weight of the liquefied soil (120 pcI).
G\PROJECTS\26713 Cannon Rd Lift &ation\final réport.doc L
The 1atera support of sOilS that surround deep foundations can be significantly reduced if the soils undergo liquefaction This effect can be modeled in lateral capacity analyses for piles and shafts by applying reducmg p-multipliers (a value of 1/10 is typical) to p-y curves (Ishihara and Cubrinovski, 1998) or utilizing a soft clay, p-y curve with a cohesion value set to the liquefied residual shear strength of the soil (Wang and Reese, 1998) The p-y curve adjustments ma de ade only over the limited depth that would liquefy.
- G:PROJEC1S\26713 Cannon Id Lift Station\final époridd 10
IV GEOTECHT'IICAL ENGINEERING RECOMMENDATIONS
4.01 Landslide Concerns
As discussed in previous sections of this report, Haley & Aldrich has concluded that the hillside located above the proposed lift station includes an existing landslide mass The presence of a landslide on this slope is a concern for this project due to potential instabilities caused by temporary excavations planned for the proposed site development as described below:
The current project concept includes no permanent cuts. However, temporary excavations are always required for a project of this nature. Excavations to remove Fill and Alluvium from within the detention basin and replacing them with imported fill is an alternative for mitigating potential liquefaction. This temporary excavation would be at the base of the existing landslide mass and therefore would redUce the existing equilibrium conditions in the slope. Temporary excavations will be required for construction of the influent line and force main. These excavations will also be at the base of the existing landslide mass and therefore will reduce the existing equilibrium conditions in the slope. CDM is requiring the sunken caisson method of construction for the wet well and valve vault, thereby reducing the concern associated with more traditional temporary excavations.
At this stage of the design, there is not sufficient data available to rule out the potential-for instability within this potential landslide mass caused by temporary excavations currently planned for this project or more adverse natural conditions than have been experienced Since detention basin construction. Several steps can be taken to mitigate this potential hazard.
However, prior to designing a mitigation scheme, a comprehensive geotechmcal investigation specifically targeted to evaluate the nature, extent and configuration of the landslide would be required Once the landslide geometry and strength properties of the basal landslide surface are understood, landslide mitigation could be designed Landslide mitigation could consist of construction of a shear key at the base of the slope using large diameter drilled shafts, reducing groundwater levels in the hillside through subhorizontal drainage holes, and controlling surface water flows and infiltration;
Haley & Aldrich believes that landslide investigation and mitigation design and construction will be costly and that the risk of potential landslide movement will not be entirely removed even if such measures are implemented Therefore, we recommend that the construction contract documents preclude all permanent or Unbraced temporary excavations into the base of the hillside.
4.02 FoUndation Reconhiendations
The Fill, Alluvium, and Colluvium soils vary in composition and density, are potentially liquefiable and are not considered appropriate foundation materials for the lift station Typically these materials are removed and replaced with structural fill to enable the use of shallow foundations However, for this site, an excavation greater than 20 ft in depth would be required at the toe of the landslide. This excavation could destabiliie the landslide.
P:\PROJEUS\26713 Cannon Rd Lift Station\tinal report doc 11 Alternatively, ground improvement methods, such as stone columns could be implemented to enable the use of shallow foundations However, it has been Haley & Aldrich 's experience that for small projects, deep foundations are more cost effective than ground improvement.
Haley & Aldrich recommends that the structures be founded on drilled shaft foundations.
Drilled shafts are typically 12 inches or larger in diameter and are installed by placing concrete in the open hole after drilling Installation of drilled shafts below the water table will require the use of a temporary casing and/or possibly drilling fluid such as bentomte The shaft is reinforced with a steel reinforcing bar cage or with individual steel reinforcing bars.
Drilled shafts should be installed through the unconsolidated soils present at the site and socketed into bedrock. The minimum recommended drilled shaft diameter is18 inches.
Drilled shaft vertical capacity is a combination of end bearing and side friction. End bearing capacity of drilled shafts is dependent on the strength of the rock mass and the depth below the ground surface. Haley & Aldrich recommends 15,000 psf for the allowable bearing capacity of the rock. The side shear of shafts socketed into rock can be included when the depth of embedment into rock 'eqqilg Or exceeds the pile diameter. A side shear value of 1,500 psf should be used for that portion of the pile socketed into bedrock The shafts should be designed to withstand a downdrag load of 700 psf applied over a 15 ft thick soil column caused by potential liquefaction settlement.
Based on the site geology, depth to bedrock should be assumed to be 30 ft for the purpose of foundation cost estimating. Overall pile lengths will be the depth to bedrock as determined during pile installation plus the required bedrock socket depth as determined by the structural engineer.
4.03 Floor Slabs
Haley & Aldrich recommends that all floor slabs be designed as structural slabs capable of supporting all anticipated loads without the aid of soil interaction. The slab can be reinforced using conventional reinforced concrete, post-tensioned concrete, timber and/or structural steel.
4.04 UBC Seismic Building Design Parameters
If the 1997 UBC is utilized for structural design of the proposed buildings, the following seismic assumptions should be made The Rose Canyon Fault (Seismic Source Type B) is considered the critical fault segment with respect to 1997 UBC seismic design At a distance of approximately 10 kilometers to the west of the site with Soil Profile Type Sc, this fault generates the following values Na=1 0, Nv1 0, Ca0 40, Cv=0 56, T0=0 11 and, T5=0 56 These are imrnmum values The structural designer may utilize more conservative values at his or her discretion Figure 5 presents the computed 1997 UBC Design Response Spectra.
G:\PROJEGrS\267i3 cannon Rd Lift Stacion\finâl report.doc 12
4.05 Temporary Excavations
Open cut methods for temporary excavations are not recommended because they could destabilize the landslide Therefore, sloped excavations and trench boxes should not be allowed The following recommendations for temporary excavations are intended to minimize the risk of landslide movement durmg construction Alternatively, for the pipeline excavations, microtunneling methods can be used to minimize excavation support.
The construction contract documents should require that all temporary excavations be tightly braced and fully sheeted such that the surrounding ground is in intimate contact with the shored excavation at all times durmg shoring installation, subsequent construction and shoring removal. The contractor should be made responsible for designing temporary excavation support as part of required construction submittals and should be required to include, surcharge loads due to the slope in the design.
o
For the wet well and valve vault, the sunken caisson method of wet well construction is feasible Haley & Aldrich believes that the site conditions are suitable for sunken caisson construction While the presence of groundwater and bedrock complicate the construction, caissons are commonly sunk in these conditions by qualified contractors The caissons are typically installed without dewatering until after the bottom Slab is placed. It is not uncommon for caissons to penetrate bedrock similar to the bedrock encountered at the site However, if the surface of the bedrock is not horizontal which is likely at this site, it may be necessary to pre-excavate the bedrock to create uniform conditions for caisson advancement.
Haley & Aldrich recommends that the sunken caisson be placed prior to construction, Of the lift station structure to prevent potential damage to the building.
Temporary excavations should be kept as small as practicable in plan dimensions and only one excavation should be allowed to be open at any one time Inclinometers and surface monitoring points should be installed in the hillside above the excavations prior to construction and monitored at least daily during construction The contractor should be required to submit an instrumentation plan, monitoring plan and contingency plan for reacting to any measured deformation beyond threshold levels. -
The Contractor should become familiar with and be aware of applicable local, state, and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations Under no circumstances should the information provided in this section be interpreted to mean that Haley & Aldrich is assuming responsibility for construction site safety or the COntractor's activities; such responsibility is hot being implied and Should not be inferred.
The COntractor should be aware that slope height, Slope inclination, or excavation depths should in no case exceed those specified in local, state, or federal safety regulations, e g OSHA Health and Safety Standards for Excavations 29 CFR Part 1926, or successor regulations Such regulations are strictly enforced and, if they are not followed the Contractor and its subcontractors Could be liable for Substantial penalties.
G:\PROJECT9\26713 Cannon Rd Lift Station\finai report.doc 1 The soils to be penetrated by the proposed excavations may vary significantly across the site.
Haley & Aldrich'S preliminary soil classification is based solely on the mteriaIS encountered in widely spaced exploratory borings., The Contractor should continually classify the soils that are encountered as excavation progresses with respect to the OSHA system.
4.06 Detention BaSin Fifi
The lift station is located in the area of an existing stormwater detention basin; Up to -' toffillWil1 be required to achieve the floor elevation of the proposed lift station.
The fill material should consist Of "Structure Backfill" as specified in the "Greenbook" (Standard Specifications for Public Works Construction), and compacted according to Section 4.08 of this report, with maximum compaction loose lift thickness of 6 inches.
Structure Backfill should be non-plstic, have a sand equivalent on not less than 20 and should have the following grading:
Detention Basin Fill
Sieve Size Percent Passing
4inch 100
No. 4 35-100
No. 30 20-100
4.07 Pipe Trench Considerations
A. Pipe Bethllng
Bedding should extend from 6 inches below the sewer pipeline to 12 inches above the sewer pipeline. The pipe should be bedded in 3%-inch crushed rock which meets the following gradation:
Pipe Bedding
Sieve Size Percent Passing
3/4 inch 100
No. 200 0.5
Maximum compaction loose lift thickness for the pipe. bedding should be 6 inches.
Pipe bedding should be wrapped in a geotextile that meets the requirements. of Type 180N as specified in the Greenbook.
' G:\PROJECP126713 Cannon Rd Lift Station\tinal report.doc • 14
Trench Backfill
Above the pipe bedding, on-site materials may be tised for trench backfill. However, material greater than 3 inches measured in least dimension should not be placed within 1 ft of the pipe and material greater than 6 inches measured in least dimension should not be placed anywhere in the trench Backfill should be compacted as outlined m Section 4,08 of this report Maximum compaction loose lift thickness for the trench backfill should be. 8 inches..
Excavation Difficulties
Bedrock wag encountered in the borings within anticipated trench excavation depths.
Haley & Aldrich anticipates that bedrock excavation can be performed with conventional methods without the need for extensive blasting, excavation may require the use of large excavation equipment utilizing a ripper tooth Jack hammering, or other approved rock excavation methods may be necessary in some localized hardened bedrock areas.
4.08 Recommended Compaction Specifications
• Material Not Exhibiting a Well-
Material Exhibiting a Well Defined Defined Moisture Density Moisture-Density Relationship Relationship
Fill Type
Minimum % of Modified Moisture Content Relative to Minimum Relative Density Proctor (ASTM D 1557) Optimum Moisture Content (ASTM D 4253 and D 4254) Maximum Dry Density
Recompacted native
soils beneath floor 95% -2 to ±2% 70%
slabs and pavements .
Recompacted native
trench foundatiOn •
and placed pipe 95% -2 to +2% 70%
bedding. . I . . .
Compacted detention
basin fill 95% -2 to +2 % 70%
GRQJEC -rsti671:3, Cannon Rd Lift Staiiôn\tinal report.doc • 15
4.09 Lateral Earth Pressures
Lateral pressures will be exerted on below grade walls by backfill soils, surcharge loads, and hydrostatic pressures caused by groundwater. Lateral earth pressures on walls depend upon the type of wall, type of backfill material and allowable wall movements. For walls that are restrained at the top., lateral earth pressures should be estimated for an "at rest" condition. "Active" conditions are applicable for walls which. are not fixed at the top and where approximately 1 inch of movement at the top of the wall per 20 feet of wall height is acceptable.
Structures can be backfihled with on-site soils or with free draining sand and/or gravel within a zone defined by a 1:1 slope up and away from the bottom of the foundation. The following equivalent fluid pressures can be used:
Native Soil
Equivalent Fluid Pressures (psf per vertical foot)
Case Static Above
Groundwater
Static Below
Groundwater
Seismic Above
Groundwater Groundwater
Seismic Below
Point of Application
Static Seismic
Active 35 80 50 85 0.33H 0.41H
At-Rest 60 85 75 100 0.33ff 0.63H
Passive 550 - 450 . - 0.33H 0.33H
Imported Granular Fill,
Equivalent Fluid Pressures (psf per vertical foot)
-
Case Static Above
Groundwater
Static Below
Groundwater
Seismic Above
Groundwater Groundwater
Seismic Below
Point of Application
Static Seismic
Active 35 80 45 85 0.33H 0.41H
At-Rest 55 85 75 100 0.33H 0.63H
Passive 550 - 450 - 0.33H 0.33H
The recommended equivalent fluid pressure for foundation conditions below the water table includes hydrostatic pressure The recommended fluid pressures assume a horizontal backfill surface and do not include any surcharge due to nearby loading from structures, floor slab live loads or traffic.
Gf\PROJECS\267I3 Cannon Rd Lift Siaiion\final reportdoc . - 16
For designing the below-grade walls, a design groundwater elevation equivalent to the maximum pooi elevation of the detention basin should be used
4.10 COnstruction Dewatering
At the time of our investigation, groundwater was encountered within anticipated excavation depths at the site Groundwater fluctuates seasonally and thus may increase during the wetter season The excavations required will encounter groundwater and may require dewatermg Temporary excavations supported with tight bracmg and full sheeting should remain relatively watertight and may be dewatered using internal sumps External dewatermg is anticipated to be difficult due to the fines content of the soils, an effective dewatermg method may be using tightly spaced well points with vacuum-enhanced pumping Other methods may be equally effective or more effective, in any case, the selected method should be based on an evaluation of required drawdown, subsurface conditions, and areal extent of required dewatermg, among other factors Dewatermg systems should be installed well in advance of excavation operations so that drawdown will be achieved prior to excavation.
G \PR0JECTS'26713 Cannon Rd Lift Station\final report doc 17 V. LIMITATIONS
This report has been prepared for specific application to the proposed construction associated with the Cannon Road Lift Station Project in accordance with generally accepted geotechmcal engineering practice The descriptions of subsurface conditions presented herein should not be understood or interpreted to be a guarantee or warranty that these conditions will actually be encountered during construction No amount of investigation or analysis can precisely predict the characteristics, quality, or distribution of subsurface and -site conditions ajid/or the behavior of such conditions during construction Such behavior will vary greatly and will be dependent upon and influenced by the specific construction means and methods actually selected by the Contractor. Therefore, the Contractor must undertake its own independent review and evaluation of all Contract Documents to arrive at decisions concerning the plañning of the work, selection of equipment and the means and methods techniques and sequences of construction and safety precautions to be used.
This report was prepared in accordance with Haley & Aldrich's proposal to Camp Dresser & McKee. All users of this report are subject to the conditions and restrictions contained in the proposal. The observations, described in this report are based solely on the scope of services provided pursuant to the proposal. Haley & Aldrich has not performed any additional observations, investigations,, studies, or other testing not specified in the proposal or referenced herein. Haley & Aldrich shall not be liable for the existence of any condition, the discovery of which would have required the performance of services not included in our proposed scope of services. S
This report was prepared for the exclusive use of the Cannon Road Lift Station Project Team.
There are no other intended beneficiaries. Haley & Aldrich shall owe no duty whatsoever to any other person or entity on account of the report Use of this report by any person or entity other than the Cannon Road Lift Station Project Team for any purpose whatsoever is expressly forbidden unless such other person or entity obtains written authorization from Haley & Aldrich Use of this report by such other person or entity without the written authorization of Haley & Aldrich shall be at such other person's or entity's sole risk, and shall be without legal exposure or liability to Haley & Aldrich.
This report reflects the subject site conditions observed and the records reviewed by Haley & Aldrich as of the date of report preparation The passage of time may result in significant changes in subject site conditions presented in this report Accordingly, any party to whom the report is provided recognizes and agrees that Haley & Aldrich shall bear no liability for deviations from Observed conditions or available records after the time of report preparation.
Use of this report by any person or entity in vjolatjOn of the restrictions expressed in this report shall be deemed and accepted by the user as conclusive evidence that such use and the reliance placed on this report, or any portions thereof, is unreasonable, and that the user accepts full and exclusive responsibility and liability for any losses, damages or other liability that may result.
G:\PROiEC7S\26713 Cannon Rd Lift Station\final report.doc 18 I
REFERENCES
Pacific Soils Engineering, Inc., "Supplemental Geotechnical Evaluation and Grading Plan Review Kelly Ranch, Area 'E' in the City of Carlsbad California, " April 15, 1997.
Pacific Soils Engineering, Inc., "Supplemental Geotechnical Evaluation and Grading Plan Review Kelly Ranch, Areas D, F, G H, I and J, m the City of Carlsbad, California," October 17, 1997.
Pacific Soils Engineering,Inc., "Response to City of Carlsbad Review Comments, Kelly Ranch, Area 'E', in the City of Carlsbad, California," March 3, 1998..
Pacific Soils Engineering, Inc., "Geotechnical Summary for the Grading of the Desilting Basin, Adjacent to Cannon Road, Approximate Station 94+30 to 99+80, Kelly Ranch, Village E, Canterbury Project, in the City of Carlsbad, California," January 30, 2001.
Ameritec Engineering, 2000, "SHAKE2000, A computer program for the 1-D analysis of geotechnical earthquake engineering problems", program and user's manual.
Kramer, S.L., 1996, Geotechnical Earthquake Engineering, Prentice Hall, Inc., 653 pp. -
Ishihara, K. and Cubrinovski, M., 1998, "Problems associate with liquefaction and lateral spreading during earthquakes", Geotechnical Earthquake Engineering and Soil Dynamics III, Volume 1, ASCE Geotechnical Special Publication No 75, pp 301- 312.
NEHRP, 2001, NEHRP Recommended Provisions for Seismic' Regulations for New Buildings and Other Structures, 2000 Edition, Building Seismic Safety Council for the Federal Emergency Management Agency, Washington, D.C., 2001.
Peterson, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M., Frankel, A D , 1996, Probabilistic Seismic Hazard Assessment for the State of California California Department of Mines and Geology and United States Geological Survey, accessed, via the internet at fittp:/,/www.consrv.ca .gov/dmg/piibs/ofr/96/08/index.htm 10 Seed, R B and Harder, L F , Jr. , 1990, "SPT-based analysis of cyclic pore pressure generation and undrained residual strength", Proc , H Bolton Seed Memorial Symposium, Bi-Tech Publishers Ltd , Vancouver, 55,1-376. ii; Seed, H.B. and Idriss, LM., 1971, "Simplified Procedure for evaluating soil liquefaction potential", Journal of the Geotechnical Engineering Division, ASCE 97(9), pp. 1249-1273.
G\PROJECT8'26713 CannOn Rd Lift S( on'finãI reort.doc 19
12. USGS, 1996,. NatIOnal seismic Hazards Mapping PrOject, accessed via ; the Internet at http://geohazards.cr.usgs.gov/eq/indexhtm1 13; Wan g j S-T and Reese , L. C., 1998, "Design of pile foundations in liquefied soils", Geotechnical Earthquake Engineering and Soil Dynamicslu III, Vome 2, ASCE Geotechnical Special Publication NO. 75, pp 133 1-1343.
14. Ydi.id, T.L.,, (2001). "Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998. Nc•ER]NSF workshops on evaluation of liquefaction resistance of soils", Journal of Geotechnical and GeoenvirOnmental Engineering, ASCE, Vol. 127, No. 10, OctOber 2001, pp 817833.
15.. Tokimatsu, K and Seed, H.B. (1987). Evaluation of Settlement in Sands due to Earthquake Shaking; Journal of Geotéchnical Engineering, Vol. 113, No. 8, August 1987, pp. 861-8.78.
I
. G:0ROJECTS\267I3 Cannon R ft-SWi rèØoi.doc
APPENDIX B
Test Boring Reports
TABLEI.
SUMMARYOF.GEOTECHNICAL.LABORATORY TEST RESULTS
Cannon:Road.Lift Station.
:Carlsbad,California,
Boring
NO.,
Depth in feet USICS Moisture Dry Density Sieve Analysis (%) .Aterg_Limit Direct Sh.. (Pk) Soil Description C. (psO From, To (pct) Gravel Sand Fines .LL .PL P1.
HA -101 'A101 5 6 5 SM 9 7 Silty SAND
10 11 5 SM. 17 0 78 22 17 15 2 Silty SAND
HAB 1 105 11 SM 132 1117 0 63 37 Silty SAND
205 21 BR* 13.7 99.7 75 35 26 9 SILTSTONEiCLAYSTONE.
2-5. 5; 26 BR 15,.8! 1078 '36 32 4 SILTSTONE/CLAYSTONE 35 5 36 BR 16 8 37 21 16 SILTSTONE/CLAYSTONE
HAB 2 5 5 5 SC 19 9 115 5
-
1097 22 7 Clayey SAND **
10 10.5 SC . 17.5 111.3 0 .56 44 3113.18 Clayey SAND
20.5 2.1 1 SC 24.2. 123.3 .
-
. Clayey SAND **
25.5 : 2.6 ML 26.4, 112.7 0.48 52 . Sandy.SILT
*BR. Bedrock,
based on visual-manual field description
,G:\PRQJECTS\26713; Cannon,Rd Lift Station\Lab data\[Tables Tests Summary.xls]Geotech 7/12/2002
TABLE II,
SUMMARY OFCORROSiONLABORATORY TEST RESULTS:
Cannon.RoadLiftStation
Carlsbad,, California
SAMPLE LOCATION
MOISTURE ,
OXIDATION
REDUCTION % /0
SATURATED.;
RESISTIVITY.RESISTIVITY
NATURAL
CIOT I SULFIDE
BORING SAMPLE
DEPTH (%) POTENTIAL CHLORIDE SULFATES (ohm cm) (ohm cm) (qualitative) NO (feet) (MV)
LHAB'1A 06 t3.51 7.6: 280 j 0.0492 0.040 483 1,107 Mediumji G:\PROJECTS26713 Cannon Rd Lift Station\LabdataETables Tests Summary.xls]Corrosion 7/12/2002 Page lofi
L
CANNON ROAD Ufl STATION
CARLSBAD, CAUFORNIA
ZON S1 \ -
PROJECT LOCUS
UND0UHD
z ENGNEINC&
LU
U.S.G.S. QUADRANGLE: SAN LUIS REY, CA. 1975 soumo APPROXIMATE SCALE: 1:24,000 JULY 2002 FIGURE 1
G: Pro iects\2761.3\drawincis\267 1:3000A02.dwg
CANNON ROAD
(FUTURE)
EXISTING
STORM DRAINS
G L\
-IB11 t
1 / . / / / / .. // --, p 01,
/EXI'STl G
7 7 11 1
VALVE VAULT
HA-1O1
B12
HALEY AND ALDRICH BORING LOCATION
B.12 OWEN GEOTECHNICAL CONSULTANTS
BORING LOCATION
AA SECTION G-G" SEE APPENDIX A, PROFILE H-H' SEE FIGURE 4 SITE FEATURES BASED UPON SITE PLAN PROVIDED BY CAMP DRESSER & MCKEE MAY 2, 2002.
WET WELL AND VALVE VAULT DIMENSIONS ARE APPROXIMATE
WET WELL
ACCESS ROAD
INFLUENT LINE,
Hl
4/
I'
0 20 40
r.
SCALE IN FEET
CANNON ROAD LIFT STATION
CARLSBAD, CALIFORNIA
BORING LOCATION PLAN
UNDERGROUND
ENC.INtEIUNG&
ENVIRONMENTAL
SOumoNs SCALE: AS SHOWN JULY 2002
FIGURE 2
Cannon Road Lift Station
Carlsbad,. California.
1.2 1.0
0.8. 0
I-
' .0.
0, U C.)
°
U)
0.2:
0.0 Figure 5
Design Response Spectra (1.997 .UBC).
0.0 0.5 tol 2.0
Period, T-(seconds)
G:\PROJECTS\26713 cannon Rd Lift Station\drawings[1997 UBC.xls]Figure 4 UBC Spectra 30 3.5 4.0
7/11/2002
G:Projects\27613\drawings\26713000A02.dwg
ESTIMATED
PROPOSED GRADE
EXISTING GROUND
F PROPOSED LIFT STATION STRUCTURE HAB— 1
EL. 25
GROUNDWATER
EL. i5.
L.5 PIO
EL. -
EL. -15;
c.L. 10
EL. 15
EL. 5
EL. -5
-- EL. -15.
N 17
ENTIAL LIQUEFIABLE ZONE
Ø/.
INTERPOLATED TOP OF BEDROCK
- . PICAL--DRILLED....SHA. .__
(CONCEPTUAL)
o 10 20.
-9-- .
VERT AND HORZ SCALE IN FEET
FIGURE. 4
APPENDIX A
Excerpts. from Previous Site Investigations
Pacific Soils Engineering, Iic.
April 15, 1997
.
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.
F IC SOILS ItNIGINEEING, UNC.-
77 1' 5 CONVO COUT, SAN DIEGO. CALIFQN!A 92111
TELEPHONE 16 ,1 5.6 01 5O17(3. FAX (619.) 5600380
KELLY LAND COMPANY ... .
20.11 Palomar Airport Road - Suite 206
Carb.ad, CA. 92009 April 15, 1997
Work Order 400581
Atténtioh: Mr. Curt R. Noland, .
,. .
Director of Operations
. .r
1,
Subject: Supplemental Geotechnicél Evaluation and
Grading Plan Review for Kelly Ranch, Aeà F.
in the City of Carlsbad, California . fl
References: See Appendix
-- 1,
Gentlemen:
.
Presented herein are the results of Pacific Soils Engineering, Inc.'s (PSE's) supplemen- tal geotechnical evaluation and grading plan review for Kelly Ranch, Area 'E', located in the City of Carlsbad, California. The purpose of this supplemental geotechnical evalua- tion and grading plan review is to provide: 1) a liquefaction analysis; 2) slope stability , analyses for landslide failure geometries utilizing geotechnical information recently ob- tained by PSE; 3) specific grading recommendations With respect toihe latest 40-scale grading design as prepared by Project Design Consultants (Plates 1 and 2), and 4) preliminary foundation design parameters
:-
PSE has identified a previously unrecognized (references) landslide that underlies .. .• much of the southeastern portion of the site Although PSE is in general concurrence With much of the findings and reommendations. resentedin,the referenced reports, the identification of this large landslide deposit does raise issues relating to the overall gross stability of the project These issues are addressed herein and in summary this landslide will not adversely impact the development of Area 'E'
CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERS(OE COUNTY SOUTH ORANGE COUNTY TEL 1 .22 .. TE (21131325-2 2 or 5 71 TEL 9091 66 (° 1 EL 14( 7k FAX. (71 22C95E FAX:,(7 229589 FAX,9O9 676-1579 • x. 714( 3-Pi Work Order4O05i Page 2
April 1, 1997
-.
To accomplish our 40-scale study, PSE has undertaken the following scope of work:
I. SCOPE OF WORK
Site geologic mapping.
Review of geologic literature and pertinent geotechnical reports (references).
Aerial photographic interpretation (references).
Limited seismic hazard evaluation.
Subsurface exploration consisting of excavation, logging and sampling of ten (10.) exploratory borings (Plates A-i through A-iD) and ei ghteen, (18) backhoe test, pit excavations (Plãtës 5 and 6. and Table I).
In-situ dnsity testing (Table Ill) of previously placed fills in selected test pits (Table I).
Liquefaction analysis utilizing previous OFT data.
Geologic analyses with respect. to the newly identified landslide.
Laboratory testing that nclUded: 1) both low strain cyclic shear testing arid' c,Onverition,I dret she ar testing ; 2) moi sture/den sity: ) laboratory maximum density (ASTM: D1557-91); 4) hydrometer analysis. Re sults of this testing are summarized in Table II.,Plates C-i through C-14
PACIFIC SOILS ENGINEERING INC
Work Order 400581
S
Page
April 15, 1997
Slope stability analyses utilizing site specific geometries and shear strengths of low strength claystone collected around the landslide basal rupture surface.
Preparation of this report and accompanying exhibits summarizing our findings.
II. SITE LOCATION AND DESCRIPTION
Kelly Ranch, Area 'E' occurs south and east of the intersection of existing El Camino Real and proposed Cannon Road (Figure 1). The southerly project boundary is formed by the base of relatively steep, northerly facing, bedrock slopes. Carlsbad tract 91-3 (Evans Point) and the terminus of existing Frost Street occur on the eastern project boundary: Proposd Cannon Road forms the northwest project boundary, and it occurs adjacent to the open space along the southern edge of Agua Hedionda Creek. The northeast portion of the projet5 is directly bordered by open space area of Agua Heionda Creek and existing El 1 Camino Real.
The terrain over the developable portions of the , site has been almost complelt&y modified by prior grading operations. Terrain slope angles range from flat to relatively steep (approximately 1: 1, horizontal vertical). Most of the site is cov- ered by sparse growth of annual grasses and a few shrubs, The steep, unde-' velopable, horth4acing slopes along the southern boundary are covered with a thick growth of native chaparral.
PACIFIC SOILS ENGINEERING INC
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-
SITE LOCATION MAP
USGS San Luis Rey Quad FiGURE 1
SCALE: 1'2 000' . PACIFIC SOilS ENGEERG, LNC.
SAN DIEGO. CA 72111 (o9 ) %0-.03
WO..: -- . . •- 400581 bATh 4.!15:97
Work Order 400581 Page 4
April 1.6i 197
Drainage over the site is by sheet flow directed to the north and west. Access Over the site can be gained by proposed Canyon Road southward on unini. prOved dirt trails.
A horse farm with associated structures exists in, the east central part of the site.
III PROPOSED DEVELOPMENT
it is anticipated that cut/ fill grading techniques will be Utilized to develop Kelly Ranch, Area 'E, into 144 single family residential buildirig pads, interior streets and, graded open space. As part of project development Cannon Road from El Camino Real to. the western project boundary will be completed , Cut and fill slopes are proposed at ratiosof 2 :. 1 (horizontal : vertical).
IV SITE RESUME
Gèotechnical studies on Kelly Ranch, Area 'E' began With American Geotechni- cal (198). Supplemental investigations Were conducted by Owen Geotechnical (19858 and b) and Geopacifica (198.5) These reports were submitted, to the City L. of Carlsbad and they dealt With typical hillside grading issues, and included: 1) laboratory data;, 2) settlement analysis.; and 3) slope Stability analyses.
Landslide deposit$ in Area, 'E" were not identified in these repOrts.
AIIC. soiLs EEru Irsi
Work Order 40.581 Page 5
April 15, 191
Site grading occurred in August through November of 1985 under the testing and observation of Geopacifica (1900), This phase of grading involved the plaOe- ment of embankment for Cannon Road and the area adjacent to, and south of Cannon Road, re a lignment of a portion of AgUa Hedionda Creek near El Camino Real and various storm drain and desilting basin improvements. Much of the embankment for Cannon Road was borrowed from the southeast, portion of Area 'E'.
Post-gradIng geote.chnióal studies for Area 'E' were completed by PSE in March. and September of 1990 (references). These studies compiled previous geotech- nical work and performed limited subsurface investigations for the overall Kelly Ranch (aka Villages of Cote 0' Azur. project. Landsliding on Area 'E' was not identified.
A pertinent Offsitë geotechnical investigation of the adjacent Evans Point project was conducted by Geotechnics, Inc.. (1993). Evans Point was ' graded in 1995 under the testing and ObServation of Geocon, Inc. (1996). During grading opera- tions immediately adjacent to Kelly Ranch, Area F a backcut failure extended onto Area 'E'.. These areas were repaired by replacement with compacted fill Geocoñ, Inc. (199.6)
The information pr esented' herein (PSE, this report) represents a 40-sc8le grad-. in plan Study which incorporates all data from previous studies and suppemen- tal information, recently collected by PSE.
PACIFIC SOILS ENGINEERIN, INC.
Work Order 400581 Page 6
April 15, 1997
V. ENGINEERING GEOLOGY
A. GEOLOGIC UNITS
The geologic units underlying Kelly Ranch, Area 'E' include the Eocene-age sedimentary bedrock Santiago Formation, the late Pleistocene-age Bay Point Formation, landslide deposit, colluvium, alluvium, compacted fill and uncom- pacted fill. The following is a brief description of these units Their distribution is shown on the enclosed Plates 1 and 2.
Santiago Formation (Map Symbol Ts)
The lithologies of the Santiago Formation consists of interbedded, light gray to dark gray, silty sandstone, light to medium gray brown siltstone and variable colored, claystones. The Santiago Formation, where undis- turbed, is typically hard to very. hard1 The unit, is typically moderately- to well-bedded.
The Santiago Formation, as mapped by Weber (1982), underlies the steep terrain south of the project. It is found at depth below Bay Point Formation and landslide. deposits -
2 Bay Point Formation (Map Symbol Qbp)
The late Pleistocene Bay Point Formation, as mapped by Weber (19 82).
Oñi of a, llght tan to light gray, fine- to very-cO.arse-grained sandstone.
The unit is friable, poorly cemented, and in large diameter borings the Unit often äVed everelyPebbly subunits are somewhat rare and bedding appear to be idis,tintt Within the area of the landslide deposit, the Bay Point appears disturbed.
PA...IFtC SOILS ENOIrJEERIriG INC
Work Order 400581 Page 7
April 15 1997
Landslide Deposit (Map Symbol QIs)
A previously unrecognized; relatively large, ancient, landslide complex has been found in the southeastern portion of the project. The presence of this landslide was detected in a series of deep large diameter borings excavated for the purposes of this 40-scale study. The borings were down-hole logged where conditions allowed. Where severe caving pre-. vented down-hole logging, cuttings were used to describe the materials penetrated by the boring
The pretence of the large landslide complex is based upon: 1) a marked. break-inslope that creates an accurate landform along the southeastern , subdivision boundary, 2) a consistently present sheared, striated clay- stone at the base of tdistufbed appearing Bay Point and Santiago Forma- tions, interpreted to be the basal rupture surface; 3) geologic mapping and backhoe trench logging of the existing cut slope; and 4) the identifi- cation of landsliding on the adjacent Evans Point project Mapping by Weber (1982) suggests that the sharp topographic break .along the southern, project boundary is attributable, to the formation of an- cient sea cliff. Weber (1982) did not map landslides in Area For Evans Point.. While this, is Valid for explaining the height of the steep topography (approximately 170 feet), it does not eliminate the possibility of landsliding enhancing the topographic break
UI Ara. 'E' hurn'm.ocky to.o'graphy with. cloSed depressionsare not ob served to be present in older , pre-borrow topographic maps The lack of dilated contours, which are typical of landslide terrain is attributed to the * -
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PACIFIC SILS ENGINEERING INC
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Work Order 400581 S Page 8
April 15, 1997
ancient nature of the slide and the availability of soft material (i.e., Bay Point Formation) for erosion and deposition. AlsO, much of the landslide headscarp area is observed to be deeply c011uviated.
The landSlide materials consist of Bay Point and Santiago Formation.
Generally, the landslide materials were observed to be oxidized, fractured and sheared blocks of sandstone, siltstone and claystone. Water seep- age was common above the basal slide plane. A very marked change in hardness and drive energy occurs between the landslide, composed of Santiago Formation and the in-place Santiago Formation below the basal rupture surface. Below the basal rupture surface the Santiago Formation was observed to be consistently very hard, Well cemented, unfractured and gently dipping to the south.
The landslide deposit occurring in Area 'E' is probably a composite land- slide consisting of at least two separate Slide masses, designated herein as "east slide" and "west, slide". The distinctions, while not specifically mapped on Plates 1 and 2,. are based upon: 1) topographic differences; 2) dip direction of basal surfaces and striation directions.; and 3) the. construction, of cross-sections (Plates 5 and 6) by the correlation of boring longs.
The "eastern slide" mass is located below the area of lots 82, 83, 89, throug,h 92 and 100 through 107, and it exte.nd.s onto the Evans Point pro- ject2 The geologic, dtä suggests that the eastern landslide, moved toward the northeast In contrast the "western slide" mass is located immediately west Of the eastern slide, In the area of lots 55 through 8.0., 83 PACIFIC SOILS ENG [Nit ERIJG INC
Work Order 400581 Page 9
April 15, 197
through 88 and 94 through 98. The geologic data suggests that the west- ern landslide moved toward the northwest. Both slide masses probably extend below the alluvium and artificial fill as shown on the cross-sections (Plates 5 and 6).
Colluviurn (Map Symbol Ocol)
Locally derived, li ght. to dark brown silty sands with common pebbles and cobbles form colluvium deposits in the minor, north-flowing drainages emanating from the steep bedrock terrain south of the project. The mate- rial is typically slightly moist, and loose to moderately dense. Thickness probably exceeds twenty (20) feet.
Alluvium (map Symbol Qal)
Alluvium, associated with the Aqua Hedionda drainage underlies the north and northwestern portion of the s ite, It Was ob5erved to be dark gray and composed of silty sands, sandy to clayey silts and sandy to silty clays.
These soils are typically very moist to wet; in a loose to medium dense, soft to firm state;
Artificial Fill (Map Symbol af1)
Cmpacted artificial fill placed during the grading of Cannon Road under the testing and Observation ofeOpacifica (1990) occurs in the northern Portion of Area 'E' It consists of a light gray or brown silty to clayey sand PAPIPIC SOILS ErJGH prs4 tI'.J
Work Order 400581 Page. 10
April 15, 197
and sandy clay. These soils are typically moist, in a, moderately dense to medium dense, firm to stiff state. A nonwoven geotextile fabric was ob- served to occur at the fill/alluvium contact in test pits. T-11, T-14,'T-16 and T-18.
Artificial Fill (Map Symbol af 0)
Compacted artificial fill, placed during the grading of the adjacent Evans Point project under the testing and Observation of Geocon, Inc, (1996) oc curs in the western portion of Area F. As observed, in boring B-i, it con- sists of a multicolored clayey sand which is moist and moderately dense.
Artificial Fill (Map Symbol afu)
U.ncompacted artificial fill occurs most notably in the central portion Of the project. Its Imits are approximated on Plates 1 and 2 Some test pit ex- cavatioris exposed buried "brush" at the alluvium contact. The uncom- pated fill consisted of silty sand, and thicknesses range from three (3) to twelve and one-half (12.5) feet.
B. STRUCTURE
Undisturbed Santiago Formation was. ObServed to dip gently five (seven degrees) in the southeast to softh West direction, Nun1.rous joints and shears, attributed to landsilding, Were dbseved, in the Santiago and By Point Formation, Sevefä.l Shears limited to the Santi.go Formation are attrlhute,d to tectonic faulting, the contact betWeer the. Santiago and Bay Point Within the landslide deposit. Was ob- served to be u.n conformably depositional and locally Sheared. The sheared PACPic SOILS ENGINEERIN, INC.
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April 15 19
contact is attributed to tandsliding. Bedding dips in the Santiago and Bay Point Formation Within the landslide deposit are predominantly to the south ranging from, approximately 25 to 60 degrees (Plates 5 and 6).
C. GROUNDWATER
The current, groundwater surface, as observed in test pits T-1 1 through T-1 8 (Ta ble I) occurs at elevations r ngitifrom 16 to 26 in alluvial sails along Cannon Road. The groundwater turface , was Observed in Bay Point, Formation in boring B-9 (Plate A-9) at elevation 19.
Perched groundwater, as observed in borings B-i and B-4 through B-i 0 (Plates A-2 and A-4 through A-b), Occurs several inches to several feet above the land- slide basal rupture surface. This Water appears to be perched On the relatively impermeable olaytone at the base of the landslide and the underlying, very hard Santiago Formation.
VI LIMITED SEISMICITY
The Kelly Ranch, Area 'E' project is located within the Peniñs:Ular Ranes Of I southern California which is characterized by faults with a strong northwest ori entation These faults typically display right lateral slip Area 'E' is located on the Santa Aria sub-block, a subdivision of the. Peninsular Range block, which is bounded on the northeast by the El irre fault zone and on the southwest by the Rose canyoniNeWpbrWrIglewood fau.lt system.. The nearest strand of the Elsinore fault, the Julian and Temecula segments PACIFIC SoiLs E.GINEE R!N, INC
Pacific Soils gneezing, Inc.
October 17, 1997
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Pacific Soils Engineering, Inc.
March 3, 1998
PACIFIC 'BCIL.3 ENGINEERING, INC.
7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111
TELEPHONE: (619) 560-1713. FAX: (619) 560-0380
SHEA HOMES '
10721 Treena Street - Suite 200
San Diego, CA 92131 March 3, 1998
Work Order 400625
0 Attention: Mr. Russel Haley,
Project Manager
Subject Response to City of Carlsbad Review Comments,
Kelly Ranch, Area F, in the City of Carlsbad, CA
Reference: Supplemental Geotechnical Evaluation and Grading Plan Review for Kelly Ranch, Area F, City of Cads-
bad, CA., dated April 15, 1997 by Pacific Soils
Engineering, Inc. (Work Order 400581)
Gentlemen:
Presented herein are Pacific Soils Engineering, Inc.'s (PSE's) response to hand written review comments by the City of Carlsbad for the Kelly Ranch, Area F, in the City' of Carlsbad, California.
COMMENT
t1Prnvide letter from soils engineer stating that anticipated settlement will not impact construction of storm drains or should there be a waiting period prior to construction of 'underground facilities'.
RESPONSE '.
As previously presented (PSE, 1997) settlement of left-in-place saturated aHuvium could take one (1) to three (3) months alter rough grade is achieved. These areas of -. left-in-place saturated alluvium are programmed to undergo settlement monitoring. It is PSE's recommendation that construction of storm drain and underground facilities not begin until time-dependent primary settlement is complete. Determination of the com CORPORATE HEADQUARTERS LOS ANGELES COUNTY • RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL (7141 n04 0-- TEL (213) 325.7772 or ''S-o TEL (9091 6'S-8 95 "EL -71 4 3C-2 22 rr,L
Work Order 400625
0