2025-10-21; City Council; 05; Adoption of Plans, Specifications, Contract Documents, Authorization to Advertise for Bids for the Veterans Memorial Park Project and the Faraday Avenue Improvements Proj — Carlsbad City Council, October 21, 2025 (part 8 of 15)

H. Information Technology Verification Item Numbers and Descriptions

1. IT-102 – Network Bandwidth
a. Verify that the required network bandwidth is available for control, video, and data as part of either a shared or a dedicated CCTV network.

2. IT-103 – Network QoS (Quality of Service)
a. Verify that the required Quality of Service (QoS) is in place for video and data as part of either a shared network or a dedicated CCTV network.

3. IT-104 – Network Security
a. Verify that the shared or dedicated network is secure as defined in the project documentation and accessible to suit the required video and control systems.

4. IT-107 – CCTV IP Address Scheme

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a. Verify and document that all network-connected equipment has the correct IP address, subnet mask, hostname, and gateway configuration as defined in the project documentation.

5. IT-109 – PoE (Power over Ethernet)
a. Verify that PoE (Power over Ethernet) devices are supplied with correct power required for normal device operation.
b. Verify under normal operations that the switch providing PoE has the capacity to power all of the devices that are connected to it.

6. IT-110 – Network Topology
a. Verify that the network for video and control is of a suitable topology to support the services to be delivered as defined in the project documentation.

7. IT-111 – Application Integration
a. Verify that the CCTV and control and management systems have been integrated and have been fully configured with headend software, including monitoring and asset management; databases; web-based front ends; and appliances as defined in the project documentation.

8. IT-112 – Enterprise Management Tools
a. Verify that enterprise management tools such as central monitoring client/server or web-based applications have been installed and connected to all systems they are required to monitor or control as specified in the project documentation.

9. IT-113 – Identity Management
a. Verify that all systems-authentication credentials are configured correctly.

Any temporary credential used during system installation and commissioning should be removed.
b. User and group authentication and authorization are verified based on the requirements from the project documentation. Connectivity with the central directory, database, or other identity authority should be verified.

10. IT-114 – Network Performance Under Full Functional Load a. Verify that the network can provide the required operational performance to carry control, video, and data under production load and at times of peak production load (refer to IT-102 Network Bandwidth).

11. IT-115 – Remote Access
a. Verify that remote access to CCTV systems are configured as defined in the project documentation.

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12. IT-116 – Remote Management
a. Verify that remote management tools such as virtual touch panels, internal web applications, or manufacturer’s applications are configured and functional as required by the project documentation and/or manufacturer’s specification.

I. Operations and Support Reference Verification Item Numbers and Descriptions

1. OP-100 – Software
a. Verify that all control programming code, configuration files, and any other associated software have been provided as defined in the project documentation.

J. Physical Environment Verification Item Numbers and Descriptions

1. PHYSE-101 – Human Factors, Usability, and Ergonomics a. Verify that ergonomics and usability elements for system users are installed and configured as defined in the project documentation.

2. PHYSE-104 – Backing/Blocking/Framing
a. Verify that installed backing, blocking, and framing meets project documentation requirements and industry standards for installation means and methods.

3. PHYSE-105 – Clean Building Handover
a. Verify that the area is clean, free of dust, and suitable for equipment installation and that no further work is planned that will release contaminants into any CCTV equipment area.
b. Verify that the area released is isolated from any areas not yet released.

4. PHYSE-106 – Coordinated Construction Elements
a. Verify that the elements (including but not limited to spatial requirements and building services) required by the CCTV system that are coordinated with other disciplines have been provided as defined in the project documentation.

5. PHYSE-107 – Device Enclosures
a. Verify that device enclosures accommodate the intended device and that all necessary environmental controls (e.g., heating, cooling, humidity) are incorporated into the enclosure as defined in the project documentation.

6. PHYSE-108 – Finishes
a. Verify CCTV equipment, furniture, fixtures, and accessories against the project documentation.

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7. PHYSE-109 –Wall Boxes/Ceiling Boxes
a. Verify that installed wall and ceiling boxes meet project documentation and regulatory authority requirements.

8. PHYSE-112 – Structural Mounting
a. Verify configuration and compatibility of structural accommodations and all mounting hardware based on the intended application. All equipment mounting hardware shall be installed in the manner specified by the hardware manufacturer.

9. PHYSE-113 – Protection of Installed Equipment
a. Verify that all elements of the CCTV system are free of damage.

10. PHYSE-114 – Accessibility
a. Verify that all systems are accessible in accordance with regulatory requirements.

K. Physical Installation Reference Verification Item Numbers and Descriptions

1. PHYSI-100 – Cable Containment/Conduit
a. Verify that installed containment/conduit capacity and routes meet project documentation requirements, industry standards, and regulatory requirements for installation means and methods.
b. Verify that installed containment/conduit is serviceable and free of contaminants.

2. PHYSI-101 – CCTV Rack Air Flow and Temperature Performance a. Verify that the CCTV rack(s) provides the air flow as required in the project documentation.
b. Verify that the temperature in the CCTV rack has been measured and is within tolerances defined by manufacturers’ guidelines.

3. PHYSI-102 – Equipment Security
a. Verify that equipment is secured as defined in the project documentation. b. Verify that all security systems, devices, and manufacturer security accessories are installed and verified to be operating as defined in project documentation.
c. Verify that keyed devices have been keyed as defined in the project documentation and devices requiring configuration have been configured as defined in the project documentation and are verified to be operating within specification.

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4. PHYSI-103 – CCTV Equipment Labeling
a. Verify that all CCTV equipment has been labeled in accordance with the requirements of the project documentation. All labeling must be consistent, durable, accurate, and visible without dismantling of sub-assemblies.

5. PHYSI-104 – Plumb and Level/Square
a. Verify that all CCTV equipment has been installed, aligned, or angled correctly as defined in the project documentation. Level and plumb are the default requirement unless particular angles or other alignments are defined in the project documentation.

6. PHYSI-105 – Site Security
a. Verify that all elements of the CCTV system are free from loss, damage, or tampering.

7. PHYSI-106 – CCTV Equipment Location
a. Verify that CCTV equipment is installed at the location and/or in the rack or enclosure as defined in the project documentation. Equipment is installed per the elevation or other specification provided by the project documentation or the manufacturer’s specification.

8. PHYSI-107 – CCTV Rack Cleanliness
a. Verify that all components installed in CCTV equipment racks are free from dirt, dust, water, or any other element that would compromise the performance and/or longevity of the CCTV system.

9. PHYSI-108 – Non-End-User Controls Protection
a. Verify that installed items with user-facing controls that are not intended for end-user access have been covered, disabled, or otherwise secured to prevent end-user operation.

10. PHYSI-109 – Optical Components Cleanliness
a. Verify that all optical components, such as lenses and mirrors, are free from dirt, dust, damage, or markings that would compromise the optical performance of those system components.

11. PHYSI-110 – Handling of Accessories Otherwise Undefined a. Verify that all items that are pre-packaged with primary system equipment but have no documented/planned use in the CCTV system(s) are managed in accordance with the project documentation.

12. PHYSI-111 – Turnover of Accessory System Elements

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a. Verify that any equipment that may be considered portable and/or otherwise not specifically incorporated into the installed CCTV system(s) has been set up, configured, and tested.

L. Serviceability Reference Verification Item Numbers and Descriptions

1. SERV-100 – Access Panels
a. Verify that any access panels that have been installed to provide access to any type of CCTV equipment are properly sized and positioned as detailed in the project documentation.

2. SERV-101 – Ability to Maintain and Service Equipment a. Verify that all equipment is accessible and capable of being maintained, serviced, cleaned, or adjusted as necessary.
b. Verify that all equipment requiring regular cleaning or maintenance is accessible without requirement for special equipment or tools that would disrupt the normal use of the facility and systems therein.

3. SERV-102 – Input and Output Panel Accessibility
a. Verify that all input and output panels are accessible and meet all requirements for user access and placement.

4. SERV-103 – Rack Clearance
a. Verify rack placement and use for physical stability in accordance with the project documentation and regulatory authority.

M. Acknowledgement of Conformance to the Requirements

Acknowledgment of conformance to the Requirements shall include the following written statement, authored and signed by the system verifier, stating that all requirements of this Section have been completed, the date of completion, and that the handover of the completed, verified system is finalized.

“The system verifier acknowledges that the performance of this CCTV system has been verified in conformance with all required processes and contains all required elements as documented within this Section.

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System Verifier Date

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3.05 FINAL ADJUSTMENTS AND ACCEPTANCE TESTS
A. Upon approval of the contractor's test report, and at a time set by the Owner or Owner's authorized representative, perform final system adjustments and acceptance tests. Provide all labor, material, tools, and measurement equipment necessary for these tests and adjustments, including the test equipment and material specified in Article 1.1, except as otherwise specified.

B. The contractor's representatives performing these tests shall be thoroughly familiar with all details of the system and shall include the field supervisor in overall charge during the course of the installation work.

C. Budget eight (8) working hours for the performance of these tests and adjustments. If final acceptance is delayed beyond this period because of installation not in accordance with these specifications, pay for all additional time and expenses of Owner-designated observers during any resultant extension of the acceptance testing period.

D. Adjustments: Adjust the system as instructed by the CCTV Systems Consultant.

3.06 TRAINING
A. The Owner may assign personnel to participate with the contractor during installation.

Without delaying the work, familiarize the Owner's personnel with the installation, equipment, and maintenance.

B. During tests and adjustments, permit the Owner's personnel to observe. When feasible explain the significance of each test.

C. After the completion of FINAL ADJUSTMENTS AND ACCEPTANCE TESTS, provide on-site training to the end-user to instruct them on the proper use of each system, including:

1. Explain operation of control systems and overall function of installed systems to staff selected by the Owner as “requiring general instruction”.

2. Explain operation of control systems, set-up and operation of individual pieces of equipment, functions of overall systems, and rudimentary service guidelines to staff selected by the Owner as “requiring technician level instruction”.

3. If requested by the Owner, record these training sessions and provide them to the Owner for future reference by the Owner’s personnel.

4. After successful training, a repair sequence (schedule of responsibility, response tree, etc.) should be established with any “technician level” staff, designated by the Owner as responsible for CCTV systems operation and maintenance, to expedite service calls.

D. Separate from the bid response quotation; provide an hourly cost for additional training.

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3.07 WARRANTY
A. Unless otherwise described in Division 01, provide for the warranty of the delivered system under the following terms and exclusions:

B. Basic Warranty

1. Basic Warranty provided by the CCTV Systems Integrator shall include repair or replacement for one year from date of Final Acceptance on all CCTV Systems Equipment provided (including products having a manufacturer’s warranty of less than one year) and all CCTV Systems Integrator workmanship. Basic Warranty shall be provided at no additional cost, except in case of obvious abuse.

2. Warrant all repairs to "existing" equipment for a period of ninety (90) days.

3. During the Basic Warranty period the CCTV Systems Integrator shall:
a. Provide telephone support within 4 hours of a call requesting service. b. Provide emergency service: Within 24 hours of a call requesting service not corrected by telephone support, restore the system to operation, replacing defective materials and repairing faulty workmanship. Make temporary repairs and provide loaner equipment at no charge if defective materials cannot be permanently replaced or repaired within this 24-hour time period.

Repair or replace faulty items within 72 hours of on-site service or within manufacturers’ specific repair program whichever is quicker.

4. CCTV Systems Integrator shall not involve the Owner with removing, re-installing equipment, shipping or receiving equipment being repaired under Basic Warranty, nor shall the Owner be responsible for any shipping or freight charges associated with any item under warranty.

5. The Owner shall be copied with all paperwork related to any and all warranty work during the Basic Warranty period.

6. The Basic Warranty period will commence no sooner than the date of first beneficial use by the Owner and no later than the date of contract closeout.

7. Paint/Exterior finishes excluded from above warranties except when damage or failure results from defective materials or workmanship covered by warranty.

8. The terms of individual equipment manufacturers' warranties are not diminished by the minimum warranty provisions specified above.

C. Preventative Maintenance

1. Within the term of the one-year Basic Warranty period the CCTV Systems Integrator shall provide, at no additional cost, periodic Preventative Maintenance on the installed CCTV System to ensure proper ongoing maintenance and operation.

2. A minimum of four (4) Preventive Maintenance visits shall be provided.

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3. Preventative Maintenance shall include, but not be limited to, the following:
a. Adjustments to camera configurations
b. Reviewing control system functionality
c. Any other maintenance and adjustments necessary to ensure that the CCTV System is in proper working order

4. Any problems or issues noted by the users or other Owner representatives shall be documented and completely resolved at each of the scheduled visits.

5. Preventative Maintenance Schedule
a. 90 days (±15 days) after the commencement of the Warranty Period. b. 180 days (±15 days) after the commencement of the Warranty Period. c. 270 days (±15 days) after the commencement of the Warranty Period. d. 20 days (±10 days) before the end of the Warranty Period.

END OF SECTION

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SECTION 32 84 00 LANDSCAPE IRRIGATION
PART 1 - GENERAL

1.1 SUMMARY
A. It is the intent of the specifications and drawings that the finished system is complete in every respect and shall be ready for operation satisfactory to the City. For temporary on-grade systems, utilize the appropriate sections of specifications that apply to the type of installation.

B. The work shall include all materials, labor, services, transportation, and equipment necessary to perform the work as indicated on the drawings, in these specifications, and as necessary to complete the contract.

1.2 CONSTRUCTION DRAWINGS
A. All offsets, fittings, sleeves, etc. which may be required are not shown in the drawings. The Contractor shall carefully investigate the structural and finished conditions affecting the work and plan the work accordingly, furnishing such fittings, etc. as may be required to meet such conditions. The work shall be installed in such a manner as to avoid conflicts between irrigation systems, planting, and architectural features.

B. All work called for on the drawings by notes or details shall be furnished and installed whether or not specifically mentioned in the specifications. When an item is shown on the plans but not shown on the specifications or vice versa, it shall be deemed to be as shown on both. The Landscape Architect shall have final authority for clarification.

C. The Contractor shall not willfully install the irrigation system as shown on the drawings when it is obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engineering. Such obstructions or differences should be brought to the attention of the Landscape Architect as soon as detected. In the event this notification is not performed, the Irrigation Contractor shall assume full responsibility for any revision necessary.

1.3 QUALITY ASSURANCE
A. Provide at least one English speaking person who shall be present at all times during execution of this portion of the work and who shall be thoroughly familiar with the type of materials being installed and the manufacturer's recommended methods of installation and who shall direct all work performed under this section.

B. Manufacturer's directions and detailed drawings shall be followed in all cases where the manufacturer of articles used in this contract furnishes directions covering points not shown in the drawings and specifications.

C. All local, municipal, and state laws, rules and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these specifications, and their provisions shall be carried out by the Contractor. Anything contained in these specifications shall not be construed to conflict with any of the above rules and regulations of the same.

However, when these specifications and drawings call for or describe materials, workmanship, or construction of a better quality, higher standard, or larger size than is required by the above

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rules and regulations, the provisions of these specifications and drawings shall take precedence.

D. All materials supplied for this project shall be new and free from any defects. All defective materials shall be replaced immediately at no additional cost to the City.

E. Secure the required licenses and permits including payments of charges and fees, give required notices to public authorities and verify permits secured or arrangements made by others affecting the work of this section.

1.4 SUBMITTALS
A. Water Pressure Test 1. At the request of the City, after award of contract and before any irrigation system materials are ordered from suppliers or delivered to the job site, submit to the City a written verification of the existing water pressure on the project at each of the points of connection shown.

B. Dynamic or static pressure tests will be made at the request of the City. The submittal format shall conform to the City’s established standards. Material List:

1. At the request of the City, after award of contract and before any irrigation system materials are ordered from suppliers or delivered to the job site, submit to the City a complete list of all irrigation system materials, or processes proposed to be furnished and installed as part of this contract. The submittal format shall conform to the City’s established standards.

C. Substitutions: If the Irrigation Contractor wishes to substitute any equipment or materials for those equipment or materials listed on the irrigation drawings and specifications, he may do so by following the substitution guidelines and format adopted by the City.

1.5 EXISTING CONDITIONS
A. Verify and be familiar with the locations, size and detail of points of connection provided as the source of water and control wire connection to the irrigation system.

B. Irrigation design is based on the available static water pressure shown in the drawings.

Contractor shall verify static water on the project prior to the start of construction. Should a discrepancy exist, notify the City's authorized representative prior to beginning construction.

C. Prior to cutting into the soil, locate all cables, conduits, sewer septic tanks, and other utilities as are commonly encountered underground, and take proper precautions not to damage or disturb such improvements. If a conflict exists between such obstacles and the proposed work, the Contractor shall promptly notify the City who will arrange for relocations. The Contractor will proceed in the same manner if a rock layer or any other such conditions are encountered.

D. Protect all existing utilities and features to remain on and adjacent to the project site during construction. Repair, at its own cost, all damage resulting from his operations or negligence.

E. The Irrigation Contractor shall coordinate with the General Contractor for installation of required sleeving as shown on the plans prior to paving operations.

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F. Verify and be familiar with the existing irrigation systems in areas adjacent to and within the Project area of work.

G. Protect all existing irrigation systems, in areas adjacent to and within the project area of work, from damage due to their operations.

H. Notify the City’s Representative if any existing system is temporarily shut off, capped or modified. Provide 48-hour notice, prior to turning off or modifying any existing irrigation system.

I. Repair or replace all existing irrigation systems, in areas adjacent to and within the project area of work, damaged by the construction of this project. Adjacent irrigation systems shall be made completely operational and provide complete coverage of the existing landscaped areas. All repairs shall be complete to the satisfaction of the City’s Representative.

J. Provide bore holes under any existing pavement or paving encountered for the required lateral, mainline and low voltage control wire sleeving. Bore holes under 2 inches in diameter and smaller shall be made with a BulletMole® underground boring tool as manufactured by Dimension Tools, LLC (Contact telephone number (888)-650-5554 or at www.bulletmole.com) . Bore holes larger than 2 inches in diameter shall be made with an approved mechanical boring tool. No air jacking or hydraulic boring of any kind shall be allowed.

1.6 INSPECTIONS
A. The Contractor shall permit the City’s authorized representative to visit and inspect at all times any part of the work and shall provide safe access for such visits.

B. Where the specifications require work to be tested by the Contractor, it shall not be covered over until accepted by the City's authorized representative and/or governing agencies. The Contractor shall be solely responsible for notifying the City and governing agencies, a minimum of 48 hours in advance, when and when the work is ready for testing. Should any work be covered without testing or acceptance, it shall be, if so ordered, uncovered at the Contractor's expense.

1.7 INSPECTION OF THE IRRIGATION SYSTEM SHALL OCCUR VIA COORDINATION BETWEEN THE CITY AND THE CONTRACTOR AND SHALL CONFORM TO THE EXISTING STANDARDS ADOPTED BY THE CITY.STORAGE AND HANDLING
A. Use all means necessary to protect irrigation system materials before, during, and after installation and to protect the installation work and materials of all other trades.

B. Exercise care in handling, loading, unloading, and storing plastic pipe and fittings under cover until ready to install. Transport plastic pipe only on a vehicle with a bed long enough to allow the pipe to lay flat to avoid undue bending and concentrated external load.

1.8 CLEANUP AND DISPOSAL
A. Dispose of waste, trash, and debris in accordance with applicable laws and ordinances and as prescribed by authorities having jurisdiction. Bury no such waste material and debris on the site. Burning of trash and debris will not be permitted. Remove and dispose of rubbish and debris at frequent intervals or when ordered to do so by the City's authorized representative.

B. At the time of completion, the entire site will be cleared of tools, equipment, rubbish and debris which shall be disposed of off-site in a legal disposal area.

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1.9 TURNOVER ITEMS
A. Record Drawings: 1. Record accurately on one set of drawings all changes in the work constituting departures from the original contract drawings and the actual final installed locations of all required components as shown below. 2. The record drawings shall be prepared to the satisfaction of the City.

B. Controller Charts: 1. Provide one controller chart for each automatic controller. Chart shall show the area covered by the particular controller. The areas covered by the individual control valves shall be indicated using colored highlighter pens. A minimum of six individual colors shall be used for the controller chart unless less than six control valves are indicated. 2. The city’s authorized representative must approve record drawings before controller charts are prepared. 3. The chart is to be a reduced copy of the actual "record" drawing. In the event the controller sequence is not legible when the drawing is reduced, it shall be enlarged to a readable size.

4. When completed and approved, the chart shall be hermetically sealed between two pieces of plastic, each piece being a minimum 20 mils in thickness.

C. Equipment: 1. If applicable to the type of system designed, supply as a part of this contract the following items: a. Two (2) wrenches for disassembly and adjustment of each type of sprinkler head used in the irrigation system. b. Three 30-inch sprinkler keys for manual operation of control valves. c. Two keys for each automatic controller. d. Two quick coupler keys with a 1" bronze hose bib, bent nose type with hand wheel and two coupler lid keys. e. One valve box cover key or wrench. f. Six extra sprinkler heads of each size and type. g. For specified ball valves if required: One (1) 5-foot-long valve handle, to fit the specified ball valves. 2. The above equipment shall be turned over to the City’s authorized representative at the final inspection.

1.10 COMPLETION
A. At the time of the pre-maintenance period inspection, the City’s authorized representative, and governing agencies will inspect the work, and if not accepted, will prepare a list of items to be completed by the Contractor.

B. The City's authorized representative shall have final authority on all portions of the work.

C. Any settling of trenches which may occur during the one-year period following acceptance shall be repaired to the City's satisfaction by the Contractor without any additional expense to the City. Repairs shall include the complete restoration of all damage to planting, paving or other improvements of any kind as a result of the work.

1.11 GUARANTEE
A. The entire sprinkler system, including all work done under this contract, shall be unconditionally guaranteed against all defects and fault of material and workmanship,

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including settling of backfilled areas below grade, for a period of one (1) year following the filing of the Notice of Completion.

B. Should any problem with the irrigation system be discovered within the guarantee period, it shall be corrected by the Contractor at no additional expense to City within ten (10) calendar days of receipt of written notice from City. When the nature of the repairs as determined by the City constitute an emergency (i.e., broken pressure line) the City may proceed to make repairs at the Contractor's expense. Any and all damage to existing improvement resulting either from faulty materials or workmanship, or from the necessary repairs to correct same, shall be repaired to the satisfaction of the City by the Contractor, all at no additional cost to the City.

C. Guarantee shall be submitted on Contractors own letterhead as follows:

GUARANTEE FOR SPRINKLER IRRIGATION SYSTEM We hereby guarantee that the sprinkler irrigation system we have furnished and installed is free from defects in materials and workmanship, and the work has been completed in accordance with the drawings and specifications, ordinary wear and tear and unusual abuse, or neglect excepted. We agree to repair or replace any defective material during the period of one year from date of filing of the Notice of Completion and also to repair or replace any damage resulting from the repairing or replacing of such defects at no additional cost to the City. We shall make such repairs or replacements within 10 calendar days following written notification by the City. In the event of our failure to make such repairs or replacements within the time specified after receipt of written notice from City, we authorize the City to proceed to have said repairs or replacements made at our expense and we will pay the costs and charges therefore upon demand. PROJECT NAME: PROJECT LOCATION:

CONTRACTOR NAME:

ADDRESS: TELEPHONE:

SIGNED:

DATE:

PART 2 - MATERIALS

2.1 SUMMARY
A. Use only new materials of the manufacturer, size and type shown on the drawings and specifications. Materials or equipment installed or furnished that do not meet the City's or governing agencies’ standards will be rejected and shall be removed from the site at no expense to the City.

2.2 PIPE
A. Pressure supply lines 3 inches in diameter and larger downstream of the backflow unit shall be Class 200 bell and gasket PVC conforming to ASTM 2672.

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B. Non-pressure lines 3/4 inch in diameter and larger downstream of the remote control valve shall be Class 200 solvent weld PVC conforming to ASTM D2241.

C. Non-pressure lines 3/4 inch in diameter and larger downstream of the remote control valve shall be SCH 40 solvent weld PVC conforming to ASTM D1785.

D. On grade non-pressure lines 3/4 inch in diameter and larger downstream of the remote control valve shall be Schedule.40 UV resistant solvent weld PVC conforming to ASTM D1785.

E. Recycled water PVC pipe to be color-coded purple in color marked on two sides with recycled water warning statements “Caution-Recycled Water”. Recycled water piping must be accepted by the local recycled water governing agencies.

2.3 PLASTIC PIPE AND FITTINGS
A. Pipe shall be marked continuously with manufacturer's name, nominal pipe size, schedule or class, PVC type and grade, National Sanitation Foundation approval, Commercial Standards designation, and date of extrusion.

B. All plastic pipe shall be extruded of an improved PVC virgin pipe compound in accordance with ASTM D2672, ASTM D2241 or ASTM D1785.

C. All solvent weld PVC fittings shall be standard weight Schedule 40 (and Schedule 80 where specified on the irrigation detail sheet, all mainline fittings shall be Schedule 80 PVC) and shall be injection molded of an improved virgin PVC fitting compound. Slip PVC fittings shall be the "deep socket" bracketed type. Threaded plastic fittings shall be injection molded. All tees and ells shall be side gated. All fittings shall conform to ASTM D2464 and ASTM D2466.

D. All threaded nipples shall be standard weight Schedule 80 with molded threads and shall conform to ASTM D1785.

E. All solvent cementing of plastic pipe and fittings shall be a two-step process, using primer and solvent cement applied per the manufacturer's recommendations. Cement shall be of a fluid consistency, not gel-like or ropy. Solvent cementing shall be in conformance with ASTM D2564 and ASTM D2855.

F. When connection is plastic to metal, female adapters shall be hand tightened, plus one turn with a strap wrench. Joint compound shall be non-lead base Teflon paste, tape, or equal.

G. All pressure mainlines installed with solvent weld PVC fittings shall be installed with concrete thrust blocking at all directional changes in the mainline routing. Concrete thrust blocking shall not be required when ductile iron fittings and mechanical restraints are specified.

H. PVC fittings used with UVR pipe shall be Schedule 40 UVR PVC type.

2.4 BELL AND GASKET FITTINGS
A. Fittings for bell and gasket pressure supply lines shall be ductile iron deep bell type. Fittings shall be manufactured of ductile iron, Grade 65-45-12 in accordance with ASTM A-536. Fitting gaskets shall be in accordance with ASTM F-477. All ductile iron fittings shall be manufactured with exterior lugs. Ductile iron fittings shall be as manufactured by Leemco, Inc., Corona, California.

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B. All tee fittings used to connect remote control valve assemblies and quick coupler assemblies to the mainline shall be ductile iron deep bell type. The outlet side of the tee or ell to the valve assembly shall be sized per the diameter of the largest valve in the assembly or a minimum of 2 inches. Ductile iron deep bell type reducers when used with bolt on links are allowable in lieu of reducing tee or ells. The PVC pipe to the valve assembly shall be secured to the ductile iron fitting using a joint restraint.

C. All ductile iron fittings and all bell and gasket joints within fifty (50) feet of a directional change in the mainline shall be equipped with mechanical joint restraints. The joint restraint shall be capable of securing the PVC pipe directly to the lugs on the ductile iron fittings without the use of bolts, links and adapters. The joint restraint shall be capable of securing PVC pipe to PVC pipe and PVC pipe to ring joint isolation valves without the use of threaded linkages. Joint restraints shall be as manufactured by Leemco, Inc., Corona, California.

2.5 VALVES
A. Gate Valves: 1. Gate valves shall be of the manufacturer, size, and type indicated on the drawings. 2. Gate valves shall be constructed of a bronze body, gate and stem. Gate valves shall have threaded connections. 3. All gate valves shall have a minimum working pressure of not less than 150 PSI and shall conform to AWWA standards.

B. Quick Coupler Valves: 1. Quick coupler valves shall be of the manufacturer, size, and type indicated on the drawings.

2. Quick coupler valves shall be brass with a wall thickness guaranteed to withstand normal working pressure of 150 psi without leakage. Valves shall have 1” female threads opening at base, with two-piece body. Valves are to be operated only with a coupler key, designed for that purpose. Coupler key is inserted into valve and a positive, watertight connection shall be made between the coupler key and valve. 3. Vinyl quick coupler cover to be purple in color with the words “Warning-Recycled Water- Do Not Drink” permanently marked on lid.

C. Automatic Control Valves:

1. Automatic control valves shall be of the manufacturer, size, and type indicated on the drawings. 2. Automatic control valves shall be electrically operated. 3. Provide Christy's valve ID tags for each remote control valve with valve number.

2.6 VALVE BOXES
A. Valve boxes shall be fabricated from a durable, weather-resistant plastic material resistant to sunlight and chemical action of soils.

B. The valve box cover shall be purple in color and secured with a hidden latch mechanism or bolts.

C. Valve box extensions shall be by the same manufacturer as the valve box.

D. The plastic irrigation valve box cover shall be an overlapping type.

E. Automatic control valve boxes shall be 17"x11"x12" ‘nominal’ rectangular size. Valve boxes for drip valve assemblies shall be Jumbo valve boxes size as required to fit assemblies. Valve

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box covers shall be marked "RCV" with the valve identification number "heat branded" onto the cover in 1-1/4 inch high letters / numbers.

F. Quick coupler boxes shall be 10" circular size. Valve box covers shall be marked with "QCV" "heat branded" onto the cover in 1-1/4 inch high letters.

G. Valve box cover shall be purple in color and permanently marked (attached tags are not acceptable) on valve box cover plate with the words “Warning-Recycled Water-Do Not Drink”.

2.7 LOW VOLTAGE CONTROL WIRING
A. Remote control wire shall be direct-burial AWG-UF type, size as indicated on the drawings, and in no case smaller than 14 gauge.

B. Connections shall of the manufacturer, size, and type indicated on the drawings.

C. Common wires shall be white in color. Control wires shall be red (where two or more controllers are used, the control wires shall be a different color for each controller. These colors shall be noted on the "Record Drawings" plans located on controller door).

2.8 IRRIGATION HEADS
A. Irrigation heads shall be of the manufacturer, size, type, with radius of throw, operating pressure, and discharge rate indicated on the drawings.

B. Irrigation heads shall be used as indicated on the drawings.

C. Irrigation heads shall have purple recycled water warning cover.

2.9 DRIP IRRIGATION EQUIPMENT
A. Drip tubing equipment such as flush valves, air relief valves, wye strainers, and pressure regulators shall be of the manufacturer, size, and type indicated on the drawings.

PART 3 - EXECUTION

3.1 SITE CONDITIONS
A. Inspections:

1. Prior to all work of this section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence. 2. Verify that irrigation system may be installed in strict accordance with all pertinent codes and regulations, the original design, the referenced standards, and the manufacturer's recommendations.

B. Discrepancies: 1. In the event of a discrepancy, immediately notify the City's authorized representative.

2. Do not proceed with installation in areas of discrepancy until all discrepancies have been resolved.

C. Grades: 1. Before starting work, carefully check all grades to determine that work may safely proceed, keeping within the specified material depths with respect to finish grade.

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2. Final grades shall be accepted by the Engineer before work on this section will be allowed to begin.

D. Field Measurements: 1. Make all necessary measurements in the field to ensure precise fit of items in accordance with the original design. Contractor shall coordinate the installation of all irrigation materials with all other work.

2. All scaled dimensions are approximate. The Contractor shall check and verify all size dimensions prior to proceeding with work under this section. 3. Exercise extreme care in excavating and working near existing utilities. Contractor shall be responsible for damages to utilities, which are caused by his operations or neglect.

E. Diagrammatic Intent: 1. The drawings are essentially diagrammatic. The size and location of equipment and fixtures are drawn to scale where possible. Provide offsets in piping and changes in equipment locations as necessary to conform with structures and to avoid obstructions or conflicts with other work at no additional expense to City.

F. Layout:

1. Prior to installation, the Contractor shall stake out all pressure supply lines, routing and location of sprinkler heads, and valves.

2. Layout irrigation system and make minor adjustments required due to differences between site and drawings. Where piping is shown on drawings under paved areas, but running parallel and adjacent to planted areas, install the piping in the planted areas.

G. Water Supply:

1. Connections to, or the installation of, the water supply shall be at the locations shown in the drawings. Minor changes caused by actual site conditions shall be made at no additional expense to the City.

3.2 TRENCHING
A. For any pipe that is required to be trenched, excavations shall be straight with vertical sides, even grade, and support pipe continuously on bottom of trench. Trenching excavation shall follow layout indicated on drawings to the depths below finished grade and as noted. Where lines occur under paved area, these dimensions shall be considered below subgrade.

B. Provide minimum cover of 18 inches on pressure supply lines 2 ½ inches and smaller.

C. Provide minimum cover of 24 inches on pressure supply lines 3 inches and larger.

D. Provide minimum cover of 18 inches for control wires within planters.

E. Provide minimum cover of 24 inches for control wires within sleeves below paving.

F. Provide minimum cover of 36 inches on pressure supply lines under vehicular travel ways.

G. Provide minimum cover of 12 inches for non-pressure lines.

H. Pipes installed in a common trench shall have a 4-inch minimum space between pipes.

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3.3 BACKFILLING
A. Backfill material on all lines shall be the same as adjacent soil free of debris, litter, and rocks over 1/2 inches in diameter.

B. Backfill shall be tamped in 4-inch layers under the pipe and uniformly on both sides for the full width of the trench and the full length of the pipe. Backfill materials shall be sufficiently damp to permit thorough compaction, free of voids. Backfill shall be compacted to dry density equal to adjacent undisturbed soil and shall conform to adjacent grades.

C. Flooding in lieu of tamping is not allowed.

D. Under no circumstances shall truck wheels be used to compact backfill.

E. Provide sand backfill over and under all piping under paved areas.

3.4 PIPING
A. Piping under existing pavement may be installed by jacking, boring, or hydraulic driving. No hydraulic driving is permitted under asphalt pavement.

B. Cutting or breaking of existing pavement is not permitted.

C. Carefully inspect all pipe and fittings before installation, removing dirt, scale, burrs, and reaming. Install pipe with all markings up for visual inspection and verification.

D. Remove all dented and damaged pipe sections.

E. All lines shall have a minimum clearance of 4 inches from each other and 12 inches from lines of other trades.

F. Parallel lines shall not be installed directly over each other.

G. In solvent welding, use only the specified primer and solvent cement and make all joints in strict accordance with the manufacturer's recommended methods including wiping all excess solvent from each weld. Allow solvent welds at least 15 minutes setup time before moving or handling and 24 hours curing time before filling.

H. PVC pipe shall be installed in a manner which will provide for expansion and contraction as recommended by the pipe manufacturer.

I. Center load all plastic pipe prior to pressure testing.

J. All threaded plastic-to-plastic connections shall be assembled using Teflon tape or Teflon paste.

K. For plastic-to-metal connections, work the metal connections first. Use a non-hardening pipe dope an all-threaded plastic-to-metal connections, except where noted otherwise. All plastic-to-metal connections shall be made with plastic male adapters.

3.5 CONTROLLER
A. The exact location of the controller shall be confirmed in the field.

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B. The Irrigation Contractor shall be responsible for the final control wire connection to the irrigation controller.

C. The irrigation system shall be programmed to operate during the periods of minimal use of the design area.

3.6 CONTROL WIRING
A. Low voltage control wiring shall occupy the same trench and shall be installed along the same route as the pressure supply lines whenever possible.

B. Where more than one wire is placed in a trench, the wiring shall be taped together in a bundle at intervals of 10 feet. Bundle shall be secured to the mainline with tape at intervals of 20 feet.

C. All connections shall be of an approved type and shall occur in a valve box. Provide an 18- inch service loop at each connection.

D. An expansion loop of 12 inches shall be provided at each wire connection and/or directional change, and one of 24 inches shall be provided at each remote control valve.

E. A continuous run of wire shall be used between a controller and each remote control valve. Under no circumstances shall splices be used without prior approval.

3.7 VALVES
A. Automatic control valves, quick coupler, and gate valves are to be installed in the approximate locations indicated on the drawings.

B. Valves shall be installed in shrub areas whenever possible.

C. Install all valves as indicated in the detail drawings.

D. Valves to be installed in valve boxes shall be installed one valve per box.

E. Provide valve ID tags for each remote control valve with valve number.

3.8 VALVE BOXES
A. Valve boxes shall be installed in shrub areas whenever possible.

B. Each valve box shall be installed on a foundation of 3/4 inch gravel backfill; 3 cubic feet minimum. Valve boxes shall be installed with their tops 1/2 inch above the surface of surrounding finish grade in lawn areas and 2 inches above finish grade in ground cover areas.

3.9 IRRIGATION HEADS
A. Irrigation heads shall be installed as indicated in the drawings.

B. Spacing of heads and inline drip tubing shall not exceed maximum indicated on the drawings.

C. Riser nipples shall be of the same size as the riser opening in the sprinkler body.

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3.10 MISCELLANEOUS EQUIPMENT
A. Install all assemblies specified herein according to the respective detail drawings or specifications, using best standard practices.

B. Quick coupler valves shall be set approximately 18 inches from walks, curbs, header boards, or paved areas where applicable.

3.11 FLUSHING THE SYSTEM
A. Prior to installation of irrigation heads, the valves shall be opened and a full head of water used to flush out the lines and risers.

B. Irrigation heads shall be installed after flushing the system has been completed.

3.12 ADJUSTING THE SYSTEM
A. Contractor shall adjust valves, align heads, and check the coverage of each system prior to coverage test.

B. If it is determined by the City's authorized representative that additional adjustments or nozzle changes will be required to provide proper coverage, all necessary changes or adjustments shall be made prior to any planting.

C. The entire system shall be operating properly before any planting operations commence.

D. Automatic control valves are to be adjusted so that the irrigation heads operate at the pressure recommended by the manufacturer.

3.13 TESTING AND OBSERVATION
A. Do not allow or cause any of the work of this section to be covered up or enclosed until it has been observed, tested and accepted by the City and governing agencies.

B. The Contractor shall be solely responsible for notifying City and governing agencies, a minimum of 48 hours in advance, where and when the work is ready for testing.

C. When the sprinkler system is completed, the Contractor shall perform a coverage test of each system in its entirety to determine if the water coverage for the planted areas is complete and adequate.

D. The Contractor shall furnish all materials and perform all the work required to correct any inadequacies of coverage.

E. Areas to be maintained for the formal maintenance period shall start maintenance at the same time, as directed by the City and governing agencies. Partial areas will not be released into maintenance prior to completion of items listed in the pre-maintenance review. The maintenance period may not be phased.

3.14 MAINTENANCE
A. During the maintenance period the Contractor shall adjust and maintain the irrigation system in a fully operational condition providing complete irrigation coverage to all intended plantings.

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3.15 COMPLETION CLEANING
A. Clean up shall be made as each portion of the work progresses. Refuse and excess dirt shall be removed from the site, all walks and paving shall be swept, and any damage sustained on the work of others shall be repaired to original conditions. END OF SECTION

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SECTION 32 93 00
PLANTS

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section Includes:

1. Plants

2. Planting soils and soil amendments

3. Landscape Mulches
B. Related Sections:

1. Division 31 Section "Site Clearing" for protection of existing trees and plantings, topsoil stripping and stockpiling, and site clearing.

2. Division 31 Section "Earth Moving" for excavation, filling, and rough grading and for subsurface aggregate drainage and drainage backfill materials.

3. Division 32 Section "Hydromulch Seeding" for hydroseed application of seed, fertilizer, fiber mulch and mycorrhizal inoculum; and secondary hydroseed application of fiber mulch and M-Binder top dressing.

1.3 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful establishment of plants.

1. All work shall be performed by a trained crew in accordance with the standards and practices related to the trade.

2. License: Single entity subcontractor holding a valid C-27 California Contractor’s license.

3. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

4. Pesticide Applicator: State licensed, commercial.

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B. Native Planting Landscape Installer Qualifications: All of the work required to be provided as Native Planting as described in this Specification shall be provided by an experienced Native Plant Contractor holding a valid C-27 California contractor’s license.

1. The qualified Native Plantings Landscape Installer shall exhibit work that has resulted in successful establishment of California Native Plant Landscapes.

2. Experience: Minimum 5 years experience in the installation of Native Plantings in Southern California.

3. Landscape Contractors: Subject to compliance with the requirements, provide California Native Plantings by one of the following or a comparable installer:
a. California’s Own Native Landscape Design: (760) 746-6870 b. Coastal Sage Gardening: (619) 223-5229 c. Landscapers Technical Services: (619) 915-6714 d. RECON Environmental (619) 308-9333 C. Soil and Plant-Testing Laboratory Qualifications: An independent or university laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

1. Provide testing by one of the following or a comparable testing laboratory:
a. John Deere Landscapes b. Waypoint Analytical c. Wallace Laboratories D. Soil Analysis Testing: If soil testing is necessary, furnish soil analysis and a written report by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio (SAR), electrical conductivity (ECe), boron content, deleterious material; pH; and mineral and plant-nutrient content of the soil.

1. Supply Testing Agency with a complete copy of this specification and a copy of the project plant list and planting plan at the time of the soil testing.

2. Testing methods and written recommendations shall comply with USDA's Handbook No. 60.

3. The soil-testing laboratory shall oversee soil sampling at the conclusion of rough grading operations; with depth, location, and number of samples to be taken. A minimum of five representative samples (or as listed in the Drawings) shall be taken from varied locations for each soil to be used or amended for planting purposes.

4. No amendments shall be applied prior to receipt of test results.

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5. Report suitability of tested soil for plant growth.
a. Based upon the test results, state recommendations for soil treatments and soil amendments to be incorporated. State recommendations in weight per 1000 sq. ft. (92.9 sq. m) or volume per cu. yd. (0.76 cu. m) for recommended quantities of soil amendments and fertilizers listed in the specifications to produce satisfactory planting soil suitable for healthy, viable plants. b. Testing Agency recommendations must use the soil amendments and fertilizers listed in the specifications in their recommendations. c. Report presence of problem salts, minerals, or heavy metals, including aluminum, arsenic, barium, cadmium, chromium, cobalt, lead, lithium, and vanadium. If such problem materials are present, provide additional recommendations for corrective action. d. If corrective measures are specified, provide retesting of soils after measures are corrected to confirm soils were successfully abated. Costs for soil testing and retesting after corrective measures are completed shall be included in the base bid price.

E. Plant Material Observation: Project Biologist may elect to observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Project Biologist retains right to observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and to reject unsatisfactory or defective material at any time during progress of work. The project biologist may make invasive inspection of the rootball as needed to verify that plants meet the requirements and may require random cutting into the interior of the rootball and or remove or request the removal of the sides of boxes at the nursery or on-site. Such cutting and inspection may render the container plant unsuitable for planting. Findings of the root inspections shall be considered as representative of all plants of that type from said nursery source. Remove rejected trees or shrubs immediately from Project site.

1. Notify the City and project biologist of sources of planting materials fourteen days in advance of delivery to site.

F. Preinstallation Meeting: Conduct a site meeting with the city representative, Project Biologist and Landscape subcontractor to review requirements.

1. Meeting minutes from the preinstallation conference shall be the responsibility of the Contractor and shall be distributed to the parties in attendance for review and subsequent approval of conference discussion items.

2. Discussion agenda items during the pre-installation shall include the Contractor’s understanding and familiarity with the following:
a. Protection of existing trees and landscape areas

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b. Contract grown plant material c. Preparation and criteria for generation of the punch list, determination of Notice of Completion and Date of Acceptance. d. Soil testing and percolation testing if applicable. e. Procedures protocol for site construction observation visits.

1.4 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws if applicable.

B. Bulk Materials:

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants or within driplines of existing trees.

2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling.

D. Handle planting stock by root ball.

E. Store bulbs, corms, and tubers in a dry place at 60 to 65 deg F (16 to 18 deg C) until planting.

F. Deliver plants after preparations for planting have been completed and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist.

1. Plants shall not be allowed to remain on site longer than 5 days prior to planting.

2. Do not remove container-grown stock from containers before time of planting.

3. Water root systems of plants stored on-site deeply and thoroughly with a fine-mist spray. Water as often as necessary to maintain root systems in a moist, but not overly wet condition.

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1.5 PROJECT CONDITIONS
A. Field Measurements: Prior to excavation for planting or placing of plant materials, verify actual grade elevations, service and utility locations, underground and overhead lines, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before proceeding with planting work. In the event of a conflict the Contractor shall notify the City’s representative.

B. Interruption of Existing Services or Utilities: Do not interrupt services or utilities to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary services or utilities according to requirements indicated:

1. Notify Owner no fewer than two days in advance of proposed interruption of each service or utility.

2. Do not proceed with interruption of services or utilities without Owner's written permission.

C. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained.

D. Errors and Omission: Refer to errors and/or discrepancies in or between plans, specifications, lists or notes to the Landscape Architect for adjustments before proceeding with the work. The Contractor shall assume responsibility for proceeding with the Work without consulting with the Landscape Architect.

E. Excavation: When conditions detrimental to plant growth are encountered such as rubble fill, adverse drainage conditions or obstructions, cease planting operations and notify the City for further direction.

1.6 WARRANTY
A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.

1. Failures include, but are not limited to, the following:
a. Death and unsatisfactory growth, except for defects resulting from incidents that are beyond Contractor's control. b. Structural failures including plantings falling or blowing over. c. Faulty performance due to improper planting and failure to water sufficiently.

2. Warranty Periods from Date of Notice of Completion:

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3. All plants shall be replaced as necessary to meet success criteria of the project in accordance with the restoration plan’s plant establishment period.

Include the following remedial actions as a minimum:
a. Immediately remove dead plants within 14 days and replace unless required to plant in the succeeding planting season. b. Replacement plants shall be of the same size, species and variety as specified in the Drawings. Replacement includes restoration of surrounding area to match the existing conditions. c. Provide extended warranty for period equal to original warranty period, for replaced plant material.

1.7 MAINTENANCE SERVICE
A. Initial Maintenance Service for Trees and Shrubs: Provide maintenance by skilled employees of landscape contractor. Maintain as required in Part 3. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established but for not less than maintenance period below.

1. Plant Establishment Period (PEP): 120 days from date of Substantial Completion or as specified in the restoration plan.

2. Maintenance and Monitoring Period (MMP): 5 years from date of Notice of Completion or as specified in the restoration plan.

B. Within one week, prior to authorization start of maintenance, submit a Maintenance Schedule to the City listing the days when maintenance crews will be on site. Include a contact person and emergency phone number.

1.8 REJECTION AND SUBSTITUTION
A. Products or materials, whether installed or not, not conforming to the requirements herein specified shall be considered defective and be marked as rejected. Materials shall be removed and replaced with approved materials at no additional cost to the Owner.

B. Submit a written request to the City for proposed substitutions. Provide details on reasons behind recommended substitution.

PART 2 - PRODUCTS

2.1 PLANT MATERIAL
A. General: Furnish nursery-grown plants true to genus and species. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of weeds, disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement.

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1. Plants shall have normal well-developed, vigorous and fibrous root systems which are neither root, nor container bound.

B. Provide healthy, weed and disease-free plants of species and variety shown or listed, with well-established root systems reaching to sides of the container to maintain a firm ball, but not with excessive root growth encircling the container or stem girdling roots above the root collar. Provide only plants that are acclimated to outdoor conditions before delivery.

2.2 MULCHES
A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of the following:

1. Type: “Gorilla Hair” Redwood Bark Mulch, fibrous, stringy, dark red product that is 100% derived from Sempervirens species of the Sequoia Redwood tree. a. Size Range: Particle size shall be 95% passing a range from 1" to 3", with some fibers being longer than 3”
b. Acceptable Manufacturer: 1) John Deere Landscapes (800) 233-6933, or equal.

2. Type: Agri Service “Forest Mulch” or “Forest Fines”: organic forest products with leaf litter, light in color, free of trash and other deleterious materials and animal waste, with pathogens and weeds removed by temperature treatment. a. Size Range: 1) 1”-5” (Forest Mulch) 2) ½” – 2” (Forest Fines) b. Acceptable Manufacturer:
1) Agri Service Inc. (800) 262-4167

2.3 PESTICIDES
A. Prior to using pesticides, contractors shall review procedures with the City and follow their Integrated Pest Management program established by the City. Recommendations on herbicides and pre-emergents shall be made by the contractor and accepted by the City prior to use.

2.4 EROSION CONTROL MATERIALS
A. Erosion Control Jute Mesh (for slopes of 3:1 or less): Jute mesh shall be new and shall be of a uniform, open, plain-weave mesh. The mesh shall be made from unbleached single jute yarn and shall be 100% biodegradable. The yarn shall be of loosely twisted construction and shall not vary in thickness by more than half its

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normal diameter. Jute mesh shall be furnished in rolled strips and shall conform to the following provisions.

1. Width - 1200 mm {48 inches}, with a tolerance of ± 25 mm {± one inch}

2. Thickness – 187 mils

3. Mass - 11.94 oz per square yard

4. Water Absorption rate - 42.5%

5. Light Penetration – 45%

6. Ground Cover – 55%

7. Tensile strength – 76.5 lbs/in minimum

8. Include manufacturer’s recommended steel wire staples, U- shaped, 8 gauge, 8 inches long.

9. Acceptable Manufacturer - Anti-Wash Geojute, Belton Ind. Dist. By John Deere Landscapes (800) 233-6933.

B. Erosion Coconut Matting (install as specified by the City or as directed in Stormwater Pollution Prevention Plan): Erosion control matting shall be new and shall be of an evenly distributed layer of 100% coconut fiber stitched with biodegradable thread to a structure composed of Leno woven 100% biodegradable jute fiber top net and a woven 100% biodegradable jute fiber bottom net.

1. Acceptable Product and Manufacturer – “BioNet C125BN” by North American Green, Dist. By Triumph Geo-Synthetics, Inc. (800) 772-2040 or approved equal.

C. Provide erosion control at slopes 3:1 or greater or as otherwise indicated in the Drawings.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and performance.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

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2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.

3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

4. Uniformly moisten excessively dry soil that is not workable, and which is too dusty.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by the City and replace with new planting soil.

3.2 WEED CONTROL
A. Prior to commencement of the planting operations and temporary irrigation, remove all weeds, remove existing non-native plant material including stumps designated not to remain, dispose of cleared and grubbed material at a legal refuse site.

B. All herbicide applications must follow the City’s Integrated Pest management Plan (IPM; City of Carlsbad 2017).

C. Prior to using herbicides, review procedures with the Owner, and obtain written approval. Herbicide applications requiring government or agency approvals shall be performed by an operator licensed by the County. Protect existing plant material on site and on adjacent properties from exposure to herbicides and equipment.

3.3 PREPARATION AND LAYOUT
A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations.

B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

C. Lay out individual shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain project biologist’s acceptance of layout before excavating or planting. Make minor adjustments as required.

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3.4 PROTECTION OF EXISTING PLANT MATERIAL
A. Erect habitat protection fencing prior to commencing with site demolition work.

Maintain fence during the entire construction period and remove when no longer needed, obtain approval from the project biologist prior to removal.

B. Install fencing a minimum of 3’ outside of the drip line of native trees. Increase enclosure size for groupings of trees or in conditions where heavy equipment work may damage overhead branches. Set the posts a maximum of 10’ on center, and stake to the ground. Perform work inside the fencing by hand or non-ground penetrating power tools and obtain approval from the project biologist for such work.

C. During the entire construction phase, provide ongoing maintenance of the existing plant materials, including watering, and weed control, and adjustments to the fencing as directed by the City or project biologist.

3.5 SOIL PREPARATION
A. Use the soil preparation instructions listed below for bidding purposes only. Actual preparation of soil may be modified by the Native Planting contractor with written permission from the City or project biologist.

B. Rip or loosen native soil or subgrade in all planting areas to a minimum depth of 18 inches without adding soil conditioner.

C. Remove stones larger than [1 inch (25 mm)] in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

D. Prepare areas within the driplines of existing trees by hand, do not use mechanical tillers.

E. .

F.E. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.

G.F. Container planting will occur at the beginning of the winter season after the irrigation system installation has been deemed fully operational. See ‘Table 2 Implementation Schedule’ on plans for schedule.

3.6 PRE-PLANT WEED CONTROL
A. Clear and remove existing weeds at least one-inch (1”) below the soil surface.

B. Irrigate regularly to germinate weeds. After sufficient weed germination is present, apply non-selective, post-emergent contact herbicide, in strict accordance with the

Veteran’s Memorial Park Mitigation Plan
PLANTS 32 93 00 - 11
Manufacturer's directions. Protect and buffer surrounding properties, buildings, and vegetation from overspray, as required.

C. Allow for a sufficient time period to ensure that the weeds are dead, and the herbicide has dissipated, per the Manufacturer's recommendation.

D. Water planting areas thoroughly and continuously for a period of one (1) week after the application of the herbicide. Discontinue the watering process for one (1) day prior to the second application of the herbicide. Apply a second application of the herbicide. Avoid any irrigation for a minimum of four (4) days after the second application for effective weed kill.

E. After the second application and waiting period, water planting areas thoroughly and continuously for three (3) consecutive days to saturate upper layers of the soil prior to commencing planting operations.

F. Dead weeds shall be cleared and removed prior to planting.

G. Maintain a weed-free Project Site until final acceptance by the Owner, utilizing mechanical, chemical or manual treatment.

3.7 EXCAVATION FOR SHRUBS
A. Planting Pits and Trenches: Excavate circular planting pits with sides sloping inward at a 45-degree angle. Excavations with vertical sides are not acceptable. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation.

1. Planting pits for container plants shall be equal in depth and twice the width to the container size. All planting pits shall be filled with water and allowed to completely drain prior to plant installation. After the planting pits have been pre-soaked, the plants shall be set in the center of the hole, backfill the hole, and thoroughly water.

2. Do not excavate deeper than depth of the root ball less one inch, measured from the root flare to the bottom of the root ball.

3. If the area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the added soil to prevent settling.

4. Maintain required angles of repose of adjacent materials as shown on the Drawings. Do not excavate subgrades of adjacent paving, structures, hardscapes, or other new or existing improvements.

5. Maintain supervision of excavations during working hours.

B. Obstructions: Notify City or project biologist if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

Veteran’s Memorial Park Mitigation Plan
PLANTS 32 93 00 - 12
C. Drainage: Notify City or project biologist if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits.

D. Subsoil and topsoil removed from excavations may be amended and used as planting backfill mix.

3.8 SHRUB AND GROUNDCOVER PLANTING
A. To leach saline and sodic salts from the soil, fill all excavations with water and allow to percolate away before positioning trees and shrubs.

B. Set container stock plumb and in center of planting pit or trench with root flare 1 inch (25 mm) above adjacent finish grades or as indicated in the Drawings.

1. Use native soil to backfill.

2. Do not use planting stock if root ball is cracked or broken before or during planting operations.

3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

4. Continue backfilling process. Water again after placing and tamping final layer of soil.

5. When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.9 Handseeding Procedures:

A. The installation Contractor shall seed at the beginning of the winter season after the irrigation system installation has been deemed fully operational.

B. The areas to receive seed will be lightly raked prior to seeding to ensure good soil to seed contact. All species of seed will be mixed with an inert material, such as sand or rice hulls, and applied to the freshly raked areas through hand- broadcasting.
. .

3.113.10 SHRUB PRUNING
A. No pruning of native material unless otherwise directed by the Project Biologist.

Veteran’s Memorial Park Mitigation Plan
PLANTS 32 93 00 - 13

3.123.11 PLANTING AREA MULCHING
A. Mulch shall be used only as directed by restoration plan or by the City.

3.133.12 PLANT MAINTENANCE
A. See plans for additional Maintenance Requirements.

B. Maintain plantings by watering, weeding, mulching, restoring planting basins, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects and disease.

C. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence.

D. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated past management practices whenever possible to minimize the use of pesticides and reduce hazards. Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological control agents.

3.143.13 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents in accordance with authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.

B. Written permission is required.

C. Pre-Emergent and Post-E Herbicides (Selective and Non-Selective): Apply to tree, shrub, and ground-cover areas in accordance with manufacturer's written recommendations. Do not apply to seeded areas.

3.153.14 CLEANUP AND PROTECTION
A. During planting, keep adjacent paving and construction clean and work area in an orderly condition.

B. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

C. After installation and before Substantial Completion remove nursery tags, nursery stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting areas, and Project site.

Veteran’s Memorial Park Mitigation Plan
PLANTS 32 93 00 - 14

3.163.15 DISPOSAL
A. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property.

END OF SECTION

22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118  www.socalgeo.com July 15, 2019
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastian, LLA, LEED AP
Principal Landscape Architect
Proposal No.:19G109-1
Subject:Surficial Geologic Mapping
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
Dear Mr. Chastain:

In accordance with your request, we have completed surficial geologic mapping of potential and existing landslides. In order to prepare this report, we have also conducted geotechnical and geologic research of available sources. This report does not include any field or laboratory testing.

A comprehensive geotechnical study will be required prior to developing this site.

Site Location and Proposed Development
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts.The generallocation of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.

The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve.

The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.

Based on information provided by the City of Carlsbad, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, restrooms, and maintenance facilities. It is also expected that the park will include lighting, shade structures and fencing. No detailed plans have been provided at the time of this report.

It is assumed that any new buildings at the subject site will be single story structures of wood frame or masonry block construction. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 50 kips and 1 to 3 kips per linear foot, respectively.

It is assumed that the proposed structures will be supported on conventional shallow foundations and concrete slab on grade floors.

Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1Page 2
Regional Geology
The subject site is located within the Peninsular Ranges province. The Peninsular Ranges province consists of several northwesterly-trending ranges in the southwestern California. The province is truncated to the north by the east-west trending Transverse Ranges. Prior to the mid-Mesozoic, the region was covered by seas and thick marine sedimentary and volcanic sequences were deposited. The bedrock geology that dominates the elevated areas of the Peninsular Ranges consists of high-grade metamorphic rocks intruded by Mesozoic plutons. During the Cretaceous, extensive mountain building occurred during the emplacement of the southern California batholith. The Peninsular Ranges have been significantly disrupted by Tertiary and Quaternary strike-slip faulting along the Elsinore and San Jacinto faults. This tectonic activity has resulted in the present terrain.

Geologic Research
Geologic research indicates that the site is located in the southwestern area of the Peninsular Ranges. The primary available reference applicable to the subject site is the Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego County, California, by Siang S. Tan and Michael P. Kennedy, 1996. A portion of this map indicating the location of the subject site is included as Plate 3 in Appendix A of this report.

This map indicates that the site is underlain by two geologic units. The first geologic unit is the Holocene-age alluvium and colluvium deposits (Map Symbol Qal) located in a minor portion of the northwestern area of the site. This unit is described as unconsolidated silt, clay, sand and gravel. The second geologic unit is the Tertiary-age Santiago Formation (Map Symbol Tsa) underlying the majority of the subject site. The Santiago Formation consists of light-colored, poorly-bedded, poorly-indurated, fine- to medium-grained sandstone interbedded with siltstone and claystone with localized coarse-grained sandstone and conglomerate. Bedding attitudes on this map indicate that the beds strike generally northeast-southwest, dipping 12 to 15 degrees downward to the northwest. A minor fault (shear joint) plane is depicted on this map near the western boundary of the site. The minor fault plane generally strike northeast-southwest, dipping 80 degrees to the northwest. Three questionable landslides are also mapped 700 to 1,200± feet south-southeast of the subject site. These questionable landslides are located within the Santiago Formation.

Aerial Photograph Review
SCG performed a historic aerial photograph review. Historic aerial photographs were obtained from Google Earth and historicaerials.com. Historic aerial photographs from 1947, 1953, 1967, 1980, 1994, 2002, and 2018 were reviewed as part of this investigation. Aerial photographs from 2018, 1994, and 1947 are included as Plate 4, Plate 5, and Plate 6, respectively.

The subject site appears to be vacant and undeveloped from 1947 to prior to 1980. The subject site appears to have been cleared of vegetation throughout a significant portion of the site after 1980. Faraday Avenue is visible and several dirt hiking trails were also visible for the first time in the 2002 aerial photograph. The site appears to have been in its current configuration since at least 2002.

Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1Page 3
No geologic hazards such as faulting or landslides were readily visible during the historical aerial photograph review.

Geologic Mapping
As part of this investigation, SCG performed surficial geologic mapping at the subject site. It should be noted that no subsurface investigation was performed as part of this investigation. The geologic mapping was limited to surficial exposure and expression of geologic units and features.

Due to the recent rainfall, the site was covered with heavy native grass and weed growth which obscured the near-surface alluvial soils. Bedrock was only exposed in six (6) limited areas throughout the site.

Based on the bedrock exposed at the outcrops at the subject site, it is our opinion that the site is underlain by massive silty fine-grained sandstone with localized interbedded fine-grained sandstone and conglomerate of the Santiago Formation (Map Symbol Tsa). The geologic conditions at the site are generally consistent with the mapped geologic conditions. The bedding attitudes in the Santiago Formation in south-central area of the site generally strike northwest- southeast and dip 15 degrees to the northeast and the bedding attitudes in the Santiago Formation in the eastern area of the site generally strike southeast-southwest and dip 18 to 19 degrees to the northwest. As noted previously, a minor fault (shear joint) plane is mapped near the western boundary of the subject site. However, based on surface observations at the time of the geologic mapping, no evidence of surface expression of faults (i.e. fault scarps, fault line scarps, or displacement in the near surface soils) is present on the subject site. Three questionable landslides are also mapped south-southeast of the subject site. Based on the surface observations at the time of the geologic mapping, no evidence of surface expression of landslides (i.e. head scarps, minor scarps, crown cracks, radial cracks, etc.) is present on the subject site.

Fault Rupture Hazard
Currently, there is no published Alquist-Priolo Earthquake Fault Zone Map for the San Luis Rey Quadrangle. Therefore, the CGS has not mapped any active or potentially active faults with potential surface fault rupture in the San Luis Rey Quadrangle.

The nearest fault zone is the Rose Canyon Fault Zone (RCFZ) located 5.8± miles west of the subject site. The RCFZ is a right-lateral strike-slip fault. The RCFZ has a total length of 30 km with a slip rate ranging from 1.1 to 5 mm/yr. The interval between surface ruptures ranges between 1,200 and 3,000 years (scec.org).

An active fault is defined by the State of California under the Alquist-Priolo Act of 1972 as a fault which has displaced earth materials during the Holocene Epoch (11,000± years). The Santiago Formation bedrock that underlies the subject site is indicated to be Middle Eocene-Tertiary age (45± million years). Therefore, even though this bedrock unit may exhibit indicators of faulting near the subject site, the faulting may be ancient and may not be active.

Based on the age of the bedrock and the lack of surface expression at the subject site, the minor fault mapped outside the western boundary of the subject site is considered to be inactive.

Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1Page 4
Landslide Hazard
Based on the surficial geologic mapping conducted by SCG, there is no evidence of surface expressions for landslides at the subject site. In addition, there were no mapped landslides at the subject site and there were no indicators of landslides during the aerial photograph review.

Conclusions and Recommendations
Research of available maps indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. A minor fault (shear joint) plane is mapped on the western boundary of the subject site. This minor fault (shear joint) is not associated with any known active fault. Based on our observations of the ground surface at the time of the surficial geologic mapping and the historic aerial photograph review, the minor fault (shear joint) does not show surface expression (i.e. fault scarps or fault line scarps). This fault is not identified on the Alquist-Priolo Earthquake Fault Zone map. Therefore, the possibility of significant fault rupture on the site is considered to be low.

There are no mapped landslides on the subject site, no evidence for landslides observed during the surficial geologic mapping, and no evidence for landslides during the historical aerial photograph review. Therefore, the possibility of an active landslide at the subject site is considered low.

Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1Page 5
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Daryl Kas, CEG 2467
Senior Geoloigst
Gregory K. Mitchell, GE 2364
Principal Engineer
Enclosure: Plate 1: Site Location Map
Plate 2: Surficial Geologic Map
Plate 3: Geologic Map
Plate 4: Aerial Photograph – 2018
Plate 5: Aerial Photograph – 1994
Plate 6: Aerial Photograph - 1947

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2400'
DRAWN: ALCHKD: GKM
SCG PROJECT19G109-1
PLATE 1

SITE LOCATION MAP

CARLSBAD, CALIFORNIA
SOURCE: SAN DIEGO COUNTYTHOMAS GUIDE, 2008

15 19
18 FA
R
A
D
A
Y

A
V
E
N
U
E

WHITMAN WAY
15 85
85 NOTE: SURFICIAL GEOLOGIC UNITS OBSCURED BYVEGETATION EXCEPT IN EXPOSED OUTCROP AREAS.

NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRKCHKD: GKM
PLATE 2
SCG PROJECT19G109-1

CARLSBAD, CALIFORNIA

VETERANS MEMORIAL PARK

SURFICIAL GEOLOGIC MAP

GEOTECHNICAL LEGEND
NO
R
T
H
So
C
a
l
G
e
o
SANTIAGO FORMATION (Tsa)
15 85

OUTCROP

STRIKE AND DIP

JOINTING

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: ALCHKD: GKM
SCG PROJECT19G109-1
PLATE 3

GEOLOGIC MAP
CARLSBAD, CALIFORNIASOURCE: "GEOLOGIC MAP OF THEOCEANSIDE, SAN LUIS REY, AND SANMARCOS 7.5' QUADRANGLES, SAN DIEGOCOUNTIY, CALIFORNIA" TAN ANDKENNEDY, 1996 Site boundary

SITE

CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 2018

VETERANS MEMORIAL PARK
DRAWN: DRKCHKD: GKM
1" = 300'
PLATE 4
SCG PROJECT19G109-1

SITE

CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 1994

VETERANS MEMORIAL PARK
DRAWN: DRKCHKD: GKM
1" = 300'
PLATE 5
SCG PROJECT19G109-1

SITE

CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 1947

VETERANS MEMORIAL PARK
DRAWN: DRKCHKD: GKM
1" = 300'
PLATE 6
SCG PROJECT19G109-1

GEOTECHNICAL INVESTIGATION

VETERANS MEMORIAL PARK
Faraday Avenue at Whitman Way
Carlsbad, California
for
RJM Design Group

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com

August 7, 2020

RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675

Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect

Proposal No.: 19G109-2

Subject: Geotechnical Investigation
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California

Dear Mr. Chastain:

In accordance with your request, we have conducted a geotechnical investigation at the subject site. We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation.

We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Gregory K. Mitchell, GE 2364
Principal Engineer

Robert G. Trazo, GE 2655
Principal Engineer

Distribution: (1) Addressee

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY 1

2.0 SCOPE OF SERVICES 3

3.0 SITE AND PROJECT DESCRIPTION 4

3.1 Site Conditions 4

3.2 Proposed Development 4

4.0 SUBSURFACE EXPLORATION 6

4.1 Scope of Exploration/Sampling Methods 6

4.2 Geotechnical Conditions 6

4.3 Geologic Conditions 7

5.0 LABORATORY TESTING 10

6.0 CONCLUSIONS AND RECOMMENDATIONS 12

6.1 Seismic Design Considerations 12

6.2 Geotechnical Design Considerations 16

6.3 Site Grading Recommendations 18

6.4 Construction Considerations 23

6.5 Shallow Foundation Design and Construction – New Buildings 25

6.6 Drilled Pier Foundation Design and Construction 27

6.7 Floor Slab Design and Construction 28

6.8 Exterior Flatwork Design and Construction 29

6.9 Retaining Wall Design and Construction 30

6.10 Pavement Design Parameters 32

7.0 GENERAL COMMENTS 35

8.0 REFERENCES 36

APPENDICES

A Plate 1: Site Location Map D Grading Guide Specifications Plate 2: Boring Location Plan E Seismic Design Parameters Plate 3: Geologic Map F Liquefaction Evaluation Spreadsheets B Boring Logs
C Laboratory Test Results

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 1

1.0 EXECUTIVE SUMMARY
Presented below is a brief summary of the conclusions and recommendations of this investigation.

Since this summary is not all inclusive, it should be read in complete context with the entire report.

Geotechnical Design Considerations
• The extreme northern portion of the site is underlain by relatively deep alluvial soils. The remainder of the site is underlain by a relatively shallow layer of colluvium, which is underlain by Santiago formation sandstone and siltstone.
• Mapping performed by the County of San Diego indicates that the northern portion of the subject site is located within a liquefaction hazard zone. Therefore, one boring was extended to a depth of 50± feet below the existing site grades.
• The liquefaction analysis indicates a total settlement of 3.3± inches at Boring No. B-1. The liquefaction-induced differential settlements are conservatively estimated to be in the range of 1.6 to 2.2± inches. Assuming that these settlements occur across a distance of 50± feet, an angular distortion of 0.004± inches per inch would result. • The proposed building areas are generally underlaying by medium expansive alluvial and colluvial soils that possess low to moderate strengths and a potential for hydrocollapse. • Where new buildings are supported on shallow foundations and slabs-on-grade, remedial grading will be necessary to remove the upper portion of the near-surface native colluvial soils and replace these materials as compacted structural fill. • Shallow drilled piers may be used to support shade structures, canopies, etc., to minimize remedial grading.

Site Preparation Recommendations
• Remedial grading is recommended to be performed within the proposed building areas in order to remove the upper portion of the existing low strength alluvial and colluvial soils. The soils present within the proposed building areas should be overexcavated to a depth of 5 feet below existing grade and to a depth of at least 3 feet below proposed building pad subgrade elevation. The northern restroom building should be overexcavated to a depth of at least 5 feet below proposed pad grade. The proposed foundation influence zones should also be overexcavated to a depth of at least 3 feet below proposed foundation bearing grade. • After the recommended overexcavation has been completed, the resulting subgrade soils should be evaluated by the geotechnical engineer to identify any additional soils that should be overexcavated. The resulting subgrade should then be scarified to a depth of 12 inches, thoroughly moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. The previously excavated soils may then be replaced as compacted structural fill. • The subgrade soils within new flatwork, parking areas, bocce ball courts, playgrounds, etc., are recommended to be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.
• Due to the presence of medium expansive soils, consideration should be given to placing a 12 to 24-inch thick layer of very low expansive soils below the new flatwork.

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 2
Building Foundations
• Conventional shallow foundations, supported in newly placed compacted fill. • 2,000 lbs/ft2 maximum allowable soil bearing pressure. • Reinforcement consisting of at least six (6) No. 5 rebars (3 top and 3 bottom) in strip footings, due to the liquefaction potential and expansive potential of the on-site soils. Additional reinforcement may be necessary for structural considerations. • Structurally connect any isolated footings in both perpendicular directions within structures underlain by potentially liquefiable alluvium.

Pole Foundations
• Structures incorporating isolated poles, such as trellises, shade structures and light poles may be supported on shallow drilled pier foundations, supported in newly placed compacted fill. • 3,000 lbs/ft2 maximum allowable end-bearing pressure. • Minimum embedment: 5 feet below adjacent grade; 2 feet below grade for fencing.

Building Floor Slabs
• Conventional Slab-on-Grade, 4½ inches thick.
• Minimum slab thickness 6 inches for buildings underlain by potentially liquefiable alluvial soils, such as the northern restroom building.
• Reinforcement consisting of No. 4 bars at 16-inches on center in both directions due to the expansion potential of the on-site soils. The actual floor slab reinforcement should be determined by the structural engineer.

Pavements
ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12

PORTLAND CEMENT CONCRETE PAVEMENTS (R = 15)
Materials
Thickness (inches)
Automobile Parking
and Drive Areas
(TI = 4.0 to 5.0)
Truck Traffic Areas
(TI =6.0)
Fire Lane
(TI = 6.5)
PCC 5 5½ 6
Compacted Subgrade
(95% minimum compaction) 12 12 12

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 3

2.0 SCOPE OF SERVICES
The scope of services performed for this project was in accordance with our Proposal No. 18P372R, dated October 30, 2018. The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the structure foundations, structure floor slabs, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development. Based on the location of the subject site, this investigation also included a site-specific liquefaction evaluation. The evaluation of the environmental aspects of this site was beyond the scope of services for this geotechnical investigation.

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 4

3.0 SITE AND PROJECT DESCRIPTION

3.1 Site Conditions
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.

The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve.

Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from elevation 222± feet mean sea level (msl) in the east-central area to 44± feet msl in the northwestern area of the site.

3.2 Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site, and a second restroom building located in the southern region of the site.

Detailed structural information was not available at the time of this report. It is assumed that any new buildings at the subject site will be single story structures of wood frame or masonry block construction. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 30 kips and 1 to 3 kips per linear foot, respectively. It is assumed that the proposed structures will be supported on shallow foundations and concrete slab on grade floors.

Grading plans for the proposed development were not available at the time of this report. The proposed development is not expected to include any significant amounts of below-grade construction such as basements or crawl spaces. Based on the existing site topography and assuming a relatively balanced site, cuts and fills of up to 5± feet are expected to be required.

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 5

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 6

4.0 SUBSURFACE EXPLORATION

4.1 Scope of Exploration/Sampling Methods
The subsurface exploration conducted for this project consisted of five (5) borings advanced to depths of 15 to 50± feet below the existing site grades. The 50-foot deep boring was advanced at the site as part of the liquefaction evaluation. All of the borings were logged during drilling by a member of our staff.

The borings were advanced with hollow-stem augers, by a limited access track-mounted drilling rig. Representative bulk and relatively undisturbed soil samples were taken during drilling.

Relatively undisturbed soil samples were taken with a split barrel “California Sampler” containing a series of one inch long, 2.416± inch diameter brass rings. This sampling method is described in ASTM Test Method D-3550. In-situ samples were also taken using a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory.

The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B.

4.2 Geotechnical Conditions
Alluvium
Native alluvium was encountered at the ground surface at Boring No. B-1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clays extending to a depth of 32± feet. Boring No. B-1 encountered medium dense clayey fine sands and silty fine sands extending from a depth of 32± feet to at least the maximum depth explored of 50± feet.

Colluvium

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Bedrock

Bedrock of the Santiago Formation was encountered at the ground surface at Boring No. B-2 and beneath the colluvium at Borings Nos. B-3 through B-5, extending to a depth of at least 15± feet.

The bedrock consists of interbedded medium dense to very dense silty fine-grained sandstone and fine-grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.

Groundwater
Groundwater was encountered during drilling at Boring No. B-1 at a depth of 43± feet. A delayed water level reading was taken after 4 hours. However, the boring caved to a depth of 37½± feet.

Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving conditions, the depth to the static groundwater table is considered to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.

SCG reviewed the water level data was obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/ . However, the nearest monitoring well on record is located approximately 5.5 miles north of the site. Therefore, this groundwater data would not represent the groundwater at the subject site. SCG also reviewed groundwater information provided on California State Water Resources Control Board (SWRCB) Geotracker website https://geotracker.waterboards.ca.gov/ . The nearest groundwater monitoring well is located 1.7± miles to the southeast of the subject site. The water level readings within this monitoring well indicate a groundwater level of 3.9± feet below the ground surface. This well is approximately at an elevation of 198± msl. Another groundwater monitoring well is located 1.8± miles southeast of the subject site. The water level readings in this monitoring well indicate a groundwater level of 22± feet below the ground surface. This well is at an elevation of approximately 300± feet msl.

4.3 Geologic Conditions
The subject site is located within the Peninsular Ranges province. The Peninsular Ranges province consists of several northwesterly-trending ranges in the southwestern California. The province is truncated to the north by the east-west trending Transverse Ranges. Prior to the mid-Mesozoic, the region was covered by seas and thick marine sedimentary and volcanic sequences were deposited. The bedrock geology that dominates the elevated areas of the Peninsular Ranges consists of high-grade metamorphic rocks intruded by Mesozoic plutons. During the Cretaceous, extensive mountain building occurred during the emplacement of the southern California batholith. The Peninsular Ranges have been significantly disrupted by Tertiary and Quaternary strike-slip faulting along the Elsinore and San Jacinto faults. This tectonic activity has resulted in the present terrain.

The primary available reference applicable to the subject site is the Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego County, California, by Siang S. Tan and Michael P. Kennedy, 1996. A portion of this map indicating the location of the subject site is included as Plate 3 in Appendix A of this report.

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Based on the conditions encountered during drilling, the subsurface conditions are similar to the mapped geologic conditions. Holocene-age alluvial soils consisting of clayey sands and sandy clays were encountered in the northwestern area of the site at Boring No. B-1. Santiago Formation bedrock consisting of silty fine-grained sandstone, fine-grained sandy siltstone, and clayey siltstone were encountered below the shallow colluvial soils in the remaining areas of the site.

SCG previously conducted superficial geologic mapping at the subject site. The results of this mapping were presented in our Report No. 19G109-1, dated July 15, 2019. Excerpts from this report are presented below:

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observations at the time of the geologic mapping, no evidence of surface expression of landslides (i.e. head scarps, minor scarps, crown cracks, radial cracks, etc.) is present on the subject site.

Based on the age of the bedrock and the lack of surface expression at the subject site, the minor fault mapped outside the western boundary of the subject site is considered to be inactive.

Landslide Hazard
Based on the surficial geologic mapping conducted by SCG, there is no evidence of surface expressions for landslides at the subject site. In addition, there were no mapped landslides at the subject site and there were no indicators of landslides during the aerial photograph review.

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5.0 LABORATORY TESTING
The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths.

Classification
All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report.

Density and Moisture Content
The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Consolidation
Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D-2435. The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-4 in Appendix C of this report.

Maximum Dry Density and Optimum Moisture Content
A representative bulk sample has been tested for its maximum dry density and optimum moisture content. The results have been obtained using the Modified Proctor procedure, per ASTM D-1557 and are presented on Plate C-5 in Appendix C of this report. These tests are generally used to compare the in-situ densities of undisturbed field samples, and for later compaction testing.

Additional testing of other soil types or soil mixes may be necessary at a later date.

Soluble Sulfates
A representative sample of the near-surface soils were submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes

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into contact with these soils. The results of the soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report.

Sample Identification Soluble Sulfates (%) Sulfate Classification B-1 @ 0 to 5 feet 0.013 Not Applicable (S0)
Corrosivity Testing
A representative bulk sample of the near-surface soils were submitted to a subcontracted corrosion engineering laboratory to determine if the near-surface soils possess corrosive characteristics with respect to common construction materials. The corrosivity testing included a determination of the electrical resistivity, pH, and chloride and nitrate concentrations of the soils, as well as other tests. The results of some of these tests are presented below.

Sample Identification Saturated Resistivity
(ohm-cm) pH Chlorides
(mg/kg)
Nitrates
(mg/kg)
B-1 @ 0 to 5 feet 1,080 7.5 47 49
Expansion Index
The expansion potential of the on-site soils was determined in general accordance with ASTM D- 4829. The testing apparatus is designed to accept a 4-inch diameter, 1-in high, remolded sample.

The sample is initially remolded to 50± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24-hour period. The results of the EI testing are as follows:

Sample Identification Expansion Index Expansive Potential B-1 @ 0 to 5 feet 68 Medium

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6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design, construction, and grading considerations.

The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The recommendations are provided with the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to verify compliance with these recommendations. Maintaining Southern California Geotechnical, Inc., (SCG) as the geotechnical consultant from the beginning to the end of the project will provide continuity of services. The geotechnical engineering firm providing testing and observation services shall assume the responsibility of Geotechnical Engineer of Record.

The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development.

6.1 Seismic Design Considerations
The subject site is located in an area which is subject to strong ground motions due to earthquakes. The performance of a site specific seismic hazards analysis was beyond the scope of this investigation. However, numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefore, significant damage to structures may be unavoidable during large earthquakes. The proposed structures should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life.

Faulting and Seismicity
Research of available maps indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. Therefore, the possibility of significant fault rupture on the site is considered to be low.

Seismic Design Parameters
The 2019 California Building Code (CBC) provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site.

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Based on standards in place at the time of this report, the proposed development is expected to be designed in accordance with the requirements of the 2019 edition of the California Building Code (CBC), which was adopted on January 1, 2020.

The 2019 CBC Seismic Design Parameters have been generated using the SEAOC/OSHPD Seismic Design Maps Tool, a web-based software application available at the website www.seismicmaps.org . This software application calculates seismic design parameters in accordance with several building code reference documents, including ASCE 7-16, upon which the 2019 CBC is based. The application utilizes a database of risk-targeted maximum considered earthquake (MCER) site accelerations at 0.01-degree intervals for each of the code documents.

The tables below were created using data obtained from the application. The output generated from this program is included as Plate E-1 in Appendix E of this report.

The 2019 CBC requires that a site-specific ground motion study be performed in accordance with Section 11.4.8 of ASCE 7-16 for Site Class D sites with a mapped S1 value greater than 0.2.

However, Section 11.4.8 of ASCE 7-16 also indicates an exception to the requirement for a site- specific ground motion hazard analysis for certain structures on Site Class D sites. The commentary for Section 11 of ASCE 7-16 (Page 534 of Section C11 of ASCE 7-16) indicates that “In general, this exception effectively limits the requirements for site-specific hazard analysis to very tall and or flexible structures at Site Class D sites.” Based on our understanding of the proposed development, the seismic design parameters presented below were calculated assuming that the exception in Section 11.4.8 applies to the proposed structure at this site. However, the structural engineer should verify that this exception is applicable to the proposed structures. Based on the exception, the spectral response accelerations presented below were calculated using the site coefficients (Fa and Fv) from Tables 1613.2.3(1) and 1613.2.3(2) presented in Section 16.4.4 of the 2019 CBC. 2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value
Mapped Spectral Acceleration at 0.2 sec Period SS 1.004 Mapped Spectral Acceleration at 1.0 sec Period S1 0.365 Site Class --- D*
Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.205 Site Modified Spectral Acceleration at 1.0 sec Period SM1 0.706 Design Spectral Acceleration at 0.2 sec Period SDS 0.803 Design Spectral Acceleration at 1.0 sec Period SD1 0.471 *The 2019 CBC requires that Site Class F be assigned to any profile containing soils vulnerable to potential failure or collapse under seismic loading, such as liquefiable soils. For Site Class F, the site coefficients are to be determined in accordance with Section 11.4.7 of ASCE 7-16. However, Section 20.3.1 of ASCE 7-16 indicates that for sites with structures having a fundamental period of vibration equal to or less than 0.5 seconds, the site coefficient factors (Fa and Fv) may be determined using the standard procedures. The seismic design parameters tabulated above were calculated using the site coefficient factors for Site Class D, assuming that the fundamental period of the structures is less than 0.5 seconds. However, the results of the liquefaction evaluation indicate that the subject site is underlain by potentially liquefiable soils. Therefore, if the proposed structures have a fundamental period greater than

0.5 seconds, a site-specific seismic hazards analysis will be required and additional subsurface exploration will be necessary. Additional subsurface exploration and laboratory testing should be performed at the time of the design-level geotechnical investigation to confirm that this is a Site Class D site.

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It should be noted that the site coefficient Fv and the parameters SM1 and SD1 were not included in the SEAOC/OSHPD Seismic Design Maps Tool output for the 2019 CBC. We calculated these parameters-based on Table 1613.2.3(2) in Section 16.4.4 of the 2019 CBC using the value of S1 obtained from the Seismic Design Maps Tool, assuming that a site-specific ground motion hazards analysis is not required for the proposed buildings at this site.

Ground Motion Parameters
For the purposes of the liquefaction analysis performed for this study, we utilized a site acceleration consistent with maximum considered earthquake ground motions, as required by the 2019 CBC. The peak ground acceleration (PGA) was determined in accordance with Section 11.8.3 of ASCE 7-16. The parameter PGAM is the maximum considered earthquake geometric mean (MCEG) PGA, multiplied by the appropriate site coefficient from Table 11.8-1 of ASCE 7-16. The web-based software application SEAOC/OSHPD Seismic Design Maps Tool (described in the previous section) was used to determine PGAM, which is 0.527g. A portion of the program output is included as Plate E-1 of this report. An associated earthquake magnitude was obtained from the USGS Unified Hazard Tool, Interactive Deaggregation application available on the USGS website. The deaggregated modal magnitude is 6.67, based on the peak ground acceleration and soil classification D.

Liquefaction
The Liquefaction Hazard Map, published by San Diego County, indicates that the extreme northern portion of the subject site is located within a liquefaction hazard zone. The majority of the site is not located within a liquefaction hazard zone. Based on this mapping, and the subsurface conditions encountered at the borings, the scope of this investigation included a detailed liquefaction evaluation in order to determine the site-specific liquefaction potential.

Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore-water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and plasticity characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may impact surface improvements is generally identified as the upper 50 feet below the existing ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (d50) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss, 1971). Non-sensitive clayey (cohesive) soils which possess a plasticity index of at least 18 (Bray and Sancio, 2006) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table.

The liquefaction analysis was conducted in accordance with the requirements of Special Publication 117A (CDMG, 2008), and currently accepted practice (SCEC, 1997). The liquefaction potential of the subject site was evaluated using the empirical method developed by Boulanger and Idriss (Boulanger and Idriss, 2008). This method predicts the earthquake-induced liquefaction potential of the site based on a given design earthquake magnitude and peak ground acceleration at the subject site. This procedure essentially compares the cyclic resistance ratio (CRR) [the cyclic stress ratio required to induce liquefaction for a cohesionless soil stratum at a given depth] with the earthquake-induced cyclic stress ratio (CSR) at that depth from a specified design

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earthquake (defined by a peak ground surface acceleration and an associated earthquake moment magnitude). CRR is determined as a function of the corrected SPT N-value (N1)60-cs, adjusted for fines content. The factor of safety against liquefaction is defined as CRR/CSR. Based on Special Publication 117A, a factor of safety of at least 1.3 is required in order to demonstrate that a given soil stratum is non-liquefiable. Additionally, in accordance with Special Publication 117A, clayey soils which do not meet the criteria for liquefiable soils defined by Bray and Sancio (2006), loose soils with a plasticity index (PI) less than 12 and moisture content greater than 85% of the liquid limit, are considered to be insusceptible to liquefaction. Non-sensitive soils with a PI greater than 18 are also considered non-liquefiable.

The liquefaction analysis procedure is tabulated on the spreadsheet forms included in Appendix F of this report. The liquefaction analysis was performed for Boring No. B-1, which was advanced to a depth of 50± feet. The liquefaction potential was analyzed at the boring location utilizing a PGAM of 0.527g related to a 6.67 magnitude seismic event. The liquefaction evaluation was performed using a historic high groundwater depth of 37.5 feet.

If liquefiable soils are identified, the potential settlements that could occur as a result of liquefaction are determined using the equation for volumetric strain due to post-cyclic reconsolidation (Yoshimine et. al, 2006). This procedure uses an empirical relationship between the induced cyclic shear strain and the corrected N-value to determine the expected volumetric strain of saturated sands subjected to earthquake shaking. This analysis is also documented on the spreadsheets included in Appendix F.

Conclusions and Recommendations
The liquefaction analysis has identified potentially liquefiable soils at Boring No. B-1. The liquefiable materials are present in a several layers between depths of 37.5 and 50± feet. Soils which are located above the historic high groundwater table (37.5 feet), or possess factors of safety in excess of 1.3, are considered non-liquefiable. Settlement analyses were conducted for each of the potentially liquefiable strata.

Based on the settlement analysis (also tabulated on the spreadsheets in Appendix F) a total dynamic (liquefaction induced) settlement of 3.3± inches could be expected at Boring No. B-1.

The associated differential settlement is estimated to be on the order of 1.6 to 2.2± inches. The estimated differential settlement could be assumed to occur across a distance of 50 feet, indicating a maximum angular distortion of less than 0.004± inches per inch.

It should be noted that the potentially liquefiable alluvial soils are only located in the north and northwestern regions of the site. As shown on Plate 3, the Geologic Map, the majority of the site is underlain by Santiago formation bedrock which is non-liquefiable. Special design considerations related to liquefaction-induced settlements will only be required for shallow foundations located within the area of the site that is underlain by the alluvial soils.

Based on our understanding of the proposed development, it is considered feasible to support the proposed structure on shallow foundations. Such a foundation system can be designed to resist the effects of the anticipated differential settlements, to the extent that the structure would

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not catastrophically fail. Designing the proposed structure to remain completely undamaged during a seismic event that could occur once every 2475 years (the code-specified return period used in the liquefaction analysis) is not considered to be economically feasible. Based on this understanding, the use of a shallow foundation system is considered to be the most economical means of supporting the proposed structures.

In order to support the proposed structures on shallow foundations (such as spread footings) the structural engineer should verify that the structure would not catastrophically fail due to the predicted dynamic differential settlements. Any utility connections to the structures should be designed to withstand the estimated differential settlements. It should also be noted that minor to moderate repairs, including re-leveling, restoration of utility connections, repair of damaged drywall and stucco, etc., would likely be required after occurrence of the liquefaction-induced settlements.

The use of a shallow foundation system, as described in this report, is typical for buildings of this type, where they are underlain the extent of liquefiable soils encountered at this site. The post- liquefaction damage that could occur within the buildings proposed for this site will also be typical of similar buildings in the vicinity of this project. However, if the owner determines that this level of potential damage is not acceptable, other geotechnical and structural options are available, including the use of ground improvement or mat foundations.

6.2 Geotechnical Design Considerations
General
Most of the site is underlain by a thin layer of colluvium, which is underlain at relatively shallow depth by Santiago formation bedrock. The notable exception to this is the northwestern corner of the site, in the vicinity of our Boring No. B-1. In this area, the site is underlain by native alluvial soils extending to a depth of more than 50± feet.

The near surface alluvium and colluvium possesses moderate strengths. The results of laboratory testing indicate that the upper 3 to 4± feet of these soils possess a potential for moderate consolidation and hydrocollapse. Based on these conditions, it is recommended that remedial grading be performed within the areas of the proposed structures. For structures supported on isolated pole foundations, such as canapés or playgrounds, the foundations may consist of shallow drilled piers, extended through the existing alluvium/colluvium into the native Santiago formation bedrock or medium dense alluvium below.

As discussed in a previous section of this report, potentially liquefiable soils were identified at Boring No. B-1, drilled in the northwestern region of the site. Therefore, special grading and foundation design recommendations will apply to the proposed pavilion/restroom/catering support building. The presence of the recommended layer of newly placed compacted structural fill above these liquefiable soils will help to reduce any surface manifestations that could occur as a result of liquefaction. The foundation and floor slab design recommendations presented in the subsequent sections of this report also contain recommendations to provide additional rigidity in

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order to reduce the potential effects of differential settlement that could occur as a result of liquefaction.

Settlement
The proposed remedial grading will remove the existing compressible alluvium/colluvium from within the proposed building areas. Alternatively, the foundations may be extended through the surface of colluvial soils into the Santiago formation bedrock below. The underlying native materials possess relatively high strengths and will not be excessively compressible under the new foundation loads. Therefore, following completion of the recommended remedial grading, post-construction static settlements are expected to be within tolerable limits.

Expansion
Laboratory testing performed on a representative sample of the near-surface soils indicates that these materials are medium expansive (EI = 68). Based on the presence of expansive soils at this site, special design and construction considerations are warranted. All building pad and flatwork subgrade soils should be properly moisture conditioned and maintained at adequate moisture content throughout the construction process. Further recommendations concerning the expansive soils are presented in subsequent sections of this report. It is recommended that additional expansion index testing be conducted at the completion of rough grading to verify the expansion potential of the as-graded structure pads.

Soluble Sulfates
The results of the soluble sulfate testing indicate that the selected sample of the on-site soils contains a concentration of soluble sulfates that corresponds to Class S0 with respect to the American Concrete Institute (ACI) Publication 318-14 Building Code Requirements for Structural Concrete and Commentary, Section 4.3. Therefore, specialized concrete mix designs are not considered to be necessary, with regard to sulfate protection purposes. It is, however, recommended that additional soluble sulfate testing be conducted at the completion of rough grading to verify the soluble sulfate concentrations of the soils which are present at finished grade.

Corrosion Potential
The results of laboratory testing indicate that a representative sample of the on-site soils possesses a saturated resistivity value of 1,080 ohm-cm, and a pH value of 7.5. This test result has been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity characteristics of the site. Sulfides, and redox potential are factors that are also used in the evaluation procedure. We have evaluated the corrosivity characteristics of the on-site soils using resistivity, pH, and moisture content. Based on these factors, and utilizing the DIPRA procedure, the on-site soils are considered to be highly corrosive to ductile iron pipe. Therefore, polyethylene encasement or some other appropriate method of protection will be required for iron pipes. Since SCG does not practice in the area of corrosion engineering, the client may also wish to contact a corrosion engineer to provide a more thorough evaluation.

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Only a low level (47 mg/kg) of chlorides was detected in the sample submitted for corrosivity testing. In general, soils possessing chloride concentrations in excess of 350 to 500 parts per million (ppm) are considered to be corrosive with respect to steel reinforcement within reinforced concrete. Based on the lack of any significant chlorides in the tested sample, the site is considered to have a C1 chloride exposure in accordance with the American Concrete Institute (ACI) Publication 318 Building Code Requirements for Structural Concrete and Commentary. Therefore, a specialized concrete mix design for reinforced concrete for protection against chloride exposure is not considered warranted.

Shrinkage/Subsidence
Based on the results of the laboratory testing, removal and recompaction of the loose near- surface alluvial/colluvial soils, extending to depths of 5 to 6± feet, is estimated to result in an average shrinkage of 10 to 16 percent. Shrinkage or bulking of less than 5 percent is expected to occur where Santiago formation bedrock materials are excavated and replaced as compacted fill. It should be noted that these shrinkage estimates are based on the results of dry density testing performed on small-diameter samples of the existing soils taken at the boring locations.

If a more accurate and precise shrinkage estimate is desired, SCG can perform a shrinkage study involving several excavated test-pits where in-place densities are determined using in-situ testing methods instead of laboratory density testing on small-diameter samples. Please contact SCG for details and a cost estimate regarding a shrinkage study, if desired.

Minor ground subsidence is expected to occur in the soils below the zone of removal, due to settlement and machinery working. The subsidence is estimated to be 0.1± feet. This estimate may be used for grading in areas that are underlain by native alluvial or colluvial soils.

These estimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependent on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely.

Grading and Foundation Plan Review
No detailed grading or foundation plans were available at the time of this report. It is therefore recommended that we be provided with copies of the preliminary plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.

6.3 Site Grading Recommendations
The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site-specific recommendations presented below.

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Site Stripping and Demolition
Initial site preparation should include stripping of any existing surficial vegetation and organic materials. Based on conditions observed at the time of the field exploration, stripping of only minor native grass and weed growth may be necessary within the western half of the subject site. Any organic material should be disposed of off-site. Removal of any trees should include all of the associated root masses. The actual extent of site stripping should be determined by the geotechnical engineer at the time of grading, based on the organic content and the stability of the encountered materials.

Treatment of Existing Soils: Building Pads
It is recommended that remedial grading be performed within the proposed building areas to remove the collapsible/compressible near-surface native alluvium and colluvium. The proposed building areas should be overexcavated to a depth of at least 5 feet below existing grade, and to a depth of at least 3 feet below proposed pad grade. Buildings that are underlain by potentially liquefiable alluvium, such as the northern restroom building, should be overexcavated to a depth of 5 feet below proposed pad grade. These recommendations apply to the building pads associated with the restrooms and catering support structures. Any similar structures (potentially including the proposed veterans memorial) to be supported on conventional shallow foundations and a concrete slab on grade floor should also be prepared in this manner.

Within the influence zones of the new foundations, the overexcavation should extend to a depth of at least 3 feet below proposed foundation bearing grade. The overexcavation should extend at least 5 feet beyond the building perimeter, and to an extent equal to the depth of new fill below the foundation bearing grade. If the proposed structures incorporate any exterior columns (such as for a building canopy or overhang) the overexcavation should also encompass these areas.

Following completion of the overexcavation, the subgrade soils within the new building areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structures. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density native soils are encountered at the base of the overexcavation.

Based on conditions encountered at the exploratory boring locations, some zones of moist to very moist soils will be encountered at or near the base of the recommended overexcavation. Stabilization of the exposed overexcavation subgrade soils is expected to be necessary. Scarification and air drying of these materials may be sufficient to obtain a stable subgrade. However, if highly unstable soils are identified, and if the construction schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse crushed stone or geotextile, could be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations.

After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of 12 inches, and moisture conditioned to at least 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. The previously excavated soils may then be replaced as compacted structural fill.

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Treatment of Existing Soils: New Pole Foundation Areas Some of the new improvements including fencing, lighting, shade structures and trellises will require new foundations. As discussed in a subsequent section of this report, it is recommended that these improvements be supported on drilled pier foundations, extending through the surficial fill soils. Therefore, no significant remedial grading is considered warranted within these new foundation areas.

Treatment of Existing Soils: Bocce Ball Courts
Remedial grading should be performed within the proposed bocce court areas in order to remove the surficial alluvium/colluvium, and to create a more uniform subgrade condition. It is recommended that the existing soils within the area of the proposed bocce ball courts be overexcavated to a depth of 1 foot below proposed subgrade elevation. Following completion of the overexcavation, the subgrade soils within the field areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density fill soils are encountered at the base of the overexcavation.

Based on conditions encountered at the exploratory boring locations, some zones of very moist soils may be encountered at or near the base of the recommended overexcavation. Stabilization of the exposed overexcavation subgrade soils may be necessary. Scarification and air drying of these materials may be sufficient to obtain a stable subgrade. However, if highly unstable soils are identified, and if the construction schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse crushed stone or geotextile, could be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations.

After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches, and moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. It is recommended that the bocce court areas be raised to grade with imported select structural fill, possessing an expansion index no greater than 20.

Any remedial grading and site preparation activities within the area of the proposed bocce ball courts should also be in accordance with any relevant specifications of the synthetic turf/bocce court surface manufacturer.

Treatment of Existing Soils: Parking and Drive Areas
Based on economic considerations, overexcavation of the existing potentially compressible soils in the new parking and drive areas is not considered warranted, with the exception of areas where lower strength, or unstable, soils are identified by the geotechnical engineer during grading.

Subgrade preparation in the new parking and drive areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then

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evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

The grading recommendations presented above for the proposed parking and drive areas assume that the owner and/or developer can tolerate minor amounts of settlement within the proposed parking areas. The grading recommendations presented above do not completely mitigate the extent of the compressible native soils that may be present in the parking and drive areas. As such, settlement and associated pavement distress could occur. Typically, repair of such distressed areas involves significantly lower costs than completely mitigating these soils at the time of construction. If the owner cannot tolerate the risk of such settlements, the parking and drive areas should overexcavated to provide a new layer of structural fill at least 2 feet in thickness.

Treatment of Existing Soils: Retaining Walls and Site Walls The existing soils within the areas of any proposed retaining walls (less than 5 feet of retained height) should be overexcavated to a depth of 3 feet below foundation bearing grade and replaced as compacted structural fill, as discussed above for the proposed building pads. The foundation subgrade soils within the areas of any proposed non-retaining site walls should also be overexcavated to a depth of 3 feet below proposed foundation bearing grade. For both types of walls, the overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed subgrade soils. The previously excavated soils may then be replaced as compacted structural fill.

If any walls retaining more than 5 feet of soil are proposed for this site, the geotechnical engineer should be contacted to provide supplementary remedial grading recommendations.

Treatment of Existing Soils: Flatwork
The proposed development is expected to include some areas of new Portland cement concrete flatwork. Based on conditions encountered at the boring locations, it is expected that these areas of flatwork will be underlain by moist to very moist medium expansive soils. The presence of these soils possesses a minor risk of heave and damage to new flatwork, which will be relatively lightly loaded. Based on economic considerations, flatwork is typically constructed immediately over medium expansive soils. However, if the owner desires protection against heaving of flatwork, a layer of very low expansive select structural fill could be placed below the flatwork areas. Typically, this layer of select fill is 1 to 2 feet in thickness.

Subgrade preparation in the new flatwork areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

Based on the presence of variable strength fill soils throughout the site, it is expected that some isolated areas of additional overexcavation may be required to remove zones of lower strength, unsuitable soils.

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These flatwork subgrade preparation recommendations may also be used for areas of new exterior rubberized play surfacing and areas of new flagstone, subject to any applicable manufacturer’s recommendations.

Fill Placement
• Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above the optimum moisture content and compacted. • On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. Some drying of the on-site soils will likely be necessary in order to achieve a moisture content suitable for compaction as structural fill. All fill should conform with the recommendations presented in the Grading Guide Specifications, included as Appendix D.
• All grading and fill placement activities should be completed in accordance with the requirements of the 2019 CBC and the grading code of the city of Carlsbad. • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed.
• Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor. Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications.

Imported Structural Fill
All imported structural fill should consist of very low expansive (EI < 20), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve).

Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D.

Utility Trench Backfill
In general, all utility trench backfill should be compacted to at least 90 percent of the ASTM D- 1557 maximum dry density. As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and compacted in place (jetting or flooding is not recommended).

It is recommended that materials in excess of 3 inches in size not be used for utility trench backfill.

Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the city of Carlsbad. All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soils should be compaction tested where possible; probed and visually evaluated elsewhere.

Utility trenches which parallel a footing, and extending below a 1h:1v plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches.

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6.4 Construction Considerations
Excavation Considerations
The near-surface soils generally consist of silty clays and sandy clays. These materials are not expected to be subject to significant caving within shallow excavations. If caving does occur within shallow excavations, flattened excavation slopes are expected to be sufficient to provide excavation stability. Deeper excavations will require some form of external stabilization such as shoring or bracing. Maintaining adequate moisture content within the near-surface soils will improve excavation stability. Temporary excavation slopes should be no steeper than 1.5h:1v.

All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations.

Excavations into the Santiago formation bedrock can be sloped at 1h:1v.

We were able to extend borings 15 feet into the Santiago formation bedrock using a conventional hollow-stem auger drill rig. Therefore it is expected that conventional grading equipment will be adequate to excavate the bedrock materials at depths of up to 15± feet. However, due to the density of the bedrock, slower production rates should be expected. If excavations more than 15 feet into bedrock are required, additional studies may be necessary to evaluate the excavation characteristics of the deeper bedrock materials.

Expansive Soils
The near-surface soils at this site are potentially expansive. Therefore, care should be given to proper moisture conditioning of all on-site soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading. All imported fill soils should have low expansive characteristics. In addition to adequately moisture conditioning the subgrade soils and fill soils during grading, special care must be taken to maintain moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather.

Due to the presence of expansive soils at this site, provisions should be made to limit the potential for surface water to penetrate the soils immediately adjacent to the structures. These provisions should include directing surface runoff into rain gutters and area drains, reducing the extent of landscaped areas around the structures, and sloping the ground surface away from the buildings.

Where possible, it is recommended that landscaped planters not be located immediately adjacent to the buildings. If landscaped planters around the buildings are necessary, it is recommended that drought tolerant plants or a drip irrigation system be utilized, to minimize the potential for deep moisture penetration around the structures. Presented below is a list of additional soil moisture control recommendations that should be considered by the owner, developer, and civil engineer:

• Ponding and areas of low flow gradients in unpaved walkways, grass and planter areas should be avoided. In general, minimum drainage gradients of 2 percent should be maintained in unpaved areas.

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• Bare soil within five feet of proposed structures should be sloped at a minimum five percent gradient away from the structure (about three inches of fall in five feet), or the same area could be paved with a minimum surface gradient of one percent. Pavement is preferable. • Decorative gravel ground cover tends to provide a reservoir for surface water and may hide areas of ponding or poor drainage. Decorative gravel is, therefore, not recommended and should not be utilized for landscaping unless equipped with a subsurface drainage system designed by a licensed landscape architect.
• Positive drainage devices, such as graded swales, paved ditches, and catch basins should be installed at appropriate locations within the area of proposed development. • Concrete walks and flatwork should not obstruct the free flow of surface water to the appropriate drainage devices.
• Area drains should be recessed below grade to allow free flow of water into the drain. Concrete or brick flatwork joints should be sealed with mortar or flexible mastic. • Gutter and downspout systems should be installed to capture all discharge from roof areas.

Downspouts should discharge directly into a pipe or paved surface system to be conveyed offsite. • Enclosed planters adjoining, or in close proximity to proposed structures, should be sealed at the bottom and provided with subsurface collection systems and outlet pipes. • Depressed planters should be raised with soil to promote runoff (minimum drainage gradient two percent or five percent, see above), and/or equipped with area drains to eliminate ponding. • Drainage outfall locations should be selected to avoid erosion of slopes and/or properly armored to prevent erosion of graded surfaces. No drainage should be directed over or towards adjoining slopes.
• All drainage devices should be maintained on a regular basis, including frequent observations during the rainy season to keep the drains free of leaves, soil and other debris. • Landscape irrigation should conform to the recommendations of the landscape architect and should be performed judiciously to preclude either soaking or excessive drying of the foundation soils.

This should entail regular watering during the drier portions of the year and little or no irrigation during the rainy season. Automatic sprinkler systems should, therefore, be switched to manual operation during the rainy season. Good irrigation practice typically requires frequent application of limited quantities of water that are sufficient to sustain plant growth, but do not excessively wet the soils. Ponding and/or run-off of irrigation water are indications of excessive watering.

Other provisions, as determined by the landscape architect or civil engineer, may also be appropriate.

Moisture Sensitive Subgrade Soils
Most of the near-surface soils possess appreciable silt and clay content and will become unstable if exposed to significant moisture infiltration or disturbance by construction traffic. In addition, based on their granular content, some of the on-site soils will be susceptible to erosion. Therefore, the site should be graded to prevent ponding of surface water and to prevent water from running into excavations.

As discussed in Section 6.3 of this report, unstable subgrade soils will likely be encountered at the base of the overexcavations within the proposed building areas. The extent of unstable subgrade soils will to a large degree depend on methods used by the contractor to avoid adding additional moisture to these soils or disturbing soils which already possess high moisture contents.

If grading occurs during a period of relatively wet weather, an increase in subgrade instability should also be expected. If unstable subgrade conditions are encountered, it is

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recommended that only track-mounted vehicles be used for fill placement and compaction.

If the construction schedule dictates that site grading will occur during a period of wet weather, allowances should be made for costs and delays associated with drying the on-site soils or import of a less moisture sensitive fill material. Grading during wet or cool weather may also increase the depth of overexcavation in the pad areas as well as the need for and or the thickness of the crushed stone stabilization layer, discussed in Section 6.3 of this report.

Groundwater
The static groundwater table at this site is considered to exist at a depth in excess of 30± feet.

Therefore, groundwater is not expected to impact grading or foundation construction activities.

Perched water may be encountered within sandy seams in the bedrock or alluvium. It is expected that minor perched water can be removed with sump pumps.

6.5 Shallow Foundation Design and Construction – New Buildings Based on the preceding grading recommendations, it is assumed that the new building pads will be underlain by new structural fill soils used to replace the existing compressible/collapsible native colluvial soil. These structural fill soils are expected to extend to a depth of at least 3 feet below proposed foundation bearing grade. Based on this subsurface profile, and the design considerations presented in Section 6.1 of this report, the proposed buildings may be supported on conventional shallow foundations.

Building Foundation Design Parameters
New square and rectangular footings may be designed as follows:

• Maximum, net allowable soil bearing pressure: 2,000 lbs/ft2.

• Minimum wall/column footing width: 14 inches/24 inches.

• Minimum longitudinal steel reinforcement within strip footings: Six (6) No. 5 rebars (3 top and 3 bottom), due to the expansive potential of the encountered soils, as well as the potential for liquefaction-induced settlements.

• Within the northern restroom area, where potentially liquefiable soils exist, it is recommended that all isolated foundations be connected in both perpendicular directions to adjacent foundations. This is typically accomplished using grade beams, designed by the structural engineer.

• Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 24 inches below adjacent exterior grade. Interior column footings may be placed immediately beneath the floor slab.

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• It is recommended that the perimeter building foundations be continuous across all exterior doorways. Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer.

The allowable bearing pressure presented above may be increased by 1/3 when considering short duration wind or seismic loads. The minimum steel reinforcement recommended above is based on standard geotechnical practice. Additional rigidity may be necessary for structural considerations, or to resist the effects of the liquefaction-induced differential settlements, as discussed in Section 6.1. The actual design of the foundations should be determined by the structural engineer.

Foundation Construction
The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement. Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations.

The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process.

Estimated Foundation Settlements
Post-construction total and differential static settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch. These settlements do not include the liquefaction-induced settlements discussed in Section 6.1 of this report.

• Passive Earth Pressure: 250 lbs/ft3
• Friction Coefficient: 0.25

These are allowable values and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume

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that footings will be poured directly against compacted structural fill. The maximum allowable passive pressure is 2,500 lbs/ft2.

6.6 Drilled Pier Foundation Design and Construction
As discussed previously, the proposed improvements may include shade structures, permanent fencing, lighting and trellises. Such structures are typically supported on isolated pole foundations. It is recommended that these improvements be supported on drilled pier foundations to reduce the need for any remedial grading and to limit the effect of the medium expansive soils that exist at this site. These foundations may be designed as follows:

• Maximum, net allowable soil bearing pressure: 3,000 lbs/ft2.

• Minimum pier diameter: 18 inches, 12 inches for fencing.

• Minimum pier embedment: 5 feet below adjacent exterior grade; 2 feet below adjacent exterior grade for fencing.

Non-structural fencing, such as chain link fence, is not required to be supported on drilled piers.

The fence post foundations should extend to a depth of at least 18 inches.

The allowable bearing pressure presented above may be increased by 1/3 when considering short duration wind or seismic loads. The actual design of the foundations should be determined by the structural engineer.

Drilled Pier Construction
Minimum pier shaft diameters should be 18 inches (12 inches for fencing) to help eliminate arching of concrete and possible void formation within the piers. On-center pier spacing should be at least four (4) times the pier diameter at the bearing surface to eliminate an overlapping stress influence. At a minimum, a pier spacing equivalent to three (3) times the pier diameter could be utilized, with an associated 20 percent reduction in allowable capacities. Based on the conditions encountered at the boring locations, minor caving of the drilled pier excavations may occur. If caving or groundwater intrusion does occur during drilling, casing or liners will be required.

Prior to the placement of concrete, a clean-out bucket should be used to ensure that excess materials in the bottom of the pier have been sufficiently removed and that the dimensions of the pier are correct. Concrete should be place using a tremie pipe whenever the distance of fall is greater than five (5) feet. Concrete should be placed at about a 6-inch slump when long reinforcing steel is used. It is recommended that the pier construction be performed in accordance with American Concrete Institute documents (ACI 336, I-79 and ACI 336-3R-72, revised 1985). In the event that casing is required, a sufficient head of concrete (minimum of 5 feet) should be maintained in the casing as the casing is being removed to prevent the intrusion of caving soils in the pier.

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It is recommended that the bearing materials at each drilled pier location be evaluated by the geotechnical engineer prior to placing steel or concrete.

Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces:
• Passive Earth Pressure: 250 lbs/ft3
• Friction Coefficient: 0.25
These are allowable values, and include a factor of safety. The passive pressure may be increased by one-third for transient loads, but should not be doubled. Due to the presence of existing undocumented fill soils, the upper 12 inches of the soil subgrade should be neglected when determining the passive resistance. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against compacted, low expansive, structural fill. The maximum allowable passive pressure is 2500 lbs/ft2.

6.7 Floor Slab Design and Construction
Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report.

Based on the anticipated grading which will occur at this site, and based on the design considerations presented in Section 6.1 of this report, the floors of the proposed buildings may be constructed as conventional slabs-on-grade supported on newly placed structural fill, extending to a depth of at least 3 feet below finished pad grade. Based on geotechnical considerations, the floor slabs may be designed as follows:

• Minimum slab thickness: 4½ inches. Building floor slabs underlain by potentially liquefiable native alluvium (such as the restroom in the northwestern region of the site) should be at least 6 inches in thickness.

• Minimum slab reinforcement: No. 4 bars at 16-inches on-center, in both directions, due to presence of potentially liquefiable soils and expansive soils, at this site. The actual floor slab reinforcement should be determined by the structural engineer, based upon the imposed loading, and the potential liquefaction-induced settlements.

• The foundation/slab system may be designed using an effective plasticity index of 20.

• Slab underlayment: If moisture sensitive floor coverings will be used or if vapor transmission into the area above the building slab is problematic, then minimum slab underlayment should consist of a moisture vapor barrier constructed below the entire area of the proposed slab. The moisture vapor barrier should meet or exceed the Class A rating as defined by ASTM E 1745-97 and have a permeance rating less than 0.01 perms as described in ASTM E 96-95 and ASTM E 154-88. A polyolefin material such as 15-mil Stego

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Wrap Vapor barrier or equivalent will meet these specifications. The moisture vapor barrier should be properly constructed in accordance with all applicable manufacturer specifications. Given that a rock free subgrade is anticipated and that a capillary break is not required, sand below the barrier is not required. The need for sand and/or the amount of sand above the moisture vapor barrier should be specified by the structural engineer or concrete contractor. The selection of sand above the barrier is not a geotechnical engineering issue and hence outside our purview. Where moisture sensitive floor coverings are not anticipated, the vapor barrier may be eliminated.

• Moisture condition the floor slab subgrade soils to 2 to 4 percent above the Modified Proctor optimum moisture content, to a depth of 12 inches. The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement.

• Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.

The actual design of the floor slab should be completed by the structural engineer to verify adequate thickness and reinforcement.

6.8 Exterior Flatwork Design and Construction
Subgrades which will support new exterior slabs-on-grade for patios and sidewalks should be prepared in accordance with the recommendations contained in Section 6.3 of this report. Based on these recommendations, the exterior flatwork will be supported on existing native soils that have been scarified and moisture conditioned to a depth of 12 inches and recompacted to 90 percent of the ASTM D-1557 maximum dry density, or newly placed structural fill. The owner and/or developer should be aware that flatwork constructed over medium expansive soils may be subject to movements and minor distress due to heaving of the underlying expansive soils. If such movements are not acceptable, consideration should be given to the use of a low expansive layer of structural fill beneath the flatwork, as discussed in Section 6.3 of this report. Based on geotechnical considerations, exterior slabs on grade which are not subjected to any vehicular traffic may be designed as follows:

• Minimum slab thickness: 4½ inches

• Minimum slab reinforcement: No. 4 bars at 18 inches on center, in both directions.

• Moisture condition the flatwork subgrade soils to 2 to 4 percent above the optimum moisture content, to a depth of at least 12 inches.

• Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.

• Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking.

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• Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement.

• Where the flatwork is adjacent to a landscape planter or another area with exposed soil, it should incorporate a turned-down edge. This turned-down edge should be at least 12 inches in depth and 6 inches in width. The turned-down edge should incorporate longitudinal steel reinforcement consisting of at least one No. 4 bar.

• Flatwork which is constructed immediately adjacent to the new structures should be dowelled into the perimeter foundations in a manner determined by the structural engineer.

• Some cracking of exterior flatwork at this site should be expected, due to the presence of expansive soils.

These flatwork design and construction recommendations may also be used for concrete slabs to be placed in areas of new exterior rubberized play surfacing and areas of new flagstone, subject to any applicable manufacturer’s recommendations.

6.9 Retaining Wall Design and Construction
Although not indicated on the site plan, some small (less than 5 feet in height) retaining walls may be required to facilitate the new site grades. The parameters recommended for use in the design of these walls are presented below.

Retaining Wall Design Parameters
Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. The on-site soils generally consist of potentially expansive alluvium or colluvium. These materials are not considered suitable for use as retaining wall backfill. Therefore, it is recommended that imported very low to non- expansive soils be used for retaining wall backfill. Typically, silty sands are used for this purpose. Such materials are expected to possess an internal angle of friction of at least 30 degrees when compacted to at least 90 percent of the ASTM D-1557 maximum dry density.

If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls. The use of select backfill material could result in lower lateral earth pressures.

In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60° from horizontal. If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommendations.

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RETAINING WALL DESIGN PARAMETERS

Design Parameter
Soil Type
Imported Silty Sand
Internal Friction Angle () 30
Unit Weight 125 lbs/ft3
Equivalent
Fluid Pressure:

Active Condition
(level backfill) 42 lbs/ft3
Active Condition
(2h:1v backfill) 67 lbs/ft3
At-Rest Condition
(level backfill) 63 lbs/ft3

The walls should be designed using a soil-footing coefficient of friction of 0.25 and an equivalent passive pressure of 250 lbs/ft3. The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls.

The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect. The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly.

Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure.

Seismic Lateral Earth Pressures
In addition to the lateral earth pressures presented in the previous section, retaining walls which are more than 6 feet in height should be designed for a seismic lateral earth pressure, in accordance with the 2019 CBC. Based on the current site plan, it is not expected that any walls in excess of 6 feet in height will be required for this project. If any such walls are proposed, our office should be contacted for supplementary design recommendations.

Retaining Wall Foundation Design
The retaining wall foundations should be supported within newly placed compacted structural fill, extending to a depth of at least 3 feet below proposed foundation bearing grade. Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report.

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Backfill Material
The on-site soils are not considered suitable for use as retaining wall backfill. All retaining wall backfill soils should consist of imported low expansive sands or silty sands. All backfill material placed within 3 feet of the back wall face should have a particle size no greater than 3 inches.

The retaining wall backfill materials should be well graded.

It is recommended that a minimum 1 foot thick layer of free-draining granular material (less than 5 percent passing the No. 200 sieve) be placed against the face of the retaining walls. This material should extend from the top of the retaining wall footing to within 1 foot of the ground surface on the back side of the retaining wall. This material should be approved by the geotechnical engineer. In lieu of the 1 foot thick layer of free-draining material, a properly installed prefabricated drainage composite such as the MiraDRAIN 6000XL (or approved equivalent), which is specifically designed for use behind retaining walls, may be used. If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils. The layer of free draining granular material should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer.

All retaining wall backfill should be placed and compacted under engineering controlled conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided.

Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either:

• A weep hole drainage system typically consisting of a series of 4-inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing. The weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location.

6.10 Pavement Design Parameters
Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent pavement

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recommendations assume proper drainage and construction monitoring and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. However, these designs also assume a routine pavement maintenance program to obtain the anticipated 20-year pavement service life.

Pavement Subgrades
It is anticipated that the new pavements will be supported on the existing soils that have been scarified, moisture conditioned, and recompacted. These materials generally consist of silty clays and sandy clays or newly placed engineered fill soils of similar composition. These materials are expected to exhibit poor pavement support characteristics, with estimated R-values of 15 to 25.

Since R-value testing was not included in the scope of services for the current project, the subsequent pavement designs are based upon a conservatively assumed R-value of 15. Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions.

Asphaltic Concrete
Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. The pavement designs are based on the traffic indices (TI’s) indicated. The client and/or civil engineer should verify that these TI’s are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume will exceed the applicable traffic index, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming six operational traffic days per week.

Traffic Index No. of Heavy Trucks per Day

4.0 0

5.0 1

6.0 3
For the purpose of the traffic volumes indicated above, a truck is defined as a 5-axle tractor trailer unit with one 8-kip axle and two 32-kip tandem axles. All of the traffic indices allow for 1,000 automobiles per day.

ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 34
The aggregate base course should be compacted to at least 95 percent of the ASTM D-1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D-2726. The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material. The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriate specifications contained in the current edition of the “Greenbook” Standard Specifications for Public Works Construction.

Portland Cement Concrete
The preparation of the subgrade soils within Portland cement concrete pavement areas should be performed as previously described for proposed asphalt pavement areas. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows:

The concrete should have a 28-day compressive strength of at least 3,000 psi. Reinforcing within all pavements should be designed by the structural engineer. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness. The actual joint spacing and reinforcing of the Portland cement concrete pavements should be determined by the structural engineer.

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 35

7.0 GENERAL COMMENTS
This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The client(s)’ reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project.

The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development.

It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted.

The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2 Page 36

8.0 REFERENCES
Blake, Thomas F., FRISKSP, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Version 4.00, 2000.

California Division of Mines and Geology (CDMG), “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” State of California, Department of Conservation, Division of Mines and Geology, Special Publication 117, 1997.

National Research Council (NRC), “Liquefaction of Soils During Earthquakes,” Committee on Earthquake Engineering, National Research Council, Washington D. C., Report No. CETS-EE-001, 1985.

Seed, H. B., and Idriss, I. M., “Simplified Procedure for Evaluating Soil Liquefaction Potential using field Performance Data,” Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, September 1971, pp. 1249-1273.

Sadigh, K., Chang, C. –Y., Egan, J. A., Makdisi. F., Youngs, R. R., “Attenuation Relationships for Shallow Crustal Earthquakes Based on California Strong Motion Data”, Seismological Research Letters, Seismological Society of America, Volume 68, Number 1, January/ February 1997, pp. 180-189.

Southern California Earthquake Center (SCEC), University of Southern California, “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California,” Committee formed 1997.

Tokimatsu K., and Seed, H. B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of the Geotechnical Engineering Division, American society of Civil Engineers, Volume 113, No. 8, August 1987, pp. 861-878.

Tokimatsu, K. and Yoshimi, Y., “Empirical Correlations of Soil Liquefaction Based on SPT N-value and Fines Content,” Seismological Research Letters, Eastern Section Seismological Society Of America, Volume 63, Number 1, p. 73.

Youd, T. L. and Idriss, I. M. (Editors), “Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils,” Salt Lake City, UT, January 5-6 1996, NCEER Technical Report NCEER-97-0022, Buffalo, NY.

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RBCHKD: RGT
SCG PROJECT19G109-2
PLATE 1

SITE LOCATION MAP

CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THESAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,CALIFORNIA, 2018

15 19
18 FA
R
A
D
A
Y

A
V
E
N
U
E

WHITMAN WAY
15 85
85 B-1
B-2
B-3
B-4
B-5

PROPOSED PAVILION,

RESTROOM, AND

CATERING SUPPORTROOM

PROPOSEDPLAYGROUND

PROPOSED BOCCEBALL COURT

PROPOSEDPLAYGROUND

PROPOSED VETERANS

MEMORIALPROPOSED PICNIC
AREAS

PROPOSEDRESTROOM

PROPOSEDBIKEPARK
TUNNEL NOTE: SURFICIAL GEOLOGIC UNITS OBSCURED BYVEGETATION EXCEPT IN EXPOSED OUTCROP AREAS.

NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRKCHKD: GKM
PLATE 2
SCG PROJECT19G109-2

CARLSBAD, CALIFORNIA

VETERANS MEMORIAL PARK

BORING LOCATION PLAN

GEOTECHNICAL LEGEND
NO
R
T
H
So
C
a
l
G
e
o
SANTIAGO FORMATION (Tsa)
15 85

OUTCROP

STRIKE AND DIP

JOINTING

APPROXIMATE BORING LOCATON

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: DRKCHKD: GKM
SCG PROJECT19G109-2
PLATE 3

GEOLOGIC MAP
CARLSBAD, CALIFORNIASOURCE: "GEOLOGIC MAP OF THEOCEANSIDE, SAN LUIS REY, AND SANMARCOS 7.5' QUADRANGLES, SAN DIEGOCOUNTIY, CALIFORNIA" TAN ANDKENNEDY, 1996 Site boundary

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1

SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED)

NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL.

SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3.

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP

COARSEGRAINEDSOILS
SW

TYPICALDESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE OR NOFINES

SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES

LETTERGRAPH

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC
GM
GP
GW

POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE OR NOFINES

SILTSANDCLAYS
MORE THAN 50%OF MATERIAL ISLARGER THANNO. 200 SIEVESIZE MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTIONPASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSEFRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES

FINEGRAINEDSOILS

SYMBOLSMAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY SANDS, SAND - CLAYMIXTURES

INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS

ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS

INORGANIC CLAYS OF HIGHPLASTICITY

ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS

SILTSANDCLAYS

GRAVELS WITHFINES

SANDANDSANDYSOILS (LITTLE OR NO FINES)

SANDS WITHFINES
LIQUID LIMITLESS THAN 50
LIQUID LIMITGREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GRAVELANDGRAVELLYSOILS
(APPRECIABLEAMOUNT OF FINES)
(APPRECIABLEAMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES

CLEANGRAVELS

48 53
36 37
31 12
14 10
8 16
16 10
10 11
11 12
12 14
16 20
14 13
12 34
44 11
18 ALLUVIUM Gray Brown Clayey fine Sand to fine Sandy Clay, medium dense to stiff-moist
Gray Brown to Dark Gray Brown Silty fine Sand thinly
interbedded with Clayey fine Sand, medium dense-moist to very moist
Gray Brown Clayey fine Sand, loose-very moist
Gray Brown Clayey fine Sand to fine Sandy Clay, medium
dense to very stiff-very moist
Light Gray Clayey fine Sand, medium dense-moist to very moist
Light Brown Silty fine Sand, trace Clay, occasional 1-inch fine Sandy Clay lenses, medium dense-moist to very moist
EI = 68 @ 0 to 5
feet
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-1
PLATE B-1a
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: 43 feet
CAVE DEPTH: 37½ feet
READING TAKEN: 4 Hours After Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 10
15 20
25 30
GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
2 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

38 27
24 11
11 18
14 16
22 Light Brown Silty fine Sand, trace Clay, occasional 1-inch fine Sandy Clay lenses, medium dense-moist to very moist
Gray Brown Clayey fine Sand, medium dense-moist to very moist
Gray Brown Silty fine Sand, little Silt, medium dense-very moist to wet
Boring Terminated at 50'
Groundwater @
43'
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-1
PLATE B-1b
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
(Continued)DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: 43 feet
CAVE DEPTH: 37½ feet
READING TAKEN: 4 Hours After Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
40 45
50 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
2 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

62 93
50/4"
50/2"
50/2"
50/5"
108
117
115
107
82 10
14 13
12 3
8 SANTIAGO FORMATION (Tsa): Light Gray Silty fine to
coarse-grained Sandstone, friable, weakly-cemented, trace Iron oxide staining, dense-moist
Light Gray to Light Brown thinly interbedded friable Silty fine-grained Sandstone and Clayey Siltstone,
weakly-cemented, Iron oxide staining, very dense-moist to very moist
Light Gray fine-grained Sandstone, friable, weakly-cemented, dense-dry to damp
Light Gray Silty fine-grained Sandstone, friable,
weakly-cemented, very dense-damp
Boring Terminated at 15'
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-2
PLATE B-2
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: 12 feet
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 10
15 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
2 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

26 50/4"
50/5"
50/5"
50/5"
12 12
13 14
12 7
COLLUVIUM (Qc): Dark Gray Brown Silty fine Sand, little Clay, medium dense-moist to very moist
SANTIAGO FORMATION (Tsa): Light Gray Silty fine-grained Sandstone, weakly-cemented, friable, medium dense-moist to very moist
Light Gray Silty fine-grained Sandstone with thinly interbedded gray brown Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, very dense-very moist
Light Gray Silty fine-grained Sandstone, Iron oxide staining, friable, weakly-cemented, very dense-damp to very moist Boring Terminated at 15'
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-3
PLATE B-3
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: 13 feet
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 10
15 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
2 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

18 30
40 31
37 27
94 93
109
107
110
18 14
15 16
22 20
COLLUVIUM (Qc): Light Brown Silty fine Sand, medium
dense-very moist
Dark Gray Brown fine Sandy Clay, some Silt, mottled,
stiff-moist
SANTIAGO FORMATION (Tsa): Gray Silty fine-grained
Sandstone, friable, weakly-cemented, trace Iron oxide
staining, medium dense-very moist
Light Gray to Gray fine Sandy Siltstone interbedded with Clayey Siltstone, Iron oxide staining, weakly-cemented, friable, stiff-very moist to wet
Light Gray to Gray Silty fine-grained Sandstone interbedded with fine Sandy Siltstone, weakly-cemented, friable, Iron oxide staining, medium dense-wet
Boring Terminated at 15'
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-4
PLATE B-4
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: 11 feet
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 10
15 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
2 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

26 36
50 65
66 55
102
108
101
109
110
6 14
17 18
18 22
COLLUVIUM (Qc): Light Gray Brown Silty fine Sand, medium dense-damp
Dark Gray Brown fine Sandy Clay, very stiff- damp to moist SANTIAGO FORMATION (Tsa): Gray Clayey Siltstone, Iron
oxide staining, friable, weakly-cemented, dense to very stiff-very moist
Light Gray interbedded Silty fine-grained Sandstone with Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, dense to very stiff-very moist
Gray to Light Gray interbedded fine Sandy Siltstone and Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, very stiff to very dense-very moist
Boring Terminated at 15'
JOB NO.: 19G109-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

B-5
PLATE B-5
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
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WATER DEPTH: Dry
CAVE DEPTH: 12 feet
READING TAKEN: At Completion
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TEST BORING LOG

DESCRIPTION
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Classification: Colluvium: Light Brown Silty fine Sand
Boring Number:B-4 Initial Moisture Content (%)19
Sample Number:---Final Moisture Content (%)24
Depth (ft)1 to 2 Initial Dry Density (pcf)93.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf)103.7 Specimen Thickness (in) 1.0 Percent Collapse (%)1.21
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 1
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
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Load (ksf)
Consolidation/Collapse Test Results
Water Addedat 1600 psf

Classification: Colluvium: Dark Gray Brown fine Sandy Clay, some Silt Boring Number:B-4 Initial Moisture Content (%)13
Sample Number:---Final Moisture Content (%)20
Depth (ft)3 to 4 Initial Dry Density (pcf)92.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf)105.0 Specimen Thickness (in) 1.0 Percent Collapse (%)0.95
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Co
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(
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Load (ksf)
Consolidation/Collapse Test Results
Water Addedat 1600 psf

Classification: BEDROCK: Gray Silty fine grained Sandstone Boring Number:B-4 Initial Moisture Content (%)15
Sample Number:---Final Moisture Content (%)17
Depth (ft)5 to 6 Initial Dry Density (pcf)109.3
Specimen Diameter (in) 2.4 Final Dry Density (pcf)114.6 Specimen Thickness (in) 1.0 Percent Collapse (%)0.00
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 3
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
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(
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Load (ksf)
Consolidation/Collapse Test Results
Water Addedat 1600 psf

Classification: BEDROCK: Light Gray fine grained Sandy Siltstone Boring Number:B-4 Initial Moisture Content (%)16
Sample Number:---Final Moisture Content (%)18
Depth (ft)7 to 8 Initial Dry Density (pcf)106.5
Specimen Diameter (in) 2.4 Final Dry Density (pcf)113.4 Specimen Thickness (in) 1.0 Percent Collapse (%)0.33
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 4
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
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Load (ksf)
Consolidation/Collapse Test Results
Water Addedat 1600 psf

Veterans Park
Carlsbad, California
Project No. 19G109-2PLATE C-5
110
112
114
116
118
120
122
124
126
128
130
132
4 6 8 10 12 14 16 18
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Moisture Content (%)
Moisture/Density Relationship
ASTM D-1557
Soil ID Number B-1 @ 0-5'
Optimum Moisture (%)11.5
Maximum Dry Density (pcf)125.5
Soil Gray Brown Clayey fine Sand
Classification to fine Sandy Clay
Zero Air Voids Curve:Specific Gravity = 2.7

Grading Guide Specifications Page 1

GRADING GUIDE SPECIFICATIONS

These grading guide specifications are intended to provide typical procedures for grading operations.

They are intended to supplement the recommendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnical investigation report will govern.

General

• The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and applicable building codes.

• The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor.

• The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance.

• The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report.

• Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection.

• Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrains.

Site Preparation

• The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance with the recommendations of the Geotechnical Engineer.

• If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately.

Grading Guide Specifications Page 2

• Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer.

• Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated.

• Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement.

• Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill.

• Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted

• The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing.

Compacted Fills

• Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as “contaminated,” and shall be very low to non-expansive with a maximum expansion index (EI) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below.

• All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer.

• Rock fragments or rocks less than 6 inches in their largest dimensions, or as otherwise determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer.

• Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations:

• Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade. Spaces should be left between each rock fragment to provide for placement and compaction of soil around the fragments.

• Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or

Grading Guide Specifications Page 3

concrete. Ample water and compactive effort should be applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled and compacted to the specified density.

• Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill. A minimum 5-foot offset between rows is recommended.

• To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other underground construction unless specifically approved by the soil engineer and the developer/owner representative.

• Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project.

• Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated.

• Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies.

• Fill areas unused for a period of time may require moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made.

• Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates D-2, D-4, and D-5.

• Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate D-1), as determined by the Geotechnical Engineer.

• All cut lots should be inspected by the Geotechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration.

• Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration.

• Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design.

Grading Guide Specifications Page 4

Foundations

• The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a ½ horizontal to 1 vertical (0.5:1) inclination.

• Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above.

• Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation.

Fill Slopes

• The placement and compaction of fill described above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core

• Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon completion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer.

• Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face.

• All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5).

• All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling.

• The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils and into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate D- 2).

Cut Slopes

• All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations.

• Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations.

• All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5.

Grading Guide Specifications Page 5

• Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates D-6.

Subdrains

• Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate D-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer.

• Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent.

Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer.

• Filter material for subdrains should conform to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for the specific site conditions. Clean ¾-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JASCHKD: GKM
PLATE D-2

FILL ABOVE CUT SLOPE DETAIL
9' MIN.
4' TYP.

MINIMUM 1' TILT BACKOR 2% SLOPE(WHICHEVER IS GREATER)

REMOVE UN
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BENCHING DIMENSIONS IN ACCORDANCEWITH PLAN OR AS RECOMMENDEDBY THE GEOTECHNICAL ENGINEER

CUT SLOPE TO BE CONSTRUCTEDPRIOR TO PLACEMENT OF FILL

BEDROCK OR APPROVEDCOMPETENT MATERIAL

CUT SLOPE

NATURAL GRADE
CUT/FILL CONTACT TO BESHOWN ON "AS-BUILT"

COMPETENT MATERIAL CUT/FILL CONTACT SHOWNON GRADING PLAN

NEW COMPACTED FILL
10' TYP.

KEYWAY IN COMPETENT MATERIALMINIMUM WIDTH OF 15 FEET OR AS

RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. KEYWAY MAY NOT BEREQUIRED IF FILL SLOPE IS LESS THAN 5FEET IN HEIGHT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JASCHKD: GKM
PLATE D-4

FILL ABOVE NATURAL SLOPE DETAIL
10' TYP.4' TYP.
(WHICHEVER IS GREATER)OR 2% SLOPEMINIMUM 1' TILT BACK

REMOVE UNSU
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NEW COMPACTED FILL

COMPETENT MATERIAL
KEYWAY IN COMPETENT MATERIAL.

RECOMMENDED BY THE GEOTECHNIALENGINEER. KEYWAY MAY NOT BE REQUIREDIF FILL SLOPE IS LESS THAN 5' IN HEIGHTAS RECOMMENDED BY THE GEOTECHNICALENGINEER. 2' MINIMUMKEY DEPTH

OVERFILL REQUIREMENTSPER GRADING GUIDE SPECIFICATIONS

TOE OF SLOPE SHOWNON GRADING PLAN

BACKCUT - VARIES

PLACE COMPACTED BACKFILLTO ORIGINAL GRADE
PROJECT SLOPE GRADIENT(1:1 MAX.)
NOTE:BENCHING SHALL BE REQUIRED
WHEN NATURAL SLOPES AREEQUAL TO OR STEEPER THAN 5:1OR WHEN RECOMMENDED BYTHE GEOTECHNICAL ENGINEER.

FINISHED SLOPE FACE
MINIMUM WIDTH OF 15 FEET OR AS

BENCHING DIMENSIONS IN ACCORDANCEWITH PLAN OR AS RECOMMENDEDBY THE GEOTECHNICAL ENGINEER

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JASCHKD: GKM
PLATE D-5

STABILIZATION FILL DETAIL

FACE OF FINISHED SLOPE

COMPACTED FILL
MINIMUM 1' TILT BACKOR 2% SLOPE(WHICHEVER IS GREATER)
10' TYP.
2' MINIMUMKEY DEPTH
3' TYPICALBLANKET FILL IF RECOMMENDEDBY THE GEOTECHNICAL ENGINEER

COMPETENT MATERIAL ACCEPTABLETO THE SOIL ENGINEER

KEYWAY WIDTH, AS SPECIFIEDBY THE GEOTECHNICAL ENGINEER

TOP WIDTH OF FILLAS SPECIFIED BY THEGEOTECHNICAL ENGINEER

BENCHING DIMENSIONS IN ACCORDANCEWITH PLAN OR AS RECOMMENDEDBY THE GEOTECHNICAL ENGINEER 4' TYP.

VETERANS MEMORIAL PARK
DRAWN: RBCHKD: RGT
SCG PROJECT19G109-2
PLATE E-1
SEISMIC DESIGN PARAMETERS - 2019 CBC

CARLSBAD, CALIFORNIA
SOURCE: SEAOC/OSHPD Seismic Design Maps Tool https://seismicmaps.org/ >

LIQUEFACTION EVALUATION
Project Name Veterans Memorial Park MCEG Design Acceleration 0.527 (g) Project Location Carlsbad, CA Design Magnitude 6.67Project Number 19G109-2 Historic High Depth to Groundwater 37.5 (ft) Engineer PM Depth to Groundwater at Time of Drilling 43 (ft) Borehole Diameter 6 (in)Boring No. B-1
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7 0 37.5 18.8 120 1.3 1.05 1.1 0.95 0.75 0.0 0.0 2250 2250 2250 0.92 1.03 1 0.06 0.06 N/A N/A Above Water Table

39.5 37.5 42 39.8 11 120 38 1.3 1.05 1.114 0.68 1 11.4 17.0 4770 4630 4770 0.80 1.12 0.91 0.17 0.18 0.28 0.62 Liquefiable

44.5 42 43 42.5 11 120 27 1.3 1.05 1.11 0.66 1 11.0 16.2 5100 4788 5100 0.78 1.11 0.9 0.17 0.17 0.29 0.59 Liquefiable

44.5 43 47 45 11 120 27 1.3 1.05 1.108 0.65 1 10.8 16.0 5400 4932 5275 0.77 1.11 0.9 0.16 0.16 0.29 0.57 Liquefiable

49.5 47 50 48.5 18 120 24 1.3 1.05 1.202 0.68 1 20.2 25.2 5820 5134 5477 0.74 1.22 0.85 0.30 0.31 0.29 1.07 Liquefiable Notes:
(1)Energy Correction for N90 of automatic hammer to standard N60 (8)Stress Reduction Coefficient calculated by Eq. 22 (Boulanger and Idriss, 2008) (2)Borehole Diameter Correction (Skempton, 1986)(9)Magnitude Scaling Factor calculated by Eqns. A.8 & A.10 (Boulanger and Idriss, 2014) (3)Correction for split-spoon sampler with room for liners, but liners are absent, (Seed et al., 1984, 2001)(10)Overburden Correction Factor calcuated by Eq. 54 (Boulanger and Idriss, 2008) (4)Overburden Correction, Caluclated by Eq. 39 (Boulanger and Idriss, 2008)(11)Calcuated by Eq. 70 (Boulanger and Idriss, 2008) (5)Rod Length Correction for Samples <10 m in depth (12)Calcuated by Eq. 72 (Boulanger and Idriss, 2008) (6)N-value corrected for energy, borehole diameter, sampler with absent liners, rod length, and overburden (13)Calcuated by Eq. 25 (Boulanger and Idriss, 2008) (7)N-value corrected for fines content per Eqs. 75 and 76 (Boulanger and Idriss, 2008)

LIQUEFACTION INDUCED SETTLEMENTS
Project Name Veterans Memorial Park
Project Location Carlsbad, CA
Project Number 19G109-2EngineerPM
Boring No. B-1
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(1) (2) (3) (4) (5) (6) (7)(8)
7 0 37.5 18.8 0.0 0.0 0.0 N/A 0.50 0.95 0.00 37.50 0.000 0.00

39.5 37.5 42 39.8 11.4 5.6 17.0 0.62 0.22 0.67 0.22 4.50 0.026 1.42

44.5 42 43 42.5 11.0 5.2 16.2 0.59 0.24 0.70 0.24 1.00 0.027 0.33

44.5 43 47 45 10.8 5.2 16.0 0.57 0.25 0.71 0.25 4.00 0.027 1.32

49.5 47 50 48.5 20.2 5.0 25.2 1.07 0.09 0.22 0.03 3.00 0.007 0.26 Total Deformation (in)3.32
Notes:
(1)(N1)60 calculated previously for the individual layer (2) Correction for fines content per Equation 76 (Boulanger and Idriss, 2008) (3)Corrected (N1)60 for fines content
(4) Factor of Safety against Liquefaction, calculated previously for the individual layer (5)Calcuated by Eq. 86 (Boulanger and Idriss, 2008)
(6)Calcuated by Eq. 89 (Boulanger and Idriss, 2008)
(7)Calcuated by Eqs. 90, 91, and 92 (Boulanger and Idriss, 2008) (8) Volumetric Strain Induced in a Liquefiable Layer, Calcuated by Eq. 96 (Boulanger and Idriss, 2008) (Strain N/A if Factor of Safety against Liquefaction > 1.3) Liquefiable
Liquefiable
Comments
Above Water Table
Liquefiable
Liquefiable

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com August 7, 2020

RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675

Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect

Project No.: 19G109-3

Subject: Results of Infiltration Testing
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California

References: Surficial Geologic Mapping, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, Prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-1, dated July 15, 2019.

Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-2, dated August 7, 2020.

Mr. Chastain:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 18P372R, dated October 30, 2018. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the onsite soils. The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. San Diego County allows for infiltration testing in small-diameter borings using the falling head method.

Site and Project Description
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 2
The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve. The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.

Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site, and a second restroom building located in the southern region of the site.

We understand that the proposed development may include on-site infiltration to dispose of storm water. Based on the current site layout and conversations with the client, the proposed infiltration systems may consist of relatively shallow bioswales or basins located around the perimeter of the site. The bottom of the proposed bioswales or relatively shallow basins will likely extend to depths of 8± feet below the existing site grades.

Concurrent Study
SCG recently conducted a geotechnical investigation at the subject site, referenced above. As a part of this study, five (5) borings were advanced to depths of 15 to 50± feet below existing site grades. Native alluvium was encountered at the ground surface at Boring No. B-1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clayey extending to a depth of 32± feet. Boring No. B-1 encountered medium dense clayey fine sands and silty fine sands extending from 32± feet to the maximum depth explored of 50± feet.

Native colluvium was encountered at the ground surface at Boring Nos. B-3 through B-5. The colluvium consists of medium dense silty fine sands and stiff fine sandy clays extending to depths of 2½ to 3½± feet. Bedrock of the Santiago Formation was encountered at the ground surface to beneath the colluvium at Borings Nos. B-2 through B-5. The bedrock consists of interbedded medium dense to very dense silty fine-grained sandstone and fine-grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.

Groundwater
Groundwater was encountered during drilling at Boring No. B-1 at a depth of 43± feet.

However, the boring caved to a depth of 37½± feet. Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 3
conditions, the depth to the static groundwater table is considered to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.

SCG reviewed water level data obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/ , and the California State Water Resources Control Board (SWRCB) Geotracker website https://geotracker.waterboards.ca.gov/ . However, the nearest monitoring wells on record are located approximately 1.7 to 5.5± miles away from the site. Therefore, this groundwater data would not represent the groundwater at the subject site and is considered irrelevant.

Subsurface Exploration
Scope of Exploration

The subsurface exploration conducted for the infiltration testing consisted of three (3) infiltration test borings, advanced to depths of 8± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch diameter hollow stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 through I-3) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
Alluvium

Native alluvium was encountered at the ground surface of Infiltration Boring No. I-1, extending to at least the maximum explored depth of 8± feet. The near-surface alluvium consisted of stiff fine sandy clays with some silt, extending to a depth of 5¾± feet. At depths greater than 5¾± feet, the alluvial soils consist of stiff clayey fine to medium sands with trace iron oxide staining.

Colluvium

Colluvial soils were encountered during the drilling of Infiltration Boring No. I-3, extending to a depth of 5½± feet below the ground surface these materials consist of medium stiff fine sandy clays with some silt and mottling.

Bedrock

Bedrock of the Santiago Formation was encountered beneath the ground surface at Infiltration Boring No. I-2 and beneath the colluvium at Infiltration Boring No I-3. The bedrock consists of medium dense fine sandy siltstone interbedded with stiff clayey siltstone extending to at least the maximum explored depth of 8 feet. The bedrock is friable and weakly cemented.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 4
Infiltration Testing
The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014.

Pre-soaking
The first phase of the infiltration testing consisted of pre-soaking all of the infiltration test holes one day prior to infiltration testing. The pre-soaking process consisted of filling each test boring with clear water so that the water level reaches a level of at least 5 times the hole’s radius above the gravel at the bottom of the holes. Pre-soaking was considered complete after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak.

Infiltration Testing
SCG performed the infiltration testing the day following the pre-soaking process. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of each test hole. Readings were taken at 30-minute intervals for a total of 6 hours at each of the test locations. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the test are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below:

Infiltration
Test No.

Depth
(feet) Soil Description
Infiltration
Rate
(inches/hour)
I-1 8.0 Gray Brown Clayey fine to medium Sand 0.0
I-2 8.0 Light Gray Silty fine to medium grained Sandstone 0.0 I-3 8.0 Light Gray to Gray fine-grained Siltstone, trace medium Sand 0.0
Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 5
boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-3 of this report.

Design Recommendations
Three (3) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations was 0.0 inches per hour. The major factors affecting the lack infiltration at these borings is the presence of bedrock and clays as well as very moist soils at the test depths. Based on the lack of infiltration at the depths tested, infiltration is not considered feasible for this site.

Although infiltration is not considered feasible at this site, the client may desire to use storm water disposal systems that do not rely on infiltration at this site. The design of storm water disposal systems should be performed by the project civil engineer, in accordance with the City of Carlsbad and/or County of San Diego guidelines. It is recommended any such systems be designed and constructed to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the system. The presence of such materials would decrease the flow rates through the system.

Location of Storm Water Disposal Systems
Although no significant infiltration occurred at the test locations, the use of on-site storm water disposal systems which may introduce stormwater into the near surface soils carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in areas where water is introduced into the on-site soils could potentially be damaged due to saturation of subgrade soils. Systems that introduce water into the near surface soils at this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration systems at least 25 feet from the buildings, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer.

The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 6
only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 7
Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Ryan Bremer
Staff Geologist

Gregory K. Mitchell, GE 2364
Principal Engineer

Distribution: (1) Addressee

Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (5 pages)
Infiltration Test Results Spreadsheets (3 pages)
Grain Size Distribution Graphs (3 pages)

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RBCHKD: RGT
SCG PROJECT19G109-3
PLATE 1

SITE LOCATION MAP

CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THESAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,CALIFORNIA, 2018

FA
R
A
D
A
Y

A
V
E
N
U
E

WHITMAN WAY
I-1
I-3
I-2
B-1
B-2
B-3
B-4
B-5

PROPOSED PAVILION,

RESTROOM, AND

CATERING SUPPORTROOM

PROPOSEDPLAYGROUND

PROPOSED BOCCEBALL COURT

PROPOSEDPLAYGROUND

PROPOSED VETERANS

MEMORIALPROPOSED PICNIC
AREAS

PROPOSEDRESTROOM

PROPOSED

BIKEPARKTUNNEL
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRKCHKD: GKM
PLATE 2
SCG PROJECT19G109-3

CARLSBAD, CALIFORNIA

VETERANS MEMORIAL PARK

INFILTRATION TEST LOCATION PLAN
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GEOTECHNICAL LEGEND
APPROXIMATE BORING LOCATON(SCG PROJECT NO. 19G109-2)

APPROXIMATE INFILTRATION TESTLOCATION

WATER QUALITY TREATMENTAREAS