Yountville City Council
June 2, 2026

Proposed Substitution
PROPOSED “OR EQUAL” SUBSTITUTION SUBMITTAL TRANSMITTAL
Proposed “Or Equal Substitution Submittal Description
Priority Level: ☐ Low ☐ Medium ☐ High ☐ On Critical Path Owner: Routing DateSent
Date
Received
Project Name:

Contractor/CM
CM/Design Consultant
Contractor:

Design Consultant/CM
CM/Contractor
Proposed “Or Equal” Substitution Item or Service
A. When the first specified item is followed by a second maker's name and "or equal," the Contractor may submit Proposed Equivalent items for the Engineer's review. Proposed “Or Equal” Substitution items that are in the Engineer's judgment equal to the first specified item in quality, utility, and appearance, will be Favorably Reviewed.

Where a product description and first maker's name is followed by "or equal" with no second maker's name, it means the Engineer knows of no equivalent product and the Contractor may submit Proposed Equivalent products by other makers for review. Where the term "or equal" is omitted, it means that the named item is required to meet the Owner's needs; no products or makers other than those specified will be considered.

B. This request shall include adequate technical information to fully describe the function and quality of the item.

Submittals of Proposed “Or Equal” Substitution items that are not made within thirty (30) calendar days of the Notice to Proceed date will be rejected unless the Owner has agreed in writing to a later submittal date and the Contractor agrees to comply with all conditions of the Owner for the late submittal. If the Contractor's second attempt to obtain Favorable Review of a Proposed “Or Equal” Substitution item is unsuccessful, the Contractor shall submit the first specified item.

C. Inclusion of a second maker's name indicates the maker is acceptable but does not necessarily indicate the maker offers a standard product equal to the first specified item. Items by the second named maker are subject to the same conditions of review and compatibility as other Proposed “Or Equal” Substitution items. Inclusion of a maker's name and/or model number after a specification description is not a representation that the maker will furnish an item meeting the Contract requirements at bid time or at time of need. It is the Contractor's sole responsibility to furnish items meeting the Contract requirements.

D. The Engineer's review of Proposed “Or Equal” Substitution items is based solely on information provided by the Contractor and on the Contractor's warranty that the proposed item is equal in quality, utility, function and appearance to the first specified item. Favorable Review of a Proposed “Or Equal” Substitution item has the same meaning and is subject to the same limitations that apply to the Favorable Review of Product Data and Shop Drawings described in the Contract Documents.

E. Submit with proposal:

1. Description of item being proposed including the Manufacturer's model or product number.

2. Manufacturer's representation that the proposed “or equal” substitution item or service is equal to or superior to specified item in all respects.

3. Manufacturer's product data.

4. Information about several recent similar installations, including project name, owner's name, address, telephone number, and name of knowledgeable person to contact for information on performance of the product.

Submittal No.
☐ 1st Submission ☐Re-Submittal
Spec Section
Dwg/Detail No.

Proposed Substitution

5. Whether a reduction in the Contract Price is being proposed. If so, provide a detailed cost breakdown substantiating the cost reduction. Consideration should be given to all extra costs and expenses necessary to make the proposed “or equal” substitution meet or exceed the all requirements found in the Contract Documents.

6. Whether a reduction in the Contract Time is being proposed. If so, provide schedule analysis substantiating the reduction in contract time and assumptions made in the schedule analysis.

7. Explain all known differences between the product specified and the Proposed “Or Equal” Substitution.

Explanation to consider such items as:
a) Does the substitution affect dimensions shown on Drawings? b) Are the manufacturer's guarantees and warranties on the proposed substitution items identical to those on the specified items? If there are differences, please specify each and every difference in detail. c) Does the proposed “or equal” substitution impact other contractors, trades or suppliers? d) Is the proposed “or equal” substitution compatible with all other interrelated equipment, materials and products?
e) Any differences in Operations and Maintenance costs? f) Any differences in available factory authorized repair centers with regards to response times and geographic location?
g) Will use of proposed “or equal” substitution be subject to any license fee or royalty? h) Are there any color or pattern differences? If so, provide color and pattern samples? The undersigned hereby:

1. Certifies that he/she has thoroughly investigated the Proposed “Or Equal” Substitution item or service and has determined that the function/utility, appearance and quality of the Proposed “Or Equal” Substitution item or service are equivalent or superior to those of the specified item;

2. Certifies that the Proposed “Or Equal” Substitution item or service is compatible with all interrelated equipment, materials, products and services unless otherwise explained in specific detail in this submittal;

3. Agrees to coordinate installation and make all other changes that may be required for Work to be complete in all respects at no additional cost to the Owner;

4. Waives all claims for additional costs and contract time due to late ordering of the specified products or services caused by requests for “Or Equal” Substitutions that are subsequently rejected by the Engineer;

5. Represents and warrants that the Contractor is solely responsible for any extra cost or expense necessary to make the Proposed “Or Equal” Substitution item or service fully equivalent to and compatible with the Contract Documents and will meet or exceed the Engineer’s design intent;

6. Agrees to compensate the Owner for all additional redesign costs associated with the Proposed “Or Equal” Substitution item or service and the cost of the Engineer’s review of the Proposed “Or Equal” Substitution item or service;

7. Waives all claims for additional costs and contract time which may subsequently become apparent; and

8. Agrees to comply with all additional requirements imposed by the Owner and Engineer should the Proposed “Or Equal” Substitution item or service is approved.

Submitted by:

Contractor:

Name:

Signature: Title:

Date:

Submittal Transmittal

SUBMITTAL TRANSMITTAL
Submittal Description
Priority Level: ☐ Low ☐ Medium ☐ High ☐ On Critical Path Owner: Routing Date
Sent Date Received
Project Name: Contractor/CM
CM/Design Consultant
Contractor: Design Consultant/CM
CM/Contractor
We are sending you: ☐ Attached ☐ Under separate cover via ☐ Submittals for review and comment
☐ Product Data for information only
No.

Copies Description Manufacturer Reviewer Action
Reviewer
Initials
The Action Designated Above is in
Accordance with the Following Legend:

A – No Exceptions Taken
B – Make Corrections Noted
C – Amend and Resubmit
D – Rejected
E – Review not Required
CONTRACTOR: Must certify one of the following statements pertaining to the transmittal or submittal sent for review:
☐ As the General Contractor for this project we certify that the material or equipment contained in this submittal meets all the requirements, including coordination with all related work specified (no exceptions)
☐ As the General Contractor for this project we certify that the material or equipment contained in this submittal meets all the requirements specified except for the attached deviations.

Comments:

Certified by:
(Contractor’s Signature)
Submittal No.
☐ 1st Submission ☐Re-Submittal
Spec Section
Dwg/Detail No.

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West Yost – May 2026 01500 - 1 Town of Yountville
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SECTION 01500

CONSTRUCTION FACILITIES AND UTILITIES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Requirements for Contractor’s temporary facilities at the job site and for the prosecution of the Work.

1.02 EASEMENTS
A. Temporary construction easements and permanent easements have been established by the Owner.

B. Contractor shall confine equipment, materials storage and all construction activities within the temporary easements shown.

1.03 CONTRACTOR’S CONSTRUCTION OFFICE
A. Maintain a suitable office at the site.

B. Temporary office will be considered as the headquarters of the Contractor’s representative whom is authorized to receive drawings, instructions, or other communication or articles. Any communication given to the representative or delivered at Contractor’s temporary office at the site in his absence is deemed to have been delivered to the Contractor.

C. Maintain copies of the Drawings, Specifications, and other Contract documents at Contractor’s temporary office at the site and make these available for use at all times.

1.04 STAGING AREA
A. Before starting the work, submit a proposed plan and layout for all temporary offices, sanitary facilities, storage areas, temporary water service and distribution, and temporary power service and distribution.

B. Erect temporary security fence as appropriate. Contractor is responsible for the security of the staging area. Owner and Engineer do not take any responsibility for missing or damaged equipment, tools or personal belongings.

C. Store only those materials and equipment that are related to the construction within the staging area.

1.05 FENCES
A. Erect temporary fences at the boundary of construction easements and in locations indicated on the Drawings to protect existing wetlands and other environmentally sensitive areas.

B. When existing fences require temporary removal, and these fences are required to restrain animals and stock, erect fences to prevent animals from escaping. Contractor shall be responsible for loss, injury or damage that results from failure to restrain animals and stock.

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C. When working in open areas where animals and stock are maintained, provide adequate temporary fencing around open excavations to prevent injury to animals and stock.

1.06 TEMPORARY ACCESS ROADS
A. Construct temporary access roads where access to various portions of the site is otherwise unavailable:

1. Access to Open Pasture from Nieblock Road:
a. Construct a point of access that will allow Contractor to gain access onto the property and within the temporary construction easement. b. Install a temporary culvert within the roadway drainage ditch on the south side of Niebloc Road. Contractor to determine appropriate size of culvert. Backfill the culvert with gravel and compact to provide a stable and durable access point.
c. Temporarily remove the existing fence and install a security gate with lock.
d. At the conclusion of the work, remove all temporary facilities, re-grade drainage ditches and return the area to its original condition. e. Contractor is responsible for securing the property until fencing is returned to original conditions and all temporary fences, culverts and backfill material has been removed and the area returned to its original condition.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 TEMPORARY ELECTRIC POWER
A. Contractor shall make provisions to obtain temporary electric power for use during construction. The Contractor shall be responsible for obtaining a source of electric power for construction.

B. Cost of electric power shall be borne by the Contractor.

C. The temporary electric power installation shall meet the construction safety requirements of OSHA, state, and other governing agencies.

3.02 TEMPORARY TELEPHONE SERVICE
A. Provide telephone service at the construction site office. Cellular telephone service is acceptable.

B. The Contractor is not permitted to use the Owner's telephone service.

3.03 TEMPORARY SANITARY FACILITIES
A. Provide toilet and wash-up facilities for the construction work force at the site of work.

B. Facilities shall comply with applicable laws, ordinances, and regulations pertaining to the public health and sanitation of construction field offices, dwellings, and camps.

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3.04 TEMPORARY WATER SUPPLY
A. Use potable water for soil moisture conditioning, pipeline pressure testing and other construction uses, including pipeline flushing.

B. Obtain approvals and authorizations from the owner of the public water distribution system for use of water and pay all fees associated with consumption of the potable water:

1. Make the necessary connections to the public water supply and install all conveyance piping and truck filling facilities that are required to transport water for the work.

2. Temporarily install valves, flow meters, air gaps, backflow preventers and other appurtenances required by the owner of the public water distribution system to maintain the integrity of the existing water systems.

3. Remove temporary water facilities when no longer needed.

END OF SECTION
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West Yost – May 2026 01600 - 1 Town of Yountville
099-30-23-15 Materials and Equipment Emergency Napa River Recycled Water Crossing Repair
SECTION 01600 (01 60 00)

MATERIALS AND EQUIPMENT
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Materials, equipment and products incorporated into the work.

1.02 MATERIAL AND EQUIPMENT REQUIREMENTS
A. Specified in individual specification Sections in Divisions 1 through 15.

B. Specifications are minimum requirements and manufacturers’ standard products may require modifications to meet the specified requirements.

C. Provide products and equipment with all accessories, trim, finish, safety guards and other devices needed for a complete and operational installation.

D. Products to be supplied in quantity shall be the same product from a single source to provide standardization and interchangeability.

1.03 DEFINITIONS
A. Named Products: Items identified by manufacturer’s product name and model number as indicated in the manufacturer’s published product data.

B. Materials: Products that are shaped, cut, worked, finished or otherwise fabricated or installed to form a part of the Work.

C. Equipment: A product with working parts, whether motorized or manually operated, that requires connections such as wiring or piping.

1.04 PACKAGING AND MARKING
A. Equipment shall be protected against damage from moisture, dust, handling, or other cause during transport from manufacturer’s premises to site. Each item or package shall be marked with the number unique to the specification reference covering the item.

B. Stiffeners shall be used where necessary to maintain shapes and to give rigidity. Parts of equipment shall be delivered in assembled or subassembled units where possible.

C. Bearing housings, vents and other types of openings shall be wrapped or otherwise sealed to prevent contamination by dust and dirt.

1.05 SHIPPING AND DELIVERY
A. Plan, order, coordinate and deliver materials and equipment in accordance with the construction schedule to avoid delays and conflicts with the Work.

B. Deliver anchor bolts and bolt templates sufficiently early to permit setting and placement in structural concrete.

C. Unload products in accordance with the manufacturer’s handling instructions. Promptly inspect for completeness and evidence of damage during shipment.

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1.06 HANDLING AND STORAGE
A. During the interval between the delivery of equipment to the site and installation, all equipment, unless otherwise specified, shall be stored in an enclosed space affording protection from weather, dust and mechanical damage and providing favorable temperature, humidity and ventilation conditions to ensure against equipment deterioration. Manufacturer’s recommendations shall be adhered to in addition to these requirements.

B. Equipment and materials to be located outdoors may be stored outdoors if protected against moisture condensation. Equipment shall be stored at least 6 inches above ground.

Temporary power shall be provided to energize space heaters or other heat sources for control of moisture condensation. Space heaters or other heat sources shall be energized without disturbing the sealed enclosure.

C. Fabricated products, pipe and pipe appurtenances shall be handled, stored off the ground on blocking or skids. Pipes with paint, tape coatings, linings or the like shall be stored to protect the coating or lining from physical damage or other deterioration. Pipes shipped with interior bracing shall have the bracing removed only when recommended by the pipe manufacturer.

D. Store loose granular products in well-drained area on a solid surface to prevent mixing with foreign matter. Cover products that are subject to erosion or deterioration with plastic sheeting.

E. Store electrical, instrumentation and control products in a water-tight enclosure to protect against damage from moisture, dust and corrosion.

1.07 PROTECTION OF EQUIPMENT AFTER INSTALLATION
A. After installation, protect equipment from damage from, including but not limited to, dust, abrasive particles, debris and dirt generated by the placement, chipping, sandblasting, cutting, finishing and grinding of new or existing concrete, terrazzo and metal; and from the fumes, particulate matter, and splatter from welding, brazing and painting of new or existing piping and equipment.

B. As a minimum, vacuum cleaning, blowers with filters, protective shielding, and other dust suppression methods will be required at all times to adequately protect all equipment.

C. When sandblasting or when finishing concrete, all equipment that may be affected by cement dust shall be completely covered. Electrical switchgear, substations and motor load centers shall not be installed until after all concrete work and sandblasting in those areas have been completed and accepted and the ventilation systems installed.

D. During painting operations, all grease fittings and similar openings shall be covered to prevent the entry of paint.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 INSPECTION
A. Prior to installation, inspect materials and equipment for signs of corrosion and other effects of storage. Do not install material or equipment showing such effects.

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B. Remove damaged material from the site and expedite delivery of replacement material or equipment. Delays to the Work resulting from material or equipment damage that necessitates procurement of new products will be considered delays that are within the Contractor’s control.

3.02 INSTALLATION
A. Handle, install, connect, clean and adjust products in accordance with the manufacturer’s instructions.

B. Fill lubricant reservoirs and grease bearings prior to starting equipment. Use lubricants recommended by the manufacturer of the equipment.

C. Recoat painted surfaces that are damaged prior to final acceptance of the Work.

END OF SECTION
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West Yost – May 2026 01890 - 1 Town of Yountville
099-30-23-15 Restoration of Improvements Emergency Napa River Recycled Water Crossing Repair
SECTION 01890

RESTORATION OF IMPROVEMENTS
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Restoration of work areas after installation and construction of new facilities. The work may include such repairs as turf renovation or replacement, ditch and drain repair, planting replacement, irrigation system component repair or replacement; repairs to or replacement of other features such as rockeries, fencing, bollards, benches, sidewalks, medians and curbs, bike paths, mailboxes, street signs, etc.

1.02 REFERENCED SECTIONS
A. None

1.03 GENERAL
A. The Owner has obtained rights-of-entry, permanent easements, and/or temporary construction easements for work on private property as required for the Project. Copies of applicable easement documents and right-of-entry agreements will be made available to the Contractor upon request. Restrict operations to cause the least amount of damage to the surrounding property.

B. The Contractor shall perform all work on private property strictly in accordance with the limits, restrictions, and conditions set forth in the applicable easements, right-of-entry agreements, permits, and the Contract Documents. No work shall be performed outside of these authorized areas without prior written approval of the Owner.

C. The Contractor shall be responsible for coordinating its operations to minimize impacts to private property and for restoring all disturbed areas in accordance with this Section and to a condition acceptable to the Engineer and property owner.

D. The Contractor shall not rely on depicted limits of work shown on the Drawings as authorization to enter private property beyond the limits granted by recorded easements or right-of-entry agreements.

1.04 SITE CONDITIONS
A. Execute all work in an orderly and careful manner with due consideration for surrounding areas, plantings, or structures which are to remain.

B. Protect adjacent property and improvements from work damage.

C. Repair any damage until acceptable to Engineer.

D. Protect improvements from damage, soiling or discoloration.

E. Examine finish grades, verify elevations, observe conditions under which work is to be performed and notify Engineer of unsatisfactory conditions.

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PART 2 - PRODUCTS

2.01 MATERIALS
A. Only new materials of equivalent grade may be used for repair or replacement.

B. All repairs or replacements shall be approved by the Engineer.

C. Other materials to be replaced which are not covered elsewhere in these Specifications shall be replaced in-kind or with an equal or better grade as approved by the Engineer prior to delivery to the site.

PART 3 - EXECUTION

3.01 GENERAL
A. All unused materials, waste and equipment shall be promptly removed and the site clean and free of all hazards.

B. At no time shall any site be left in a state that represents a hazard to the public or the property owner. Any excavation that needs to be left open until the following day shall be adequately safeguarded with fencing, lighted barricades and k-rail.

C. If there is a delay in construction for any reason, the Contractor shall be responsible for maintenance of erosion control measures, drainage, and temporary irrigation during construction delay period.

3.02 FENCES
A. Existing fences affected by the work shall be maintained by the Contractor until completion of the work. Fences which interfere with construction operations shall be relocated or dismantled for the period of the construction at that particular property and shall then be replaced after demobilization of equipment. Contractor shall be required to provide temporary fencing, if required.

B. Properties shall be provided the same level of protection where fences are temporarily removed or relocated.

C. Resetting:

1. Reset line posts and gate posts at original locations.

2. The base top shall be at least 1-inch above grade and sloped for drainage.

3. Set posts vertically.

4. Accurately align.

5. Make tops level or at a constant slope between changes in grade.

6. Fit tubular posts with rain-proof malleable iron caps.

3.03 TREES AND PLANTS
A. All trees and plants not removed shall be protected against injury from the construction operations.

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B. Pruning: Prune, thin out and shape trees and shrubs in accordance with standard horticultural practice. Do no pruning prior to approval by Engineer. Contractor to provide an arborist to supervise pruning.

3.04 STRUCTURES
A. Take precautions to protect the integrity and usefulness of existing facilities.

B. If necessary, remove existing structures including curbs, gutters, medians, pipelines, and utility poles, as necessary for the performance of the work.

1. Repair existing structures that are damaged as a result of the Work under this contract.

2. Rebuild or replace the structures in as good a condition as originally found.

3.05 ROADS AND STREETS (NOT USED)

3.06 CURB, GUTTER, MEDIAN, AND SIDEWALK (NOT USED)

3.07 INSTALLATION – OTHER SITE FEATURES
A. Repair or replace all other site features either damaged or destroyed during the execution of this contract to the satisfaction of the Engineer and the property owner or to the installation specifications of the manufacturer of the approved replacement item.

3.08 CULTIVATED AREAS AND OTHER SURFACE IMPROVEMENTS
A. Restore cultivated or planted areas and other surface improvements damaged by construction as nearly as possible to their original condition.

B. Repair existing guard posts, barricades, and fences that are damaged.

C. Replace damaged plantings with new plantings of the same type or as acceptable to the Owner.

3.09 PROTECTION OF EXISTING INSTALLATIONS
A. Immediately repair or replace existing equipment, controls, structures, or facilities which are damaged as part of the Work.

B. Take measures that are necessary to ensure that construction debris and materials are kept out of the stormwater system, wastewater system, and/or drainage and irrigation canals.

3.10 WARRANTY
A. Contractor shall warrant for a period of one (1) year from the date of final completion of the project that the plant materials used in the public right-of-way, easements, or private property are in good, healthy, and flourishing condition. During the one year warranty period, the Contractor shall replace any plant materials that are defective, have died, or failed to thrive.

END OF SECTION
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West Yost – May 2026 02081 - 1 Town of Yountville
099-30-23-15 Controlled Low Strength Material Emergency Napa River Recycled Water Crossing Repair
SECTION 02081

CONTROLLED LOW STRENGTH MATERIAL
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Requirements for controlled low strength material (CLSM) as backfill material in specific locations. For purposes of this contract, references to "concrete slurry" or "cement slurry" backfill shall be the same as CLSM and be subject to the requirements of this section.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section:

1. Section 02320 – Trenching

1.03 DEFINITION
A. Controlled Low Strength Material (CLSM): A highly flowable, lean concrete mix consisting of a mixture of cement, fly ash, densely graded mineral aggregates, water and admixtures.

Characteristics include:

1. Capable of freely flowing to fill excavations and voids without compaction or other additional effort.

2. Used in trenches and for backfill adjacent to structures where clearance is limited, and in other areas specifically identified on the Drawings or specified.

3. Low permeability to prevent migration of adjacent fines into the set mix.

4. Easily excavated after curing with minimum risk of damage to buried utility.

5. Strength requirements per 2.03, F.

1.04 SUBMITTALS
A. Mix Design: Identify name and/or number of the mix design. Provide the proportions and gradations of materials proposed for CLSM. Each mix design shall be accompanied by independent laboratory test results of the indicated properties.

B. Certified test results for compressive strength.

C. Hardening time as referenced in 3.03, B.

1.05 QUALITY ASSURANCE
A. Demonstrate that the CLSM mix meets the specified requirements, including compressive strength.

B. Coordination with the Town testing laboratory to prepare test cylinders for transport to the laboratory for testing.

C. Testing expenses shall paid by the Town.

D. Test Cylinders:

1. Procedure: Make 6-inch diameter by 12-inch high test cylinders in accordance with ASTM C31.

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2. Required Number: Not less than 3 cylinders for each 200 cubic yards of CLSM placed, with a minimum of 3 cylinders for each location where CLSM is used.

3. Test two cylinders at 28 days, third cylinder is spare.

4. Testing shall be performed once each 2-hours during the first 8 hours, once each 8-hours during the first week, and once each 24-hours until the CLSM mix reaches the maximum design strength.

5. Compression testing shall be in accordance with ASTM D4832 – Preparation and Testing of Soil-Cement Slurry Test Cylinders.

6. Laboratory and field tests shall be performed on samples taken from the same CLSM batch mix. All tests shall be performed by a laboratory at the Town’s expense.

E. Field Testing:

1. Furnish slump testing equipment and test slump in accordance with ASTM C143.

2. Perform a field correlation test for each mix of CLSM used in pipe zone, trench zone, or backfill used in amounts greater than 100 cubic yards or when CLSM is required to support traffic or other live loads on the fill less than 7 days after placing CLSM.

3. Field correlation tests shall be performed in a test pit similar in cross section to the work and at least 10-feet long at a location near the work. The proposed location shall be acceptable to the Engineer.

PART 2 - PRODUCTS

2.01 GENERAL
A. CLSM Mix: A mixture of Portland cement, pozzolan, aggregate, water, and admixtures that produce a material of controlled density and of low compressive strength capable of filling all spaces between the pipe, the bedding and the trench walls.

2.02 MATERIALS
A. Cement: Conforming to ASTM C150, Type II.

B. Water: Clean, potable water.

C. Pozzolan:

1. Pozzolan shall be Type F or C in accordance with ASTM C618 - Flyash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete. Pozzolon content, by weight, in Normal CLSM shall not be greater than cement content.

D. Admixtures:

1. Air entraining admixtures shall be in accordance with ASTM C260 - Air-Entraining Admixtures for Concrete. Water reducing admixtures shall be in accordance with ASTM C494 - Chemical Admixtures for Concrete.

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E. Water:

1. Water shall be potable, clean, free from objectionable quantities of silt, organic matter, alkali, salt, and other impurities.

F. Aggregate Materials:

1. Aggregate shall consist of a well graded mixture of crushed rock, soil, or sand, with a nominal maximum size of 3/8-inch. One hundred percent shall pass the 1/2-inch sieve; no more than 30 percent shall be retained on the 3/8-inch sieve; and no more than 12 percent shall pass the number 200 sieve. If more than 5 percent of the aggregate passes the number 200 sieve, the material passing the number 200 sieve shall have a plasticity index of less than 0.73 (liquid limit-20), when tested in accordance with ASTM D4318 – Liquid Limit, Plastic Limit, and Plasticity Index of Soils. All aggregate shall be free from organic matter and shall not contain more alkali, sulfates, or salts than the native materials at the site.

2.03 DESIGN REQUIREMENTS
A. Water-cement Ratio: Not to exceed 3.5.

B. Minimum Cement Content: 50 pounds per cubic yard.

C. Entrained air content shall be between 3 percent minimum and 6 percent maximum D. Use fly ash to improve flow-ability of the fresh CLSM and to regulate the strength. Do not use more than 300 pounds per cubic yard.

E. Unit Weight Requirements:

1. Density of CLSM when used as backfill of excavations: Between 120 pounds per cubic foot and 145 pounds per cubic foot in the as-placed condition as determined by ASTM D6023.

F. Compressive Strength Requirements:

1. Mix Designs used for Pipe Bedding and Trench Backfill: Compressive strength at 28 days between 50 psi and 150 psi as determined in accordance with ASTM D4832.

2. Mix Designs used for Backfill of Excavations: Compressive strength at 28 days between 50 and 150 psi as determined in accordance with ASTM C4832.

2.04 CONSISTENCY AND MIXING
A. Consistency: Similar to that of a thick liquid so that it flows readily and fills spaces and voids around pipes and structures.

B. Slump: shall not exceed 9 inches when tested in accordance with ASTM C143.

C. Uniform consistency and appearance.

D. Mixing Method and Time: As required to produce a uniform mixture of cement, fly ash, aggregate, admixtures, and water.

2.05 MEASUREMENT OF MATERIALS
A. Provide copies of load tickets indicating the composition and measurement of materials delivered to the work site.

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PART 3 - EXECUTION

3.01 PLACEMENT
A. CLSM shall be placed by elephant trunk or other means acceptable to the Engineer. CLSM shall be directed in place by vibrator, shovel, or rod to fill all crevices and pockets.

Placement shall not cause the material to fall and separate/segregate. A vertical drop of no more than 5 feet will be allowed. Avoid over-consolidation which causes separation of aggregate sizes.

B. CLSM shall be continuously placed against fresh material unless otherwise approved by the Engineer. When new material is placed against existing CLSM, the placement area shall be free from all loose and foreign material. The surface of the existing material shall be soaked a minimum of one hour before placement of fresh material but no standing water shall be allowed when placement begins.

C. Temperature of the CLSM shall be between 50 and 90 degrees F.

D. Thoroughly settle and consolidate CLSM as the material is placed in excavations. Fill the entire depth of the layer that is being consolidated, into a dense, homogeneous mass, filling all spaces and voids and bringing only a slight excess of water to the exposed surface. Place and consolidate CLSM by means that will not cause segregation of the mix.

E. Do not place CLSM under the following conditions:

1. When the air temperature is below 40 degrees Fahrenheit.

2. When the excavation contains water or when the bottom or walls of the excavation are frozen or contain frozen material.

F. Prevent flotation of pipes by placing CLSM in two or more lifts, with each lift reaching an initial set before the succeeding lift is placed. Correct any flotation and displacement of pipelines.

G. Placement of CLSM in Excavations: Limit lift thickness to 10 feet, place subsequent lifts after CLSM has achieved the minimum specified compressive strength.

H. See Section 02320 for additional placement requirements.

3.02 FINISHING AND CURING
A. The finish surface shall be smooth and to the grade indicated or directed by the Engineer.

Surfaces shall be free from fins, bulges, ridges, offsets, and honeycombing. Finishing by wood float, steel trowel, or similar methods is not required.

B. CLSM shall be kept damp for a minimum of 7 days or until final backfill is placed.

3.03 PROTECTION OF CLSM
A. CLSM shall be protected from freezing for 72 hours after placement.

B. No equipment, traffic or backfill shall be allowed on the CLSM until the surface of the CLSM is able to withstand a 20-psi load without displacement or damage in accordance with ASTM D6024 or a minimum of 4 hours after the completion of CSLM placement per Section 02320. If necessary, provide steel trench plates that span the trench, as specified in Section 02320 until the CLSM has reached the required strength.

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C. CLSM shall be protected from running water, rain, and other damage until the material has been accepted and final fill completed.

D. If the trench backfill is not to be placed over the CLSM within eight hours after CLSM placement, place a 6-inch layer of moist backfill over the CLSM.

END OF SECTION
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West Yost – May 2026 02085 - 1 Town of Yountville
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SECTION 02085

PRECAST CONCRETE UTILITY STRUCTURES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Precast utility vaults.

B. Utility vault frames and covers.

1.02 REFERENCED SECTIONS
A. None

1.03 SUBMTTALS
A. Product Data:

1. Utility vault access lids and hatches.

2. Accessories for utility vaults.

B. Utility Structure Details:

1. Manufacturer’s standard shop drawings for each size and type of precast utility structure.
a. Provide dimensions of structure.
b. Identify location of each type of insert cast into the structure.

2. Illustrate construction details related to joints between precast sections, method of connecting pipe to the structure, size and location of pipe penetrations, reinforcement details and concrete mix design.

C. Structural Design:

1. Laboratory results verifying compressive strength of concrete mix design used in the manufacture of precast concrete utility structures.

2. Calculations and related sketches prepared, stamped and signed by a civil or structural Professional Engineer licensed to practice in the state of California.

1.04 DESIGN REQUIREMENTS
A. Concrete Mix Design for products covered by this Section:

1. Minimum Compressive Strength: 4,000 psi at 28 days.

2. Cement: Type II low alkali Portland cement meeting requirements of ASTM C150.

3. Fly Ash: Class C or Class F meeting requirements of ASTM C618, not to exceed 25 percent by weight.

4. Aggregates: Conform to requirements of ASTM C33.

B. Utility Vaults:

1. Base design and manufacture to A-16 (HS 20-44) loading with 30 percent impact in accordance with ASTM C857.

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2. Traffic Loads:
a. Utility Vaults in Roadways: H-20 structural load rating according to AASHTO HB 17.
b. Utility Vaults in Driveways, Parking Lots and other Off-Roadway Locations: H-20 structural load rating according to AASHTO HB 17.

3. Earth Loads: Design for lateral earth pressure of 85 pounds per cubic foot and equivalent fluid pressure of 60 pounds per cubic foot applied at a depth of 1/3 H below the ground surface where H is the height of the utility vault.

4. Seismic Loads: Design in accordance with the requirements of the California code and seismic zone.

5. Buoyancy: Select wall and slab thicknesses to provide sufficient weight against buoyancy due to groundwater elevations.
a. Consider groundwater elevation at the ground surface. b. Utilize a safety factor of 1.1.
c. Do not take credit for friction forces that may develop between the soil backfill and concrete walls of the utility vault.

6. Access Hatch and Lid Loading Criteria:
a. Access hatches and vault lids subject to wheel loads from vehicular traffic: H-20 structural load rating according to AASHTO HB 17. b. Access hatches and vault lids not subject to wheel loads from vehicular traffic: 200 pounds per square foot with a deflection not to exceed 1/150 of the span.

1.05 COORDINATION
A. Coordinate layout and installation of utility structures with the final arrangement of other utilities and surface features as determined in the field.

PART 2 - PRODUCTS

2.01 PRECAST CONCRETE UTILITY VAULTS AND BOXES
A. Manufacturers: One of the following or equal:

1. Oldcastle Concrete Products.

2. Jensen Precast

3. Utility Vault Company.

B. Description:

1. Factory-fabricated, reinforced concrete vault with cover and accessories.

2. Open or integral closed bottom as indicated on the Drawings or as scheduled.

3. Monolithically poured walls and bottom, unless open-bottom vaults are indicated on the Drawings or scheduled.

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C. Frame and Cover:

1. Unless access hatches are indicated or specified, fabricate steel frame and cover for utility vault openings.

2. Frame: Cast Iron.

3. Cover: Cast Iron with diamond pattern.

4. Provide 1-inch diameter pick hole for each cover piece unless otherwise indicated.

5. Split cover into pieces such that the maximum weight of each piece is less than 80 pounds.

PART 3 - EXECUTION

3.01 MANUFACTURE
A. Utilize a central batching facility to ensure accurate weighing and mixing of materials to consistently obtain a suitable concrete mix.

B. Concrete Batching: Properly proportion sand, aggregate and cement with sufficient water to produce a concrete mix of uniform quality and slump.

C. Concrete Compaction: Use either external or internal mechanical vibration during placement of the concrete mix within the forms.

D. Curing: Steam cure concrete while still in the forms and after an initial set has taken place.

1. Steam temperature: Not to exceed 160 degrees F, nor raised from normal ambient temperature at a rate exceeding 40 degrees F per hour.

2. Terminate steam curing after sufficient time has elapsed to produce adequate strength to withstand any structural strain that may occur during the form stripping operation.

3. Additional curing may be applied by means of water spraying or membrane curing compound to reach the ultimate strength requirements.

E. Reinforcing Steel: Position within the forms as required for design loads. Tie reinforcing steel sufficiently to withstand displacement during the pouring operation.

3.02 INSTALLATION
A. Utility Vaults:

1. Comply with ASTM C891.

2. When vaults are provided in sections, install vault sections level and plumb and with orientation and depth coordinated with connecting pipes.

3. Support vault on a level bed of aggregate base material, 12 inches deep and compacted to 95 percent of maximum density.

4. Seal joints with joint sealing compound. Clean joints and apply sealing compound in accordance with the manufacturer’s requirements.

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5. Covers:
a. Install access hatches.
b. Install covers and perform necessary cleaning and scraping of foreign materials from frames and covers as necessary to assure proper fit.

Replace frames and covers that create noise when passed over by traffic.

6. Finish Elevations of Utility Vaults
a. Paved Areas, Roadway Shoulders and Other Areas of Vehicular Traffic:

Set structure so that cover is flush with finished pavement elevation ± 0.25 inch
b. Other Locations: Set utility vault so that cover is 4 inches above finished grade ± 1 inch

3.03 CLEANING
A. Upon completion, clean each structure of all silt, debris, and foreign matter.

END OF SECTION
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SECTION 02241

CONTROL OF WATER
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Control of surface water and excavation drainage.

B. Protection of the work against surface runoff, and exfiltration from existing pipes and structures.

C. Collection, treatment, and disposal of removed water.

1.02 DEFINITIONS
A. Excavation drainage includes keeping excavations free of surface water, seepage water, and exfiltration from existing pipes and structures.

B. Surface drainage includes use of temporary drainage ditches and dikes and installation of temporary culverts and sump pumps with discharge lines as required to protect the work from any source of surface water.

C. Construction Water: surface or groundwater that is subject to removal by the Contractor as necessary to complete the work.

1.03 PERMITS
A. Obtain and comply with all permits for the control and disposal of surface and groundwater.

B. Pay all associated fees.

C. Obtain coverage under the Central Valley Regional Water Quality Control Board Dewatering and other Low Threat Discharges to Surface Waters General Permit (Order No. R5-2013-074, NPDES No. CAG995001, if appropriate, for any dewatering activity, including removal and discharge of groundwater, accumulated rainwater and removal of water from cofferdams or diversions.

D. Comply with the conditions of the General Permit for Dewatering Activities and Caltrans BMP# NS-2 Dewatering Operations.

PART 2 - PRODUCTS

2.01 FACILITIES AND EQUIPMENT
A. Provide necessary facilities and equipment for controlling surface water and excavation drainage as necessary to complete the Work.

PART 3 - EXECUTION

3.01 SURFACE AND EXCAVATION DRAINAGE WATER CONTROL
A. Perform surface and excavation drainage water control in conformance with regulatory requirements as modified herein.

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B. Have available, on hand at all times during excavation activities:

1. Sufficient pumping equipment and labor necessary to keep excavations clear of water as necessary to complete Work as specified

2. Adequate standby equipment as may be necessary to keep the control of water operation in full effect due to equipment or power failure.

C. Commence control of water at an appropriate time during excavation and continue until facilities and structures are installed and backfilled and are sufficiently protected from the effects of hydrostatic uplift or floatation.

D. Intercept surface and excavation water and divert it away from excavations through use of dikes, ditches, curb walls, pipes, sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations
E. Excavations extending below groundwater levels or encountering perched groundwater:

1. Where possible, direct inflow to a sump where water can be removed by a pump within narrow trench excavations that penetrate less than a few feet below the groundwater level and do not encounter loose or cohesionless soils.

2. Provide well points, perimeter trench drains, or deep sumps as necessary to control of water within wider, deeper, and/or more extensive excavations.

3. To maintain bottom stability of wider, deeper, or more extensive excavations, draw down groundwater levels a minimum of 5 feet below the lowest portion of the excavation.

F. Control water in such a manner as to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation and protect temporary excavation slope stability during construction:

1. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, excavate and replace the affected areas with drain rock on geotextile fabric at no additional cost to the Owner.

G. Implement ground settlement monitoring, prior to the commencement of the dewatering operation:

1. Survey existing structures in the vicinity of the proposed dewatering operation,

2. Monitor the existing structures for settlement, both total and differential, throughout the dewatering operation.

3. Prepare a daily report for each structure and provided to the Engineer identifying the original baseline elevation; the elevation measured each day, and corresponding total and differential settlement.

4. Modifications to the dewatering program may be necessary, as determined by the Engineer, should dewatering induced settlements be detected.

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3.02 DISPOSAL OF WATER
A. Construction water may be disposed into existing drainage courses, subject to applicable permitting requirements.

B. Design and control the dewatering operations such that disposal of water does not cause erosion or other damage and such that water to be disposed of is free from silt and other objectionable materials.

C. Use settling basins and/or other means to control groundwater quality prior to discharge as necessary.

D. Follow the applicable construction activity Best Management Practices (BMP) for the project.

E. Refer to "Caltrans Storm Quality Handbooks, Construction Site Best Management Procedures Manual", May 2017 or latest edition.

3.03 TERMINATION OF DEWATERING
A. Terminate control of dewatering operations in such a manner as to maintain the undisturbed state of the natural foundation soils, prevent disturbance of compacted backfill and prevent flotation or movement of structures, pipelines, and sewers.

B. If damage occurs due to improper termination of dewatering, repair the damage to the satisfaction of the Engineer and at no additional cost to the Owner.

C. Remove control of water devices following completion of the Work requiring control of water.

END OF SECTION
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West Yost – May 2026 02260 - 1 Town of Yountville
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SECTION 02260

EXCAVATION SUPPORT AND PROTECTION
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Temporary excavation support systems.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section

1. Section 01140 – Work Sequence and Constraints

2. Section 02081 – Controlled Low Strength Material

3. Section 02262 – Settlement Monitoring

4. Section 02320 – Trenching

1.03 DEFINITIONS
A. Protection Systems:

1. Sloping or benching systems for excavated slopes.

2. Structural support systems, shield systems, and other systems for preventing excavation wall failure.

1.04 SUBMITTALS
A. Submit information as a complete package. Include all items required by the Contract Documents. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package.

B. Shop Drawings

1. Prepared, signed and sealed by a professional engineer who is registered to practice in the State of California.

2. Clearly indicate structural sections of shoring members, welding details, bolting details and bracing details.

3. Indicate existing and new structures, pipelines and other improvements located in the vicinity and impacting the design of the shoring system.

4. Provide details for bracing, reinforcement and sealing around penetrations.

C. Calculations: Structural calculations verifying and demonstrating the structural safety and adequacy of the sheeting, shoring and bracing to be used.

1. Prepared, signed and sealed by a registered Professional Civil or Structural Engineer who is registered to practice in the State of California.

2. Provide calculations for the different load, support and other conditions that occur during the sequence of installation, construction of facilities protected by the shoring and the sequence of removal of the internal bracing and shoring.

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3. No such plan shall allow shoring, sloping or a protection system less effective than that required by the Construction Safety Orders of the State Division of Occupational Safety and Health.

D. Sheet Pile Driving Equipment: Information on type of equipment to be used, including manufacturer, model number and driving energy.

E. Qualifications of registered Professional Engineer and shoring installer, including project references.

F. Prepare a detailed plan illustrating the sequence of installation and removal of shoring systems and internal bracing. Include sketches showing the various stages in the sequence.

G. Letter confirming installation of the shoring system is in accordance with the shoring design.

H. Control Points and Stability Measurements:

1. Submit proposed location and details of control points and method and schedule for obtaining stability measurements.

2. Submit field notes documenting stability measurements.

1.05 INSTALLER QUALIFICAITONS
A. Shoring installer must have a minimum of five successful past installations of shoring systems of comparable overall heights and comparable penetration of soils similar to those found on the project site.

1.06 PERFORMANCE REQUIREMENTS
A. Design and install excavation support and protection systems that are capable of:

1. Supporting excavation sidewalls and bottom to maintain the required excavation or trench section.

2. Resisting soil and hydrostatic pressure and superimposed construction loads and other live loads.

3. Protecting existing facilities in the vicinity of the excavation from damage due to settlement or movement of soil
B. Provide professional engineering services necessary to assume engineering responsibility, including preparation of Shop Drawings and a comprehensive engineering analysis by a qualified professional engineer registered in the State of California.

C. Install and remove excavation support and protection systems without damaging existing buildings, pavements, utilities, railroad facilities, embankments, channels, and other improvements adjacent to excavation.

D. Excavations:

1. Protect workers from hazard of caving ground and other hazards.

2. Install excavation protection system in locations where:
a. Protection system is specifically indicated on the Drawings. b. Excavations are equal to, or greater than, 5 feet deep.

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c. Excavations are less than 5 feet deep, but there is a potential for cave-in. d. When engineering analyses prepared by the Contractor indicate the stability of existing structures and facilities may be jeopardized by settlement or movement of soil.

1.07 GENERAL DESIGN REQUIREMENTS
A. Design excavation support systems to meet requirements and standards of the Occupational Safety and Health Administration (OSHA).

B. Design excavation support systems to meet the requirements of California Code of Regulations, Title 8 – Construction Safety Orders and California Labor Code Sections 6705 to 6707
C. Design structural steel members in accordance with the American Institute of Steel Construction (AISC) Manual of Steel Construction Allowable Stress Design and the California Building Code.

D. Excavation support systems for trench excavations shall be selected by the Contractor based on the soil conditions, depths of trench excavations, groundwater conditions and other site conditions. No attempt has been made by Engineer to define acceptable trench shoring options.

E. Excavation support systems for structural excavations may consist of either driven steel sheet piling or soldier beam and lagging systems complying with requirements of this Section. Contractor may select from either specified system.

F. Allowable Deflection: Not more than 1/2-inch at any point on the shoring system.

G. Cantilevered Design Limits:

1. Maximum height of cantilevered shoring above the bottom of the excavation shall not exceed 15 feet.

H. Resistance to Overturning

1. Design soldier piles and sheet piles with sufficient depth below the excavation to:
a. Resist lateral movement or overturning of the pile, and b. Act as an effective water cutoff to prevent heaving or flow of soil into the excavation.

2. Calculate the required depth of pile below the bottom of the excavation by assuming the soil immediately below the bottom of excavation does not provide passive resistance for a depth of 1.5 times the effective pile diameter.

1.08 DESIGN REQUIREMENTS FOR SOLDIER PILES AND LAGGING
A. Design soldier piles to resist all applied loads, including vertical loads from tieback anchors, lateral earth pressures, surcharge loads, and any applicable hydrostatic or seismic forces.

B. Flexural Strength of Lagging: Design lagging in accordance with the California Building Code (CBC) and applicable material standards. Maximum allowable bending stress shall not exceed 1,500 psi unless otherwise approved.

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C. Wales: Provide wales consisting of back-to-back structural members connected to act as a single unit and capable of transferring all imposed loads.

D. Soil Anchors, Rock Anchors and Deadmen Anchors:

1. Design tieback anchors with a safety factor of not less than 2.0 times the calculated load from the shoring.

2. When calculating the required anchor length to resist loads from the shoring, exclude any portion of the anchor located within the potential active earth pressure failure zone behind the face of the shoring.

3. Design anchor tie rods for not less than 130 percent of the calculated load from the shoring.

4. Where tie rod couplings are used, design anchor tie rods for not less than 150 percent of the calculated load from the shoring.

1.09 GEOTECHNICAL REPORT
A. This Project is an emergency repair project. A geotechnical report was not prepared as part of the Project due to the emergency nature of the Work and the need to expedite design and construction.

B. A Basis of Design Report (BODR) was prepared for the Project to support the design of the horizontal directional drilling (HDD) installation. The BODR is provided for informational purposes only and is not part of the Contract Documents.

C. The opinions and information contained in the BODR represent interpretations based on available site information, records review, and engineering judgment at the time of preparation. Owner makes no representations or warranties regarding subsurface conditions and shall not be responsible for interpretations or conclusions drawn from the BODR by the Contractor.

1. Contractor is responsible for making any additional investigations, test borings, or exploratory operations deemed necessary for construction means and methods, including excavation support systems, HDD operations, and groundwater control.

2. A copy of the Basis of Design Report is included in the Contract Documents for reference only (See Attachment A).

1.10 PROJECT-SPECIFIC DESIGN REQUIREMENTS
A. Design of Excavation Support System for Railroad Bore Pit

1. Design Groundwater Elevation: Two feet below ground surface elevation.

2. Contractor shall determine size and location of bore pit.

3. The excavation support system may consist of either a sheet pile wall system, trench box, or soldier beams and lagging.

4. Contractor may utilize a movable trench shield at the boring and/or receiving pit in lieu of a constructed shoring system.

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1.11 JOB SITE POSTINGS
A. Maintain at least one copy of the protection system design at the job site while the excavation is open in accordance with the requirements of California Code of Regulations, Title 8 Construction Safety Orders and the California Labor Code

1.12 SEQUENCE AND SCHEDULING
A. Do not begin excavations or installation of excavation supports until submittals for excavation support systems have been accepted by the Engineer and until materials necessary for installation are on site.

B. Allow a minimum of 30 calendar days for Engineer’s review of submittals for excavation support systems.

C. Do not begin excavations or installation of excavation supports until initial survey measurements on control points on existing structures and other improvements are obtained to document initial elevations and locations.

D. Do not begin excavations until the necessary permit have been acquired.

E. Do not begin excavations at Rail Road (RR) Crossings until RR schedules have been determined and all necessary requirements are in place.

F. See additional construction sequencing requirements in Section 01140.

PART 2 - PRODUCTS

2.01 MATERIALS
A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel Soldier Beams: ASTM A36, ASTM A690 or ASTM A992.

C. Steel Sheet Piling: ASTM A328, ASTM A572 or ASTM A690; with continuous interlocks.

D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness as determined by design calculations, but not less than 3 inches.

E. Lean Concrete Mix:

1. Controlled Low Strength Material in accordance with Section 02081.

2. A mixture of sand, fine aggregate, water and 2 sacks of cement per cubic yard to create a flowable mixture that fills voids.

3. Minimum Compressive Strength: 1500 psi.

PART 3 - EXECUTION

3.01 PREPARATION
A. Prior to beginning installation of the excavation support system, pothole to locate existing buried utilities in the vicinity of the excavation. Survey utilities and compare actual locations to those locations indicated on the Drawings and the Shop Drawings. Determine any areas of conflict and revise the design and layout of the excavation support system to eliminate these conflicts.

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3.02 SLOPING AND BENCHING OF EXCAVATED FACES
A. Sloping and benching systems for exposed faces of excavations may be utilized in open fields as long as all activities are contained within prescribed easements. Where no easements are shown, all construction activities shall be limited to within 15 feet each side of trench.

B. Construct sloping and benching systems in accordance with Section 02320.

3.03 TRENCHING SUPPORT SYSTEMS
A. Where structural excavation support systems are not specifically indicated on the Drawings, trench support systems consisting of hydraulic jacks and plates, trench shield systems, and other trench protection systems may be utilized.

3.04 SOLDIER BEAMS AND LAGGING
A. Before starting excavation, drive steel soldier beams or install steel soldier beams in predrilled holes:

1. Installation of Soldier Beams in Pre-Drilled Holes:
a. Diameter of pre-drilled hole: Not to exceed the outside dimensions of the soldier beam.
b. Backfill around soldier beam using a lean concrete mix.

B. Space soldier beams at regular intervals not to exceed allowable flexural strength of the wood lagging. Align exposed faces of flanges to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment.

C. Install wood lagging within flanges of soldier beams as excavation proceeds. Trim excavation as required to install lagging.

D. Install horizontal wales at locations indicated on the shop drawings and secure to soldier beams.

E. Fill voids behind lagging with gravel, lean concrete or other material acceptable to the Engineer.

3.05 SHEET PILING
A. Before starting excavation, install one-piece sheet piling lengths and tightly interlock to form a continuous barrier. Align exposed faces of sheet piling to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment. Cut tops of sheet piling to uniform elevation at top of excavation.

3.06 BRACING
A. Locate bracing to clear temporary and permanent work and to allow lowering of material and equipment into the excavation.

B. If necessary to move brace, install new bracing before removing original brace.

C. Install internal bracing when calculations indicate bracing is required to prevent spreading or distortion of braced frames.

D. Maintain bracing until structural elements are supported by other bracing or until permanent construction is able to withstand lateral earth and hydrostatic pressures.

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3.07 INSPECTION
A. Designer of the shoring system is responsible for confirming proper installation of the shoring system. Shoring system designer, or a representative of the designer, shall make site visits to confirm installation is in accordance with the accepted shoring design.

B. Submit letter of proper installation confirming installation is in accordance with the shoring design.

3.08 MONITORING AND STABILITY MEASUREMENTS
A. Conduct monitoring and stability measurement in accordance with Section 02262.

3.09 REMOVAL
A. Remove at least the top 10 feet of excavation support systems.

B. Remove excavation support and protection systems when backfill can support the remaining open excavation and bear soil and hydrostatic pressures. Remove support and protection systems in stages to avoid disturbing underlying soils or damaging structures, pavements, facilities, and utilities.

C. After removal, promptly fill voids resulting from the extraction of shoring with sandcement grout conforming to the requirements of Caltrans Section 47 Earth Retaining Systems. Repair or replace adjacent work damaged or displaced by excavation support and protection systems removal.

END OF SECTION
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SECTION 02262

SETTLEMENT MONITORING
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Requirements for surface settlement and subsurface settlement monitoring relating to bore and jack, microtunneling, and open-cut construction methods and for surface settlement monitoring only for horizontal direction drilling construction method.

B. Do not use subsurface settlement monitoring for horizontal directional drilling due to risk of inadvertent drilling fluid returns.

C. Provide a California-Licensed Land Surveyor to perform the specified surveying

1.02 REFERENCED SECTION (NONE)

1.03 SUBMITTALS
A. Requirements:

1. Monitoring plan showing locations, depths, dimensions, and materials for settlement monitoring devices.

2. Name of California-Licensed Land Surveyor who will be taking measurements and copy of sample survey report.

3. Drilling permits and third party approvals required to perform the work.

4. Approved Caltrans Encroachment Permit including requirements for monitoring including traffic control and restricted access.

5. Procedures for installation and removal of instruments and materials.

1.04 REPORTS AND RECORDS
A. Submit Baseline Survey report showing location and initial elevation of all monitoring points installed at least one week prior to any excavation.

B. Submit updated survey reports each week during active excavation or construction in the area.

C. Submit final report with final elevation measured at least one month following excavation and construction in the area.

1.05 DEFINITIONS
A. Surface Settlement Monitoring Point: Inscribed marking, approved surveyor’s nail, rebar driven flush with surface, or brass cap installed at predetermined location to measure vertical (elevation) and horizontal (coordinate) locations of ground surface or structural element.

B. Surface Settlement Monitoring Stations: A group of Surface Settlement Monitoring Points (one at centerline, two offset from centerline) located at a specific station along the pipeline alignment.

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C. Subsurface Settlement Monitoring Point: A rod encased in a protective pipe is anchored at a specific depth to measure settlements at that depth. The assembly is placed in a borehole and is backfilled in place with grout backfill.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 GENERAL
A. Install Surface Settlement and Subsurface Settlement Monitoring Points at locations shown on the approved monitoring plan.

1. Develop Monitoring plan in accordance with location requirements shown on Plans and as specified.

B. To avoid being damaged by construction operations or the general public, clearly mark and protect all parts.

C. For work within Caltrans right of way, comply with Caltrans encroachment Permit Requirements including traffic control and restricted hours of access D. Prior to removal of any monitoring points, request and obtain written approval from the Construction Manager.

E. Subsurface settlement monitoring points shall be removed, backfilled, and abandoned in accordance with drilling permit requirements.

F. Surveying shall be performed by a California-Licensed Land Surveyor and vertical measurements shall be within a tolerance of 0.005 feet.

3.02 SURFACE SETTLEMENT MONITORING LOCATIONS
A. Establish Surface Settlement Monitoring Stations (SSMS) wherever shown on the Plans.

B. Regardless of whether Surface Settlement Monitoring Stations are shown on the Plans, establish the following Surface Settlement Monitoring as a minimum.

1. Each Surface Settlement Monitoring Station shall include one point located on the pipe centerline and two points offset 15 feet to the left and right of the pipe centerline. No vehicular traffic or spoils piles are allowed at any monitoring station.

2. In paved or improved areas, Surface Settlement Monitoring Stations shall be located every 25 feet along the pipe centerline unless otherwise indicated.

3. In unimproved areas, Surface Settlement Monitoring Stations shall be located every 100 feet along the pipe centerline unless otherwise indicated. Locations in the active riverbed are excluded.

3.03 MONITORING SCHEDULE
A. Install all monitoring points at least 1 week prior to performing baseline survey.

B. Perform a baseline survey of all Surface Monitoring Points at least one week prior to any excavation or construction within 100 feet of the monitoring locations.

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C. Survey Surface Settlement Monitoring Points daily during any active construction (sheet pile driving, excavation, boring, microtunneling, pipe installation, backfilling, compaction, etc.) within 100 feet of the monitoring locations. Continue daily survey monitoring for 3 days after completion of active construction.

1. Perform a final survey at least one month following completion of active construction.

3.04 ACTION REQUIREMENTS
A. Provide survey reports for Surface Settlement Monitoring Points each week.

B. In the event that Surface Settlement Monitoring Points show a deviation from the baseline survey of 0.50 inches (.04 feet), the Contractor shall stop work immediately, notify and meet with the Construction Manager to develop a plan for action before work can be resumed. The Construction Manager may require that the frequency of monitoring be increased.

END OF SECTION
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SECTION 02300

EARTHWORK
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Earthwork requirements for sitework, structures, roads and general earthwork, including excavation, fill, backfill, grading, and compaction; import of material; and disposal of surplus and unsuitable materials.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section

1. Section 02241 – Control of Water

2. Section 02260 – Excavation Support and Protection

3. Caltrans Specifications Section 26-Aggregate Bases (Latest Version).

1.03 DEFINITIONS
A. Backfill: Earthwork necessary to add fill between new structures and the excavation up to the sub or finish grade.

B. Borrow Area: Area identified from which to obtain earthwork materials.

C. Cut: Earthwork necessary to remove existing material to lower the existing grade in elevation to sub or finish grade.

D. Embankment: Materials placed to form the subgrade for roadways or site improvements.

E. Excavation: Earthwork necessary to remove existing material for the installation of structures.

F. Fill: Earthwork necessary to add material to bring the existing grade up in elevation to sub or finish grade.

G. Finish Grade: Final surface following placement of surfacing, if any, as indicated.

H. Subgrade: The surface of the earthwork on which pavement, surfacing, base, subbase, or a layer of any other material is placed.

1.04 SUBMITTALS
A. For imported materials, provide certification and source.

B. For excavations 5 feet or deeper: Submit detailed plan of all shoring, bracing, side sloping, or other provisions for worker protection against the hazard of caving ground during excavations in accordance with Section 02260.

1.05 QUALITY ASSURANCE
A. Materials and Compaction Testing.

1. Source testing of materials: Provided and paid for by Owner.

2. Field testing of compaction: Provided and paid for by Owner.

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B. Compaction Testing Standards

1. In-place Density of Compacted Fill Material: Density determined in the field in accordance with ASTM D6938 – Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

2. Maximum Dry Density of Compacted Material: determined in the laboratory in accordance with Method C of ASTM D1557-12e1 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ftlbf/ft3 (2,700 kN-m/m3)), or ASTM D4253 – Standard Test Methods for Maximum Index Density of Soils Using a Vibratory Table and D4254 – Standard Test Methods for Maximum Index Density of Soils and Calculation of Relative Density, for cohesionless, free draining soils.

C. Material Testing Standards:

1. Particle size analysis of soils and aggregates: ASTM D6913/D6913M for sieve analysis and ASTM D7928 for hydrometer analysis, if required.

2. Determination of sand equivalent value: ASTM D2419 – Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

3. Liquid limit, plastic limit, and plasticity index: ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

4. The testing for organic matter: ASTM D2974 – Standard Test methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils.

D. References in this section to soil classification types and standards shall have the meanings and definitions indicated in ASTM D2487 – Standard Practice for Classification of Soils for Engineering Purposes. Contractor shall be bound by all applicable provisions of ASTM D2487 in the interpretation of soil classifications.

PART 2 - PRODUCTS

2.01 MATERIALS
A. General fill, backfill, and embankment materials:

1. Selected or processed clean earth, rock, or sand, free from grass, roots, brush, other vegetation, corrosive and hazardous materials, manmade objects, and debris.

2. Materials not defined as unsuitable as indicated below, except some materials listed as unsuitable may be used, if indicated on the Drawings or when acceptable to the Engineer, when thoroughly mixed with suitable materials to form a stable composite.

3. Obtain suitable materials from one or more of the following:

4. Onsite excavations and designated borrow areas.

5. Processed on-site materials.

6. Imported from offsite borrow areas and processing plants.

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7. If imported materials are required by this Section, or to meet the quantity requirements of the Project, provide the imported materials at no additional expense to Owner, unless a unit price item is included for imported materials in the Bidding Schedule.

8. Large rocky material: When embankment material consists of large rocky material, or hard lumps, such as hardpan or cemented gravel which cannot be broken down readily, distribute such material evenly throughout the embankment. Place sufficient earth or other fine material around the larger material as it is deposited so as to fill the interstices and produce a dense, compact embankment. Do not place rocks larger than 6 inches in diameter within the upper 2 feet of the embankment subgrade.

9. Further condition fill, backfill, and embedment materials as described below or as indicated on the Drawings.

B. Levee Berm Embankment Material:

1. Lean clay, silty clay, sandy clay or gravely clay soil.

2. Plasticity index of 20 or less.

3. Liquid limit of 40 or less.

4. Complying with the grading shown in the following table:

Sieve Size Percentage Passing
6-inch 100
4-inch 85-100
No. 200 30-100
C. Structure Backfill Material (within 12” of outside face of structure)

1. Granular, low to non-expansive soil.

2. Plasticity index 12 or less.

3. Liquid limit 30 or less.

4. Complying with the grading shown in the following table:

Sieve Size Percentage Passing
6-inch 100
3-inch 95-100
No. 200 15-50
D. Aggregate Base Course Material: In accordance with Caltrans Spec Section 26-Aggregate Bases.

E. Crushed Rock:

1. Manufactured, angular, crushed stone with a minimum sand equivalent value of 75.

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2. Clean, hard, sound, durable, uniform in quality, and free of soft, friable, thin, elongated or laminated pieces, and disintegrated material.

3. Have 100 percent of its particles with at least one fractured face on a weight basis, when tested for crushed particles per ASTM D5821.

4. Complying with the grading shown in the following table:

Percentage Passing
Sieve Size 1-inch 3/4-inch 1/2-inch
1-1/2-inch 100 - -
1-inch 90-100 100 -
3/4-inch 30-60 90-100 100
1/2-inch 0-20 30-60 90-100
3/8-inch - 0-20 20-60
No. 4 0-5 0-5 0-15
No. 8 - 0-5
F. Sand:

1. Clean, coarse, natural sand free from organic material, suitable for the purpose intended.

2. Gradation: 90 percent to 100 percent will pass a No. 4 sieve and not more than 5 percent will pass a No. 200 sieve.

G. Permeable Backfill:

1. Hard, durable, clean sand, gravel or crushed stone, free from Unsuitable Material.

2. Complying with the grading shown in the following table:

Sieve Sizes,
Square Openings
Percent by Weight
Passing Sieve
1-inch 100
3/4-inch 90 – 100
3/8” 40 – 100
No. 4 25 – 40
No. 8 18 – 33
No. 30 5 – 15
No. 50 0 – 7
No. 200 0 – 3

3. Durability index: Not less than 40

4. Sand equivalent: Not less than 75.

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H. Impervious Material:

1. Material free of organic materials, rocks, or clods greater than 4 inches in diameter.

2. Gradation: Not less than 50 percent passing the No. 200 sieve.

2.02 UNSUITABLE MATERIALS
A. Unsuitable materials include the materials listed below:

1. Soils which, when classified under ASTM D2487, fall in the classifications of Pt, OH, CH, MH, or OL, or in a classification that contains Pt, OH, CH, MH, or OL in combination with any other letter designation, such as CH/CL.

2. Soils which cannot be compacted sufficiently to achieve the density specified for the intended use, or are unstable or pump regardless of the degree of compaction.

3. Materials that contain hazardous or designated waste materials including petroleum hydrocarbons, pesticides, heavy metals, and any material which may be classified as hazardous or toxic according to applicable regulations.

4. Soils that contain greater concentrations of chloride or sulfate ions, or have a soil resistivity or pH less than the average values for existing onsite soils.

5. Topsoil, sludge and sludge-entrained soils.

6. Rocks, stones, and boulders larger than allowed for use as fill and backfill materials.

2.03 SOURCE QUALITY CONTROL
A. Materials source testing will be performed by a testing laboratory by the Contractor.

B. Minimum Frequency of sampling:

1. Fill, backfill and embankment material generated from earthwork activities:

2. Two soil samples every 500 cubic yard of material used.

3. Two soil samples whenever the character of the soil changes.

4. One soil sample when directed by the Engineer.

5. Obtain samples that represent the predominate character of the soil that is encountered.

6. Sampling of Imported Material

7. Obtain representative samples of product from supplier.

8. After initial testing demonstrated that the proposed borrow material meets the specified requirements, obtain and test one additional sample for every [500] cubic yard of imported material.

C. Testing:

1. Test all materials used in the Work to confirm they meet the requirements indicated.

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2. Prepare moisture-density curves for use in determining the optimum moisture content and in-place density of the compacted backfill.

PART 3 - EXECUTION

3.01 EXCAVATION – GENERAL
A. Excavation includes the removal of all materials of whatever nature encountered, including all obstructions of any nature.

B. Excavation shall conform to the lines and grades indicated on the Drawings.

C. Clear, grub and strip and remove topsoil, in construction and borrow areas.

D. Excavation Stability:

1. Slope excavated faces or otherwise support in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926) and in accordance with Section 02260.

2. Furnish, place, and maintain supports and shoring required to maintain stability of the sides of excavations.

E. Notify Engineer at least 1 working day in advance of completion of any structure excavation to allow inspection of the exposed subgrade before it is covered with backfill or with any construction materials.

F. Erosion Control:

1. Maintain earthwork surfaces true and smooth and protected from erosion.

2. Construct erosion control measures identified in the Storm Water Pollution Protection Plan prior to any clearing or grading activity.

G. Control of Water: Control water entering the excavation as indicated in Section 02241.

H. Existing Underground Utilities:

1. Known existing underground utilities are generally shown on the Drawings in their approximate locations based on information of varying accuracy.

2. Exercise care to avoid damage to all existing utilities whether shown or not.

3. Conduct field explorations to locate all underground utilities prior to excavation.

4. Alert the Engineer of the presence of existing utilities that are not shown on the Drawings or are in locations different than those shown on the Drawings.

I. Existing Overhead Utilities: There may be existing overhead utilities in the vicinity of the Work which may or may not be shown on the Drawings. Identify existing overhead utilities, if any, and use extreme caution when working in the vicinity of overhead utilities.

3.02 EXCAVATION FOR FILLS AND EMBANKMENTS
A. Sludge and Sludge Entrained Soils:

1. Remove and dispose of sludge and sludge entrained soils.

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B. Benching and Keyways:

1. Where fill is to be placed against existing subgrade or existing grade that is sloped, excavate horizontal benches a minimum of 5 feet wide and located at vertical intervals of not more than 5 feet to provide for placement and compaction of the new fill on horizontal surfaces.

2. Excavate keyway along the base of the existing slope:

3. Extend the keyway at least 3 feet into competent native soil.

4. Width of Keyway: Minimum of 15 feet.

5. Keyway Side Slopes: Inclined at approximately [0.75:1].

6. Keyway Subgrade: Scarify the upper 8-inches of the exposed surface, moisture condition and re-compact.

C. Subgrade Preparation:

1. Subgrade Beneath Embankments:

2. Expose competent native soil within the planned new embankment footprint.

3. Excavate soil beneath embankments to a minimum of 24 inches below existing grade. Extend the excavation a minimum of 10 feet beyond the embankment.

4. Scarify the exposed subgrade to a depth of 8 inches, moisture condition as necessary and re-compact.

5. Subgrade Beneath Paved Areas:

6. Excavate to the subgrade soils beneath the bottom of the aggregate base or to the subbase, if such subbase is indicated.

7. Scarify the top 12 inches of subgrade soils, moisture condition as necessary, and re-compact.

8. Finished subgrade shall be even, self-draining, and in conformance with the slope of the finished pavement.

9. Subgrade Beneath Structures:

10. Excavate to the subgrade soils beneath the bottom of the structure or bottom of crushed rock layer where indicated.

11. Scarify the top 12 inches of subgrade soils, moisture condition as necessary, and re-compact.

3.03 EXCAVATION IN VICINITY OF TREES
A. Except where trees are indicated to be removed, protect trees form injury during construction.

B. Do not cut tree roots over 2 inches in diameter without permission of the Engineer.

C. Support trees during excavation by means approve by the Engineer.

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3.04 OVER-EXCAVATION NOT ORDERED OR INDICATED
A. Backfill areas over-excavated with the materials indicated for the backfill above the overexcavation or Aggregate Base.

B. Backfill the over-excavation to restore the required subgrade elevation and compact.

C. Any over-excavation carried below the grade indicated on the Drawings will be at no additional cost to Owner.

3.05 OVER-EXCAVATION WHERE ORDERED BY ENGINEER
A. Where ordered by the Engineer, over-excavate beyond the depth of subgrade indicated to the dimensions ordered.

B. Backfill areas over-excavated with the materials indicated for the backfill above the overexcavation or Aggregate Base.

C. Backfill the over-excavation to restore the required subgrade elevation.

D. Over-excavation less than 6 inches below the limits indicated: At no increase in cost to Owner.

E. Over-excavation greater than 6 inches below the limits indicated: Payment will be made under separate unit price bid items for over-excavation if such bid items have been established. Otherwise, payment will be made in accordance with a negotiated price.

F. Measurement and Payment

1. Measurement of quantities for payment of over-excavation: By calculation by Engineer of the volume of materials removed as over-excavation based on the difference between the excavation dimensions before and after the overexcavation work. No compensation will be made for removal of materials beyond the limits of the additional excavation ordered by Engineer or for materials which may come into the excavation from outside the designated limits. No compensation will be made for removal of materials that are outside of the minimum horizontal dimensions indicated.

2. Payment for over-excavation will be made by the cubic yard. The payment shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in excavating and backfilling the over-excavation completely. Payment shall also include full compensation for the removal and disposal of the excavated materials, import and installation of backfill materials, control of water in the excavation, excavation support, and all costs associated with interruption of construction operations during the review of the foundations, over-excavation, backfill, and all other operations required for, or as a result of, over-excavation.

3.06 ROCK EXCAVATION (NOT USED)

3.07 DISPOSAL OF UNSUITABLE, EXCESS EXCAVATED AND OTHER MATERIALS A. Dispose unsuitable or excess excavated materials at an appropriate site selected by Contractor unless otherwise indicated.

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B. Obtain required permits, landowner, and agency approvals for disposal of unsuitable and excess excavated materials and pay costs associated with the removal and disposal of the materials.

3.08 FILL AND EMBANKMENT CONSTRUCTION
A. Scarify foundation soils for fills and embankments bring to optimum moisture content, and re-compact with heavy compaction equipment to obtain compaction indicated.

B. Place and compact fill and embankments in horizontal layers so that when compacted layers to not exceed thickness indicated.

C. Provide keyways or benches where an embankment or fill is to be placed against slopes, hillsides, or fill slopes.

D. Slopes: Construct slopes as indicated except construct no permanent fill or embankment slopes with slope inclinations that exceed 2:1 (horizontal:vertical) unless specifically indicated otherwise
E. Over-construct fills and embankments to greater horizontal dimensions than indicated.

Cut back slope following placement and compaction to expose well compacted fill.

F. Construct the first 3 feet of embankment or fills over pipelines using placement and compaction equipment that do not damage the pipe. Keep heavy construction equipment a minimum distance of the edge of the trench equal to the depth of the trench until at least 3 feet of fill over the pipe has been completed.

3.09 LEVEE EMBANKMENT CONSTRUCTION (NOT USED)

3.10 STRUCTURE BACKFILL
A. Provide Structure Backfill material within 12-inches of all structures to be backfilled unless otherwise indicated.

B. Place a 6-inch layer of 3/4-inch or 1-inch Crushed Rock below all structures, unless otherwise indicated.

C. Do not drop backfill upon any structure or pipe.

D. Confirm concrete structures have attained sufficient strength to withstand the backfill loads imposed.

E. Do not place backfill around water retaining structures until structures have been tested and approved for backfill. Fill structures with water during backfill operations.

F. Place backfill after all water has been removed from the excavation and the excavation sidewalls and subgrade soils have dried to a moisture content suitable for compaction.

G. Remove all loose, sloughing, or caving soils and rock materials prior to placement of backfill.

H. Place geotextile fabric as indicated.

I. Promptly after removal, fill voids created by the extraction of sheetpile or shoring indicated in Section 02260.

J. Place backfill and spread evenly in layers so that when compacted layers do not exceed thickness indicated.

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K. Thoroughly mix layers as necessary to promote uniformity of material in each layer.

L. Add water to backfill material where moisture content is below the optimum moisture content and mix with the soil until the proper moisture content is achieved throughout the soil layer.

M. Where backfill material moisture content is too high to permit the specified degree of compaction, dry backfill material until moisture content is satisfactory.

3.11 COMPACTION OF FILL, BACKFILL, AND EMBANKMENT MATERIALS A. Adjust moisture condition to within ±2 percent of optimum moisture content as determined through laboratory testing of the soil.

B. Compact each layer in a uniform and systematic manner.

C. For materials with less than 10 percent passing the No. 4 sieve, compact by means of at least 2 passes from a flat plate vibratory compactor.

D. For materials with 10 percent or more passing the No. 4 sieve, mechanically compact to the indicated percentage of density each layer of backfill materials.

1. Use equipment that is consistently capable of achieving the required degree of compaction.

2. Compact each layer over its entire area while the material is at the required moisture content.

E. Do not use flooding, ponding, or jetting as a method of compaction.

F. Do not use equipment weighing more than 10,000 lbs closer to structure walls than a horizontal distance equal to the depth of the fill at the time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations.

G. Compaction Requirements:

1. Where agency or utility company requirements govern, the highest compaction standards shall apply.

2. Compact finish and subgrades in compliance with the following table:

Location or Use of Fill
Limit/Layer
Thickness
Percentage of
Maximum Dry Density
of Compacted Material
per ASTM D1557
Backfill around structures 8 in. Layers 90
Embankment Fill 12 in. Layers 90
Subgrade beneath embankments or fill areas (upper 8 inches) Upper 12 in. 95 Subgrade beneath paved areas (upper 12 inches) Upper 12 in. 95 Subgrade beneath structures (upper 12 inches) Upper 12 in. 95 Subgrade beneath keyway (upper 8 inches) Upper 8 in. 95 Finish grade in unimproved or landscape areas Upper 12 in. 85 West Yost – May 2026 02300 - 11 Town of Yountville
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3.12 FIELD QUALITY CONTROL AND TESTING
A. Field quality control testing for compaction confirmation will be done by a testing laboratory of the Owner’s choice at the Owner’s expense except as indicated below.

B. If requested by the Owner, remove soil above the level at which the Owner wishes to test.

Backfill and re-compact material after testing is completed.

C. If compaction fails to meet specified requirements, perform remedial work by one of the following methods:

1. Remove and replace backfill at proper density.

2. Bring density up to specified level by other means acceptable to Owner.

3. Retesting:

4. Costs for conducting additional tests to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the Contractor.

5. Conduct compaction tests at twice as frequently specified for the initial confirmation tests.

D. Where soil compaction is specified as a percentage of maximum dry density, determine the maximum dry density at optimum moisture content by laboratory testing in accordance with Method C of ASTM D1557.

E. Where compaction of cohesionless, free draining soil is specified as a percentage of relative density, determine relative density by laboratory testing in accordance with ASTM D4253 and D4254.

F. Determine In-Place Density of Compacted Fill Material by performing field tests of soil density in accordance with ASTM D6938.

G. Frequency of Compaction Confirmation Testing at intervals not less than as follows:

1. Embankments and Fills: 2 tests every 500 cubic yards.

2. Structure Backfill: 1 test every 5 feet in elevation per 100 horizontal feet of backfill.

3.13 FINISH GRADES
A. Surface: Reasonably smooth and free of grade breaks, irregular surface changes, protrusions and other defects.

B. Restore un-improved areas back to pre-construction grades.

C. Backfill topsoil in all areas where the topsoil was removed as part of the site preparation.

D. Restore drainage swales and water courses to their pre-construction alignments and grades unless otherwise modified by the Work. Grade surface to drain away from structures. Direct drainage to collection points.

E. Provide smooth transitions to existing grades.

F. Repair and reestablish grades to required elevations and slopes due to any settlement or erosion that may occur prior to final acceptance.

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G. Vertical Tolerance:

1. Subgrade under paved areas: 0.0 feet above and 0.08 feet below.

2. Subgrade under structures: 0.0 feet above and 0.08 feet below.

3. Landscaped areas: 0.1 feet above and 0.1 feet below.

4. Unimproved areas: 0.1 feet above and 0.1 feet below.

END OF SECTION
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SECTION 02320

TRENCHING
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Trench excavation and backfilling for pipe and pipeline appurtenances.

B. Minor structure excavation and backfill associated with pipeline construction.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section:

1. Section 02081 – Controlled Low Strength Material

2. Section 02241 – Control of Water

3. Section 02260 – Excavation Support and Protection

1.03 DEFINITIONS
A. Backfill: Earthwork necessary to provide fill between new structures and excavation up to the sub or finish grade.

B. Bedding Zone: The area from the trench subgrade to the bottom of the pipe.

C. Embedment or Pipe Zone: The area from the top of the Bedding Zone to the bottom of the Trench Zone as indicated on the Drawings.

D. Excavation: Earthwork necessary to remove existing material for the installation of structures.

E. Finish Grade: Final surface following placement of surfacing, if any, as indicated.

F. Native Material: Naturally occurring soils excavated from the trench after top soil, if any, has been removed.

G. Open Areas: Areas along the pipeline route that are outside Roadway Shoulders or in open pasture.

H. Pavement Section: The upper portion of the trench within paved areas comprising the base and finished surface materials.

I. Roadway Shoulders: Paved areas and unpaved areas outside the traveled way and extending to the outside edge of any roadside drainage features.

J. Spoils: Unsuitable or excess excavated materials.

K. Subgrade: The surface of the earthwork on which bedding, base materials, pavement, other surfacing materials, or structure bases are placed.

L. Traveled Way: The portion of the roadway where vehicles travel, does not include shoulders.

M. Trench Backfill: Materials used to backfill the trench including bedding zone, pipe zone, and trench zone backfill.

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N. Trench Zone: The area from the top of the Pipe Zone to the bottom of the pavement base (subgrade), ground surface or other surface material over the trench excavation.

O. Wet Trench: Trench with water or groundwater present in the trench.

1.04 SUBMITTALS
A. Material Data: Submit the following for each material type imported to the site:

1. Material source.

2. Gradation.

3. Moisture-density curves.

4. Permeability tests (for clay material).

B. All material submittals must be dated to less than 1 year prior to Notice-to-proceed.

C. For excavations 5 feet or deeper, submit detailed plan of all shoring, bracing, side sloping, or other provisions for worker protection against the hazard of caving ground during excavations in accordance with Section 02260.

D. Submit name and qualifications of materials testing lab for Contractor furnished testing.

1.05 QUALITY ASSURANCE
A. Materials and compaction testing

1. Source Testing of Materials: Provided and paid for by Contractor

2. Field Testing of Compaction: Provided and paid for by Contractor

3. For Contractor provided testing, provide testing performed by a qualified testing laboratory approved by the Owner. Submit testing laboratory qualifications for approval.

B. Compaction Testing:

1. In-place Density Testing of Compacted Fill Material: ASTM D6938 – Test Methods for Density of Soil and Soil Aggregate by Nuclear Methods (shallow depth).

2. Maximum Dry Density:
a. Cohesive soils: Method C of ASTM D1557 – Test Methods for MoistureDensity Relations of Soils and Soil-Aggregate Mixtures, Using 10 lb Rammer and 18” Drop.
b. Cohesionless, free draining soils: ASTM D4253 – Test Methods for Maximum Index Density of Soils Using a Vibratory Table and D4254 – Test Methods for Maximum Index Density of Soils and Calculation of Relative Density.

C. Materials Testing Standards:

1. Particle size analysis of soils and aggregates: ASTM D422 – Method for ParticleSize Analysis of Soils.

2. Determination of sand equivalent value: ASTM D2419 – Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

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3. Liquid limit, plastic limit, and plasticity index: ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

4. Testing for organic matter: ASTM D2974 – Standard Test methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils.

5. Testing for percentage of fractured particles: ASTM D5821.

6. References in this section to soil classification types and standards: Meanings and definitions indicated in ASTM D2487 – Classification of Soils for Engineering Purposes.

PART 2 - PRODUCTS

2.01 MATERIALS
A. General:

1. Obtain trench backfill materials from one or more of the following:
a. Processed on-site materials,
b. Imported from off-site borrow areas,
c. Processing plants.

2. Provide materials as indicated or as may be necessary to complete the Work at no additional cost to the Owner, unless a unit price item is included for trench backfill materials in the bidding schedule.

3. Provide materials as indicated in the Schedule in PART 3.

4. Soils unsuitable for use as trench backfill materials:
a. Soils classified under ASTM D2487 categories Pt, OH, CH, MH, or OL; or soils that contain classifications Pt, OH, CH, MH, or OL in combination with any other soil classification, such as CH/CL.
b. Soils which cannot be compacted sufficiently to achieve the density specified for the intended use, are highly expansive, or are unstable or "pump", regardless of the degree of compaction.
c. Soils that contain hazardous or designated waste materials including petroleum hydrocarbons, pesticides, heavy metals, and any material which may be classified as hazardous or toxic according to applicable Regulations.
d. Soils that contain greater concentrations of chloride or sulfate ions, or have a soil resistivity or pH less than the existing on-site soils. e. Topsoil, except as allowed below.
f. Soils containing rocks, stones, or boulders larger than specified. g. Soils that contain more than 5 percent organic matter when tested in accordance with ASTM D2974.

B. Native Materials:

1. Materials generated from on-site materials conditioned as follows:
a. Maximum particle size: 3 inches.

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b. Percent passing No. 200 sieve: Less than 5 percent.
c. Sand equivalent: 30 minimum.

C. Crushed Rock:

1. Clean, hard, sound, durable, uniform in quality, and free of soft, friable, thin, elongated or laminated pieces, and disintegrated material.

2. Have 100 percent of its particles with at least one fractured face on a weight basis, when tested for crushed particles per ASTM D5821.

3. Comply with the grading shown in the following table:

Sieve Size
Percentage Passing
1-inch 3/4inch 1/2-inch
1-1/2-inch 100 - -
1-inch 90-100 100 -
3/4-inch 30-60 90-100 100
1/2-inch 0-20 30-60 90-100
3/8-inch - 0-20 20-60
No. 4 0-5 0-5 0-15
No. 8 - 0-5
D. Sand:

1. General: Clean, coarse, natural sand free from organic material, suitable for the purpose intended.

2. Gradation: 90 percent to 100 percent will pass a No. 4 sieve and not more than 5 percent will pass a No. 200 sieve.

E. Controlled Low Strength Material (CLSM): In accordance with Section 02081.

F. Aggregate Base: Class 2 aggregated base as specified in Caltrans Spec Section 26- Aggregate Bases.

G. Clay:

1. On-site or off-site clay material free of organic materials or rocks.

2. Permeability: Not greater than 1x10-6 cm/sec when tested in accordance with ASTM D2434.

H. Permeable Backfill:

1. General: Hard, durable, clean sand, gravel or crushed stone, free from organic material, clay balls or other deleterious substances.

2. Durability index: Not less than 40

3. Sand equivalent: Not less than 75.

4. Comply with the grading shown in the following table:

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Sieve Sizes,
Square Openings
Percent by Weight
Passing Sieve
1-inch 100
3/4-inch 90 – 100
3/8” 40 – 100
No. 4 25 – 40
No. 8 18 – 33
No. 30 5 – 15
No. 50 0 – 7
No. 200 0 – 3
I. Structure Backfill Material:

1. General: Granular, low to non-expansive soil.

2. Plasticity index: 12 or less.

3. Liquid limit: 30 or less.

4. Comply with the grading shown in the following table:

Sieve Size Percentage Passing
6-inch 100
3-inch 95-100
No. 200 15-50
J. Cement Slurry Backfill:

1. In accordance with Section 02081 .

2.02 SOURCE QUALITY CONTROL
A. Perform source quality control testing by approved testing laboratory and submit results to Owner.

B. Frequency of Sampling of Imported Material: After initial testing demonstrates that the proposed borrow material meets the specified requirements, obtain and submit one additional sample for every 500 cubic yards of imported material.

PART 3 - EXECUTION

3.01 EXISTING UTILITY LOCATIONS
A. Prior to performing any excavation or subsurface work, the Contractor shall investigate and verify the location, depth, size, and type of all existing underground utilities and structures that may be affected by the Work.

B. The Contractor shall comply with all applicable utility notification requirements, including notifying Underground Service Alert (USA/811), and coordinating with affected utility owners as required by law.

C. Information shown on the Drawings or indicated in the Contract Documents regarding existing utilities is based on available records and is approximate only. The Owner and West Yost – May 2026 02320 - 6 Town of Yountville
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Engineer make no representation or warranty as to the accuracy or completeness of such information.

D. The Contractor shall perform potholing, hand excavation, test pits, or other non‑destructive investigative methods as necessary to positively locate existing utilities prior to excavation and to avoid damage or disruption
E. The Contractor shall immediately notify the Engineer and affected utility owners of any discrepancies between the indicated utility locations and field observations.

F. The Contractor shall be responsible for protecting existing utilities from damage and for repair or replacement of any utilities damaged as a result of the Contractor’s operations, in accordance with applicable agency and utility owner requirements.

G. Utility locating and verification within private property or easement areas shall be performed in accordance with the applicable easement, right‑of‑entry agreements, and utility owner requirements.

3.02 TRENCH EXCAVATION
A. General Requirements

1. Stabilize and support all faces of the trench excavation as specified in Section 02260.

2. Control groundwater as specified in Section 02241.

3. Clear, grub, and strip construction area as necessary to remove all vegetation and top soil.

B. Open Trenches

1. Open Trench Limitations: Unless otherwise indicated or required by the Agency having jurisdiction limit open trenches as follows:

2. Travelled Way plus 3 feet either side:
a. Do not open more than 100 lineal feet of excavated trench at any one time during the Work shift.
b. Up to 25 feet of trench as measured at the surface may remain open during any non-work shift, provided:
1) The entire trench opening is plated with steel plates, secured to avoid movement, and the edges backfilled with temporary pavement to provide a smooth transition.
2) Shoring is installed to prevent collapse of the trench excavation.

3. Paved surfaces including road shoulders:
a. Do not open more than 100 lineal feet of excavated trench at any one time during the Work shift.
b. Up to 50 feet of trench as measured at the surface may remain open during any non-work shift provided the open trench is adequately plated, and the trench adequately shored.

4. Open areas: Do not open more than 300 lineal feet of excavated trench at one time.

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5. Open Trench Safety Requirements:
a. Provide traffic control in accordance with Napa County. b. Erect traffic barricades and warning lights meeting safety requirements of Napa County where open trench is within 12 feet of any travelled way. c. Erect signs to warn oncoming vehicles of rough road or steel plates in road, as appropriate.
d. Provide fencing or warning tape to protect the public from open trench in open areas.

C. Trench Excavations

1. Excavate trenches and maintain excavation such that pipe and pipeline accessories are installed in an open trench.

2. Excavate to subgrade elevation and to trench width dimensions indicated on the Drawings.

3. Excavate all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution of the trenching Work unless otherwise indicated.

4. Where pipelines are to be installed in embankments, fills, or structure backfills, construct fill to a level at least one foot above the top of the pipe before the trench is excavated.

5. Trench shield:
a. If a moveable trench shield is used during excavation operations widen the trench width so that the shield is free to be lifted and then moved longitudinally without binding against the trench sidewalls. b. If the trench walls cave in or slough, the trench shall be excavated as an open cut excavation with sloped sidewalls or with trench shoring, as indicated and as required by the pipe structural design.

D. Trench Bottom: Excavate and shape trench bottoms to provide uniform subgrade for placement of Bedding Material:

1. Unsuitable Hard Trench Bottom: If bottom of excavation is found to consist of rock or any material that cannot be excavated to provide uniform bearing surface:
a. Notify Engineer of the conditions encountered and obtain concurrence that an unsuitable trench bottom condition is present.
b. Remove such rock or other material to a depth of not less than 6 inches below the original design elevation of the bottom of the trench. c. Place bedding material or aggregate base course material to restore the trench bottom to the original design elevation. Place in lifts not exceeding 8 inches in un-compacted thickness and compact to 90 percent of maximum dry density.

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2. Unsuitable Soft Trench Bottom: If bottom of excavation is found to consist of soft or unstable material which is incapable of properly supporting pipe:
a. Notify Engineer of the condition encountered and obtain concurrence that an unsuitable trench bottom condition is present.
b. Remove such material to a depth and for the length required, as determined by the Engineer.
c. Place bedding material or aggregate base course material to restore the trench bottom to the original design elevation. Place in lifts not exceeding 8 inches in un-compacted thickness and compact to 90 percent of maximum dry density.

3. Wet Trench:
a. Where groundwater is present in the trench, provide wet trench section as indicated on the Drawings and as directed by the Engineer.

4. Over-excavation:
a. Over-excavation to a depth 6 inches or less below the design trench bottom shall be done at no additional cost to the Owner. b. When the over-excavation ordered by Engineer is greater than 6 inches below the limits shown, additional payment will be made to Contractor.

Additional payment will be made under separate unit price bid items for over-excavation if such bid items have been established. Otherwise, payment will be made in accordance with a negotiated price. c. Measurement and Payment:
1) Measurement of quantities for payment of over-excavation will be by calculation by Engineer of the volume of materials removed as additional excavation, including additional material that must be excavated from slopes. Such calculation shall be based on the difference between dimensions before and after the additional excavation work. No compensation will be made for removal of materials beyond the limits of the additional excavation ordered by Engineer or for materials which may come into the excavation from outside the designated limits. No compensation will be made for removal of materials that are outside of the minimum horizontal dimensions indicated, even if Contractor has excavated wider than the minimum indicated.
2) Payment for over-excavation will be made by the cubic yard. The payment shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in excavating and backfilling the over-excavation completely, to a level at the bottom of the pipe bedding indicated. Payment shall also include full compensation for the removal and disposal of the excavated materials, import and installation of the backfill materials, control of water in the excavation, excavation support, and all costs associated with the interruption of construction operations during the review of the West Yost – May 2026 02320 - 9 Town of Yountville
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foundations, excavation, backfill, and all other operations required for, or as a result of, over-excavation.

5. Over-excavation not ordered by the Engineer:
a. Any over-excavation carried below the grade ordered or indicated, shall be backfilled to the required grade with the indicated material and compaction. Such work shall be performed by Contractor at no additional cost to Owner.

3.03 EXCAVATION FOR MANHOLES, VAULTS AND OTHER PIPELINE STRUCTURES A. Unless otherwise indicated, provide excavations sufficient to leave at least 12 inches clear between structure outer surfaces and the face of the excavation or any shoring which may be used to support the face of the excavation.

B. Excavate to the subgrade soils beneath the bottom of the structure or bottom of crushed rock layer where indicated.

C. Scarify the top subgrade soils to a depth of 6 inches, moisture condition, and re-compact to 90 percent of maximum dry density.

3.04 EXCAVATION IN VICINITY OF TREES
A. Except where trees are indicated to be removed, protect trees from injury during construction.

B. Do not cut tree roots over 2 inches in diameter without permission of the Engineer.

C. Support trees during excavation by means approve by the Engineer.

3.05 WARNING TAPE INSTALLATION
A. Install warning tape and tracer wire as indicated.

B. Install warning tape centered on the pipe one (1) foot above the pipe unless otherwise indicated.

C. Overlap warning tape ends a minimum of twelve (12) inches.

3.06 TRACER WIRE INSTALLATION
A. Install tracer wire on all pipe unless otherwise indicated.

B. Install tracer wire to form an electrically continuous line.

C. Secure tracer wire to the top center of the pipe at a minimum interval of 5 feet and at each change in direction.

D. Extend the tracer wire to the surface at valve boxes, hydrants, blow-off valves, air valves and other appurtenances and loop back to the pipeline such that there is a continuous wire from end to end. Provide 12 inch pigtail in the valve or appurtenance box and 12 inch pigtail adjacent to the base of hydrants.

E. Provide 12 inch pigtail at the termination of each run of pipe included in the project.

Where there is no appurtenance to be provided, install a valve box to contain the pigtail.

3.07 BEDDING ZONE
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B. Depth of Bedding Material: As indicated on the Drawings.

C. Place Bedding Material in a single lift, and at uniform density, with minimum possible compaction. Grade material to allow installation of the pipe at the design elevations.

D. Depressions for Assembly of Joints:

1. Dig holes for bell or coupling assembly after Bedding Material has been placed at the trench bottom and fine graded to the design elevation.

2. Create sufficient width and depth to provide ample room for tightening bolts, welding, or other joint assembly activities.

3. Excavate holes only as necessary in making joints. Ensure that pipe rests upon prepared trench bottom and is not supported by any portion of the joint.

3.08 PIPE ZONE
A. Pipe Zone Material: As scheduled herein or as indicated on the Drawings.

B. Dimensions of Pipe Zone Material: As indicated on the Drawings.

C. After the pipe is laid, place material within the Pipe Zone in lifts:

1. Place backfill only after all water is removed from the excavation and the trench sidewalls have been dried to a moisture content suitable for compaction.

2. Immediately prior to placing backfill materials remove all loose, sloughing, or caving soils and rock materials from the trench.

3. Place in lifts not exceeding 8 inches in un-compacted thickness and compact to 90 percent of maximum dry density. Maintain level backfill on each side of pipe.

4. Do not dump backfill materials directly on the pipe.

D. Pipe Displacement:

1. Take necessary precautions in placement and compaction of to prevent displacement of piping.

2. In the event there is movement of the pipe, excavate and re-lay the pipe.

E. Consolidation:

1. Do not use water-settling methods to consolidate trench backfill materials.

2. Use mechanical means, shovel slicing or vibratory compaction, to compact granular backfill materials under pipe haunches.

3.09 TRENCH ZONE
A. Trench Zone Material: As scheduled herein or as indicated on the Drawings.

B. Dimensions of Trench Zone Material: As indicated on the Drawings C. Backfill voids that may form when removing shoring and bracing.

D. Do not use water-settling methods to consolidate Trench Zone Material.

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E. Under Existing Crossing Pipes or Conduits Larger than 3 Inches in Diameter:

1. Backfill from the top of the Pipe Zone to the spring line of the intersecting pipe or conduit with Aggregate Base or Pipe Zone material. Place in lifts not exceeding 8 inches in compacted depth and compact to 90 percent of maximum dry density.

2. Extend Pipe Zone material 2 feet on either side of crossing pipe or conduit to 6 inches above the top of the crossing pipe.

3. Backfill remainder of trench as described in this Section.

3.10 FINAL BACKFILL ZONE
A. Unless indicated otherwise on the Drawings, restore the Site to the topography that existed prior to construction by excavation, compaction, finish grading and other earthwork operations, as necessary, for the areas affected by construction.

B. Backfill with stockpiled topsoil in all areas where the original topsoil was removed as part of the site preparation and construction activities.

C. Restore all drainage swales and water courses to their original alignments and grades.

D. Install and maintain for a period of at least one year following completion of construction in any area, the facilities and management practices required by the Project Storm Water Pollution Prevention Plan, if any.

E. Install and maintain for a period of at least one year following completion of construction in any area, the measures required by the environmental permitting Drawings, permits, and approval documents of the agencies that have issued permits for construction of the Project.

F. Inside road rights-of-way:

1. Unless otherwise indicated on the Drawings or required by the agency having jurisdiction of the road right-of-way, complete trench backfill as follows:
a. Place in lifts not exceeding 6 inches in un-compacted depth. b. Compact to 90 percent of maximum dry density except compact to 95 percent the upper 24 inches below the finished grade. c. Replace aggregate base course to match existing aggregate base course thickness.
d. Replace final surface as indicated on the Drawings, match existing thickness, or as required by the agency having jurisdiction of the right-ofway, whichever is greater.

G. Outside road rights-of-way:

1. Areas with unpaved surfaces:
a. Place final backfill in lifts not exceeding 18 inches in un-compacted depth and compact to 85 percent of maximum dry density.
b. In Open Areas, replace topsoil with material that was removed and stockpiled prior to trench excavation.

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2. Paved areas or driveways:
a. Backfill in lifts not exceeding 12-inches in un-compacted depth and compact to 90 percent maximum dry density except compact the upper 12 inches to 95 percent.
b. Replace final surface as indicated on the Drawings or match existing thickness, whichever is greater.
c. Replace driveway materials in kind.
d. Match pre-construction condition or better.
e. Smooth and compact material as required to create a smooth and firm driving surface.

3.11 CEMENT SLURRY BACKFILL
A. Provide cement slurry backfill where indicated on the Drawings.

B. Provide temporary bulkheads to contain cement slurry at each end of cement slurry backfill segments. Remove temporary bulkheads after slurry has set.

C. Control placement of cement slurry backfill to prevent movement of the pipe from either displacement or buoyancy forces.

D. Support pipeline on concrete blocks, sand bags, or pre-mixed cement bags unless otherwise noted. Place supports a minimum of 10 feet on center.

E. Maintain groundwater removal, as necessary, at least until completion of cement slurry backfill placement.

F. Do not place backfill on top of cement slurry backfill within 4 hours of the completion of cement slurry backfill placement.

3.12 TRENCH DAMS
A. Trench dam material: As scheduled herein or as indicated on the Drawings.

B. Dimensions of trench dams: As indicated on the Drawings C. Location of trench dams: As indicated on the Drawings.

D. Trench dams are not required if controlled low strength material (CLSM) backfill is used.

3.13 STRUCTURE BACKFILL
A. Provide Structure Backfill material within 12-inches of all structures to be backfilled unless otherwise indicated.

B. Place a 6-inch layer of 3/4-inch or 1-inch Crushed Rock below all structures, unless otherwise indicated.

C. Do not drop backfill upon any structure or pipe.

D. Confirm concrete structures have attained sufficient strength to withstand the backfill loads imposed prior to placing backfill.

E. Do not place backfill around water retaining structures until structures have been tested and approved for backfill. Fill structures with water during backfill operations.

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F. Place backfill after all water has been removed from the excavation and the excavation sidewalls and subgrade soils have dried to a moisture content suitable for compaction.

G. Remove loose, sloughing, or caving soils and rock materials prior to placement of backfill.

H. Place geotextile fabric as indicated.

I. Promptly after removal, fill voids created by the extraction of sheetpile or shoring with sand-cement grout that conforms to Caltrans, Section 47 – Earth Retaining Systems.

J. Place backfill and spread evenly in layers so that when compacted layers do not exceed thickness indicated.

K. Thoroughly mix layers as necessary to promote uniformity of material in each layer.

L. Add water to backfill material where moisture content is below the optimum moisture content and mix with the soil until the proper moisture content is achieved throughout the soil layer.

M. Compact backfill to 90 percent of maximum dry density except compact to 95 percent the upper 24 inches below the finished grade.

3.14 COMPACTION REQUIREMENTS
A. Compaction requirements specified herein are in-place densities of compacted backfill.

B. Initial Trench Backfill Compaction Demonstration:

1. Demonstrate adequacy of compaction equipment and procedures before exceeding 500 lineal feet of trenching work.

2. Continued Compaction Requirements: When specified degree of compaction is achieved, proceed with trenching and backfilling activities using the established equipment and procedures.

3.15 DISPOSAL OF SPOILS
A. Dispose of spoils and unsuitable materials in a lawful manner at an off-site location.

B. Do not dispose of spoils within temporary or permanent easements.

C. A spoils disposal area has not been identified for this project. It is Contractor’s responsibility to identify spoils disposal areas and to negotiate all agreements necessary and pay all costs to dispose of spoils.

D. Obtain written permission and landowner agreements that allows the disposal of spoils and contains language that states that Owner, Engineer, and Design Consultant shall not be liable for any claims or damages resulting from Contractor's use of properties for disposal of spoils.

E. Prior to removal of any materials from the project site, provide copies of permits, landowner agreements, and approvals to Engineer.

3.16 FIELD QUALITY CONTROL
A. Cost of compliance testing: By Contractor
B. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements specified.

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C. Contractor’s responsibilities:

1. Coordinate compaction testing and compliance with agency having jurisdiction over the Work within the public right-of-way.

2. Submit copies to the Owner of compaction testing results for compaction testing conducted by others.

3. Remove overburden above level at which the Engineer wishes to test.

4. Provide trench support and groundwater removal.

5. Backfill and re-compact material after testing is completed.

6. If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
a. Remove and replace backfill at proper density.
b. Bring density up to specified level by other means acceptable to the Engineer.
c. Redo trench backfill compaction demonstration and demonstrate compaction process achieves required results.
d. Costs of retesting to confirm compliance: By the Contractor.

D. Compaction Testing:

1. Coordinate compaction testing and compliance with agency having jurisdiction over the Work within the public right-of-way.

2. Submit copies of compaction testing results to the Owner.

3. If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
a. Remove and replace backfill at proper density.
b. Bring density up to specified level by other means acceptable to the Engineer.
c. Redo trench backfill compaction demonstration and demonstrate compaction process achieves required results.

E. Frequency of trench backfill compaction confirmation testing:

1. Each test location: Perform tests for each type or class of backfill from bedding to finish grade, excluding controlled low strength material (CLSM) and concrete slurry backfill

2. Open fields: 1 tests every 1,000 linear feet.

3. Non-paved roadways: 1 tests every 500 linear feet.

4. Crossing paved roadways: 2 tests at each crossing.

5. Inside road rights-of-way:
a. 1 test every 300 linear feet.
b. As required by the Agency having jurisdiction over the right-of-way.

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3.17 SCHEDULE
A. Construct pipeline using materials specified in the following schedule. Where options are provided, Contractor may select materials from the materials listed.

1. Bedding Zone:
a. Crushed Rock (3/4”)
b. Sand
c. Controlled Low Strength Material

2. Wet Trench:
a. Crushed Rock (3/4”) wrapped with filter fabric

3. Embedment Zone:
a. Crushed Rock (3/4”)
b. Controlled Low Strength Material

4. Trench Zone:
a. Native Backfill, except Class 2 Aggregate Base within 36-inches of the finished surface within paved areas.
b. Class 2 Aggregate Base

5. Trench Dams Materials:
a. Clay
b. Controlled Low Strength Material
c. Two Sack Cement Slurry
B. Structure Backfill:

1. Bedding:
a. Crushed Rock (1- or 3/4-inch)
b. Class 2 Aggregate Base.

2. Structure backfill:
a. Structure Backfill Material
b. Class 2 Aggregate Base.

END OF SECTION
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SECTION 02439

HORIZONTAL DIRECTIONAL DRILLING (HDD) OF RECYCLED WATER MAIN PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Installation of HDPE recycled water main using horizontal directional drilling construction method.

1.02 REFERENCED SECTIONS
A. The following Section is referenced in this Section:

1. Section 15146 – High Density Polyethylene (HDPE) Pipe

1.03 QUALIFICATIONS
A. Contractor Qualifications:

1. The HDD Contractor shall furnish evidence of successful experience of five separate successful water or recycled water main installation projects, each consisting of not less than 1,500 foot length and a pull section diameter of not less than 8 inches with comparable complexity and soil conditions completed using directional drilling equipment similar to that proposed for this project.

2. Submit project information for each including project owner (contact name, address, and phone number), project name, location, installation date, diameter, length, and general description of project conditions.

B. Site Superintendent:

1. The Site Superintendent shall have a minimum of five years’ experience and shall furnish evidence of successful experience as operator on five separate water or recycled water main installation projects of not less than 1,500 foot length and a pull section of not less than 8 inches with comparable complexity and soil conditions completed using directional drilling equipment similar to that proposed for this project.

2. Submit project information for each including project owner (contact name, address, and phone number), project name, location, installation date, diameter, length, and general description of project conditions.

C. Operator Qualifications:

1. The Drill Rig Operator shall have a minimum of five years’ experience and shall furnish evidence of successful experience as operator on five separate water or recycled water main installation projects of not less than 1,500 foot length and a pull section of not less than 8 inches with comparable complexity and soil conditions completed using directional drilling equipment similar to that proposed for this project.

2. Submit project information for each including project owner (contact name, address, and phone number), project name, location, installation date, diameter, length, and general description of project conditions.

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D. Survey Equipment Operator:

1. The Survey Equipment Operator shall have a minimum of 2 years’ experience and shall furnish evidence of survey equipment operation experience on five separate successfully completed projects.

2. Submit project information for each including project owner (contact name, address, and phone number), project name, location, installation date, diameter, length, and general description of project conditions.

1.04 SUBMITTALS
A. Submit the following information prior to commencing HDD work:

1. Qualifications for personnel.

2. Diagram showing pipe spacing and arrangement for the installation configuration selected.

3. Joining and fusing methods and equipment for pipe and fitting materials selected.

4. Equipment data for drilling, reaming, pulling, and alignment monitoring equipment meeting requirements to successfully complete project.

5. Detailed site layout plan showing locations of all items of equipment, piping, tanks, pumps, offices and trailers, Contractor’s access limits, pipe assembly and layout area, materials storage, and other considerations affecting public and private use of lands near the work.

6. Identify disposal sites for drilling fluid and cuttings disposal and provide procedures for handling and disposal of cuttings and drilling fluid.

7. Copies of all required permits and temporary easements for work area as required.

8. A work plan that adheres to design shown on contract documents and be submitted with the following information:
a. The pipe configuration to be installed, including bore plan or sketch with the following information:
1) Location, length and slope of recycled water main installed. 2) Invert elevation of recycled water main at connection points.

9. Planned geometry including entry/exit locations and angles, lengths of straight tangents, radii of curvature, and curve lengths.

10. Calculations showing anticipated stresses, forces and loading on the HDPE pipe during the HDD installation and supporting DR selection to withstand installation loads.

11. Description of drilling operations, including details of the number and size of construction crews, hours to be worked, pilot hole drilling procedures, reaming procedures, method of monitoring drilling head, method of verifying pipe location for as-built drawings, and schedules for completing major activities.

12. Methods for controlling drilling fluids at downstream end.

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13. Plan for grouting end portions of bore between manhole and entry/exit point.

14. Contingency plan for loss of drilling fluid, slurry returns and hydrofracture, including equipment and materials to be used to contain and clean up inadvertent returns.

15. Description of pipeline assembly procedure for pipe, and pipe installation/pull back procedure.

16. Certification of training stating that the drill and drill guidance equipment operators have been fully trained in the use of the proposed equipment by an authorized representative of the equipment manufacturer or training agents.

17. Technical Specifications and manufacturer of HDD systems including data of manufacturer and maintenance record.

B. Data to be submitted during or a maximum of 10 days after completion of HDD Installation:

1. Raw pilot hole data including all magnetic steering tool and surface monitoring system readings. Pilot hole data shall be submitted within 24 hours after completion of pilot hole alignment. Engineer shall review pilot bore alignment prior to start of reaming operations.

2. Submit graphic pilot bore as-built plan and profile.

3. Reaming hole data shall be submitted a maximum of 2 days after completion of each reaming pass.

4. A tabulation of coordinates, referenced to the drilled entry point, which accurately describes the location of the pilot hole a maximum of every 30 feet of pipe length.

5. A log of all reading, recorded during the course of the HDD operations, including thrust, torque, pull back load, and slurry flow rate recorded every 30 feet of length pulled.

PART 2 - PRODUCTS

2.01 MATERIALS
A. HDPE Pipe and Fittings: In accordance with Section 15146, minimum DR 11.

2.02 GUIDANCE EQUIPMENT
A. Monitoring system shall be capable of accurate readings (± 0.1 ft) to depths of installation.

B. Monitoring system shall record readings for submittal after construction is complete.

C. Surface Monitoring System: Tru Tracker wireline with surface coil or walkover guidance.

2.03 DRILL BITS
A. Contractor shall maintain spare drill bits on site. No time extensions or additional compensation will be granted for drill bit replacement.

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PART 3 - EXECUTION

3.01 GENERAL
A. Install the pull section to the minimum cover and radius shown on the Drawings. Install the pull section by pulling the pull section into a continuous hole created by the steerable pilot borehead and enlarged with reamers to the required diameter. No intermediate excavations shall be permitted except where shown on the Drawings. Access to the drill side and pipe side work areas shall be within the limits shown on the Drawings.

B. Conduct all operations such that trucks and other vehicles do not create a dust nuisance to the adjacent properties. Each day clean up, remove and dispose of any spilled drilling fluid, cuttings or other waste in an appropriate and legal manner.

3.02 FACILITIES LAYOUT
A. All work within shall be contained within public right-of-way and be done in accordance with the terms and conditions as noted in the construction documents. Contain all drilling fluids and cuttings within tanks on the site for haul off and disposal in an appropriate and legal manner.

3.03 PROTECTION OF UNDERGROUND FACILITIES
A. Undertake the following steps prior to commencing drilling operations in a location that might contain underground facilities:

1. Contact each utility and Underground Services Alert (USA).

2. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities that are located within 10 feet of the designed drilled path.

3. Modify drilling practices and downhole assemblies to prevent damage to existing facilities.

4. Locate any and all underground facilities regardless of previous efforts in this regard.

3.04 INSTRUMENTATION
A. At all times provide and maintain instrumentation which shall accurately locate the pilot hole, measure drill string thrust and torque, and measure drilling fluid discharge rate and pressure.

B. Provide Engineer with access to these instruments and their readings at all times.

C. Maintain a log of all recorded readings.

3.05 CONTROL OF LINE AND GRADE
A. Record and plot the actual horizontal and vertical alignment of the pilot borehead at intervals not to exceed 30 feet. Update these records continuously as the pilot bore is advanced. Submit the complete records to the Engineer within 24 hours after completion of the pilot boring. During installation, grant the Engineer unrestricted access to these records, as well as the readouts showing the position and inclination of the borehead.

Interpret such readouts for the Engineer when requested.

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3.06 HANDLING OF DRILLING FLUID AND CUTTINGS
A. Provide adequate measures for handling and disposal of drilling fluid and cuttings. Provide watertight piping, pumps, storage containers and other measures to guard against leakage. Drilling fluid and cuttings shall not be discharged into any waterway, storm drain, sanitary water or recycled water or other such conveyance, nor shall it be disposed of at the work site.

B. Regulate the pressure of drilling fluid and conduct drilling operations in such a manner that minimizes potential for drilling fluid to migrate to the surface.

C. Dispose of all drilling fluid and excavated materials properly away from the construction site in accordance with applicable state regulations for disposal of these materials. Use the disposal sites identified in the Contractor’s accepted submittal for cuttings and drilling fluid disposal.

D. A Frac-Out Contingency Plan, prepared by the Engineer, is included in these specifications for reference. The Contractor shall review the Plan prior to commencing HDD operations and shall fully comply with and implement the requirements of the Plan throughout all drilling activities. The Contractor is responsible for preventing inadvertent returns and for executing all response, containment, cleanup, and notification measures identified in the Frac-Out Plan in the event an inadvertent return occurs.

3.07 INADVERTENT DRILLING FLUID RETURNS
A. Be responsible for all inadvertent returns and their mitigation.

B. Control and handle inadvertent drilling fluid returns.

3.08 PILOT HOLE
A. Directional Tolerance: Drill the pilot hole along the minimum radius shown on the Drawings and to the tolerances listed on the Drawings. However, in all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any of the pipe being installed in violation of right-of-way restrictions. Additionally, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve Contractor from responsibility for safe operations or damage to adjacent utilities and structures.

3.09 PREREAM AND PULL BACK
A. Prereaming: Conduct prereaming operations to insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pull section resulting from inadequate prereaming shall be the responsibility of Contractor.

B. Pulling Loads: The tensile load imposed on HDPE pipe in the pull section shall not exceed the maximum allowable tensile load of the HDPE pipe.

C. Torsional Stress: Use a swivel to connect the pull section to the reaming assembly to minimize torsional stress imposed on the pull section.

D. Pull Section Support: Support the pull section as it proceeds during pull back so that it moves freely and does not damage the pipe.

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E. External Collapse Pressure: Install the pull section in the reamed hole in such a manner that external pressures are minimized and an appropriate counter-balancing internal pressure is maintained.

F. Buoyancy Modification: Use buoyancy modification for HDPE pipe. Submit the proposed buoyancy modification procedure, including whether or not pipes will be filled with water during pull back.

G. Once pull back operation begins, the pull back shall not stop, except for intermediate welds, until the pull back is complete. The Contractor shall make all necessary arrangements (i.e., extension of working hours, lighting, etc.) necessary to minimize stoppages during pull back operations.

3.10 PIPE ASSEMBLY, HANDLING AND INSTALLATION
A. The Contractor shall assemble and fuse the entire pipe string (including cool down) prior to starting pull back operations. Up to 3 intermediate welds will be allowed during pull back.

B. Fuse HDPE pipe in accordance with manufacturer’s recommendation.

C. Allow HDPE pipe to recover from elastic strain before cutting, capping, or backfilling over each end of pipes. The recovery period shall, at a minimum, be equal to the duration of the entire pipe pull back time.

3.11 COMPLETION OF DIRECTIONAL DRILLING
A. Post Installation Survey: Survey coordinates to the centerline of each terminated pipe end and tie coordinates to Contract control points.

3.12 INSTALLATION TESTING
A. Contractor shall perform CCTV inspection of the recycled water main in the presence of the Construction Manager and shall submit a copy of DVD to the Town.

B. Test recycled water main per Section 15146 in presence of the Construction Manager.

3.13 SITE RESTORATION
A. Upon completion of the HDD pipe installation, remove all unnecessary HDD equipment, materials and waste matter from the site.

END OF SECTION
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SECTION 02515

DISINFECTING WATER PIPELINES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Requirements for disinfecting water pipelines prior to placing in service and includes:

1. Recycled

1.02 SUBMITTALS
A. Identify methods that will be utilized to disinfect water pipelines in accordance with AWWA Standards and this Specification. Include:

1. Procedures, sample locations, type of disinfectant, and method of disposing of spent disinfectant.

B. Identify testing laboratory.

C. Submit test results.

1.03 QUALITY ASSURANCE
A. Demonstrate through analytical testing that the water pipelines are disinfected and meets requirements specified in AWWA C651.

B. Enlist the services of a testing laboratory to obtain, transport and test water samples:

1. Testing Laboratory Qualifications: Certified to perform chlorine concentration testing and bacteriological testing in accordance with AWWA standards.

C. Testing expenses: Borne by the Contractor.

PART 2 - PRODUCTS

2.01 DISINFECTANT AND DILUTION/FLUSHING WATER
A. Disinfectant: Use sodium hypochlorite solution or calcium hypochlorite granules or tablets meeting the requirements of AWWA B300. Do not utilize hypochlorite manufactured for swimming pools.

B. Dilution/Flushing Water:

1. Obtain potable water from the existing water distribution system. Establish temporary connection to existing distribution system and provide protection against cross-connection as required by AWWA C651. Pay all fees and charges associated with potable water usage.

2.02 CONTRACTOR’S EQUIPMENT
A. Furnish pumps, hoses, sample connections and other equipment needed to complete disinfection process.

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PART 3 - EXECUTION

3.01 GENERAL
A. Disinfect pipelines installed or modified under this Project, including:

1. Potable water, recycled water, untreated water pipelines

2. Disinfect the following:
a. Up to the point of connection with existing water system. b. Service laterals, hydrants, and other appurtenances connected to the pipelines to be disinfected.
c. Other water facilities installed as part of the work and connected to the pipelines to be disinfected.

B. Do not connect pipelines to any other facilities until other facilities have been disinfected.

C. Avoid recontamination following disinfection. Repeat disinfection procedure if recontamination occurs.

3.02 SEQUENCING
A. Disinfect pipelines after successful pressure testing unless approved otherwise by the Owner.

3.03 DISINFECTION PROCEDURE
A. Flush water pipelines prior to disinfecting. Use potable water for flushing. Operate valves at least twice during flushing process.

B. Disinfect water pipelines in accordance with AWWA C651. Allow potable water and disinfectant solution to flow into pipe at a measured rate so chlorine solution is at a specified strength. Do not place concentrated liquid disinfectant in pipeline or other facilities to be disinfected before it is filled with water.

C. Retain chlorinated water in the piping for a minimum of 24 hours, or for a longer duration when necessary to destroy bacteria.

D. When pipelines meet disinfection requirements, neutralize the chlorine residual prior to discharge of the disinfecting solution water. Refer to AWWA C651 for acceptable neutralizing chemicals and amounts.

E. Where new pipe will be connected to existing pipe, do not make the final connection until the new pipelines system is tested and meets the disinfection requirements.

F. Prior to making final connection to the existing water system, swab or spray hypochlorite solution on the interior surfaces of valves, couplings, pipelines and appurtenances that will be utilized to make the final connection.

3.04 SAMPLE COLLECTION AND TESTING
A. Collect and analyze samples to confirm disinfection process results in compliance with Health Department regulations and AWWA standards:

1. Obtain samples bottles that are free of contamination from testing laboratory.

2. Obtain chain of custody documents from testing laboratory.

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B. Provide valves at sample points.

C. Utilize the services of a certified testing laboratory to obtain and test samples to confirm pipelines meets requirements of AWWA C651 and the State Health Department. Repeat the disinfection procedures if the test results indicate the bacteriological standards are not satisfied.

3.05 PLACING POTABLE OR RECYCLED WATER FACILITIES IN SERVICE A. After pipelines and other facilities have been successfully disinfected, refill with recycled water. Obtain additional water samples and analyze for conformance to bacteria limits for public water supplies.

B. If analytical results indicate compliance with bacteria limits, place new facility in service.

C. If analytical results indicate treated pipelines do not meet bacteria limits, repeat disinfection procedures and analytical testing of new samples until regulated water quality limits are satisfied.

END OF SECTION
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SECTION 15050

GENERAL PIPING
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Contractor furnished, installed, tested, and complete piping in accordance with the Contract Documents.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section.

1. Section 02241 – Control of Water

2. Section 02320 – Trenching

3. Section 15996 – Testing Pressure Piping

1.03 QUALITY ASSURANCE
A. Like items of materials provided hereunder shall be the end products of one manufacturer in order to achieve standardization for appearance and manufacturer’s service.

B. To assure uniformity and compatibility of piping components in grooved-end piping systems, fittings and couplings shall be furnished by the same manufacturer.

1.04 GENERAL
A. Construction materials proposed to be used shall be new materials approved by the Engineer prior to start of construction.

B. Where material specification numbers are used herein, they shall refer to the latest revision thereof.

C. Pipe Installed by Open Cut Method:

1. Unless otherwise shown on the Drawings or specified, recycled water pipelines installed by open-cut methods shall be High Density Polyethylene (HDPE).

1.05 SUBMITTALS
A. Submit installation instructions and details of all pipe, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work.

B. The review of procedures and equipment by the Engineer shall not relieve the Contractor of his responsibility nor modify any of the provisions of the contract.

C. Submit samples of the warning tape.

PART 2 - PRODUCTS

2.01 GENERAL
A. Provide required piping and fittings in accordance with the individual piping sections.

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2.02 WARNING TAPE
A. Warning tape shall consist of purple metallic warning tape with the words “Caution:

Recycled Water Line Buried Below” printed continuously along its length with letters approximately 3/4-inch high at maximum intervals of 2 feet.

B. Warning tape shall be installed for all locations where open cut trench methods are used.

HDD installation does not require tape.

PART 3 - EXECUTION

3.01 PREPARATION
A. Dewatering:

1. Comply with the requirements of Section 02241.

B. Verification of Existing Facilities:

1. Where connections are to be made to an existing facility, uncover and check for location and elevation prior to submitting shop drawings. Any discrepancy between the Plans and field information shall be reported immediately to the Engineer.

C. Handling of Pipe:

1. Carefully lower pipe and accessories into the trench or jacking pits in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the excavation.

2. Protect pipe against impact shocks during handling. Prior to making pipe joints, all surfaces of the portion of the pipe to be joined shall be cleaned, dried, primed or otherwise repaired in accordance with the manufacturer's installation instructions. Keep the interior of all pipe free from all dirt and foreign matter as the work progresses.

3. At the close of each day's work, and at such other times when pipe is not being installed, the ends of all open pipes shall be closed with a watertight plug or cap.

D. Field Cutting Pipe:

1. Use whole lengths of pipe wherever possible. Short lengths or cut pieces shall be allowed only to complete connections to structures and other required fittings.

2. Unless otherwise permitted by the Engineer, pipes that must be cut in the field shall be cut with mechanical cutters or as recommended by the pipe manufacturer.

3.02 EXCAVATION AND TRENCHING
A. Perform all excavations for pipelines and appurtenances, of whatever substances encountered, to the depths indicated in the Contract Documents and in accordance with Section 02320.

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3.03 INSTALLATION
A. General:

1. Each pipe and fitting shall be carefully inspected before the pipe or fitting is installed. The interior and exterior protective coating shall be inspected, and all damaged areas patched in the field with material similar to the original. Clean ends of pipe thoroughly. Remove foreign matter and dirt from inside of pipe and keep clean during and after laying.

2. Clean out fittings and pipe sections before installing.

3. Furnish and assemble pipe and fittings to provide accurate alignment for joints.

4. Make all joints watertight.

5. Use anti-seize on bolt threads where recommended by the fitting or coupling manufacturer The anti-seize compound shall be designed to prevent rusting and seizure of bolt threads and to prevent galling of stainless steel.

6. Provide temporary plugs or bulkheads for closure of the open ends of piping whenever work is stopped.

7. Use proper implements, tools, and facilities for the safe and proper protection of the pipe. Carefully handle pipe in such a manner as to avoid any physical damage to the pipe. Do not drop or dump pipe into trenches under any circumstances.

B. Buried Pipe (Open-cut Installation):

1. Install in accordance with manufacturer’s instructions.

2. Joint Deflections:
a. Where deflectable joints are permitted, joint deflection shall not exceed 75 percent of the manufacturer’s recommended maximum deflection.

3. General:
a. Grade the bottom of the trench by hand to the line and grade to which the pipe is to be laid, with proper allowance for pipe thickness and for sand bedding when required. Remove hard spots that would prevent a uniform thickness of bedding. Before laying each section of the pipe, check the grade with a straight edge and correct any irregularities found.

The trench bed shall form a continuous and uniform bearing and support for the pipe at every point between bell holes, except that the grade may be disturbed for the removal of lifting tackle.
b. At the location of each joint, dig bell (joint) holes of ample dimensions in the bottom of the trench and at the sides, where necessary, to permit easy visual inspection of the entire joint.
c. Provide and maintain ample means and devices at all times to remove and dispose of all water entering the trench during the process of pipe laying. The trench shall be kept dry until the pipe laying and jointing and backfill are completed.

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d. When the pipe laying is not in progress, including the noon hours, the open ends of pipe shall be closed by approved means, and no trench water, animals, or foreign material shall be permitted to enter the pipe. e. Minimum pipe cover in the trench shall be as shown on the Drawings. f. Buried pipe shall be prepared as herein before specified and shall be laid on the prepared granular base and bedded in accordance with the Contract Documents to ensure uniform bearing. No pipe shall be laid in water or when, in the opinion of the Engineer, trench conditions are unsuitable. Joints shall be made as herein specified for the respective types. Take all precautions necessary to prevent uplift and floating of the pipe prior to backfilling.
g. Mains and laterals installed by open cut methods shall be installed with purple metallic marking tape indicating the presence of the buried pipeline. The tape shall be within the trench as shown on the Drawings.

3.04 FITTINGS
A. Fittings shall be sized to receive the type of pipe specified. Installation of fittings will be in accordance with manufacturer's recommendations.

3.05 STORAGE
A. Store pipe in strict accordance with the manufacturer's requirements. Typical requirements for flexible pipe storage include:

1. Pipe shall be stored, if possible, at the job site in unit packages provided by the manufacturer. Caution shall be exercised to avoid compression, damage, or deformation to the pipe joints and barrel. Pipe supports and straps installed by the manufacturer shall be maintained in place during storage.

2. When unit packages of pipe are stacked, insure that weight or upper units do not cause deformation to pipe in lower units.

3. Support pipe unit packages by struts, racks or dunnage to prevent damage to the bottom during storage. Specs supports to prevent pipe bending. Unit package supports shall be maintained during storage.

4. When long-term storage with exposure to direct sunlight is unavoidable, flexible pipe shall be covered with an opaque material while permitting adequate air circulation above and around the pipe as required to prevent excessive heat accumulation.

5. Flexible pipe shall not be stored close to heat sources or hot objects such as heaters, boilers, steam lines, engine exhaust, etc.

6. Protect gaskets from excessive exposure to heat and sunlight.

3.06 PIPE COUPLINGS
A. Use approved pipe couplings to join pipes of unlike materials and to join pipes of like materials when a splice is made. Install couplings as recommended by the coupling manufacturer. Couplings shall have type 316 stainless steel bands and hardware.

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3.07 TESTING
A. Complete in accordance with Section 15996.

3.08 CLEANING
A. Exercise care during fabrication to prevent the accumulation of weld rod, weld spatter, pipe cuttings, and filings, gravel, cleaning rags, etc., within piping sections. All piping shall be examined to assure removal of these and other foreign objects prior to assembly. Shop cleaning may employ any conventional commercial cleaning method if it does not corrode, deform, swell, or otherwise alter the physical properties of the material being cleaned.

B. Following assembly and pressure testing and prior to disinfection, flush pipelines installed under this Section with high-velocity water to remove all accumulated construction debris and foreign material. Flushing shall occur before final acceptance. Flushing velocity shall be a minimum of 2.5 feet per second.

END OF SECTION
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SECTION 15111

GATE VALVES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Resilient seated gate valves.

1.02 REFERENCED SECTIONS
A. The following Section is referenced in this Section:

1. Section 01330 – Submittals

1.03 SUBMITTALS
A. Comply with Section 01330.

B. Product Data: Provide manufacturer’s catalog data, weights, dimensions, and assembly drawings with materials of construction.

C. Demonstration of Compliance with Referenced Standard:

1. Testing records per Section 5 of AWWA C509.

2. Affidavit of compliance with AWWA C509.

PART 2 - PRODUCTS

2.01 RESILIENT SEATED GATE VALVES
A. General Requirements:

1. Use resilient seated type gate valves for valves 3-inches in nominal size and larger.

2. Pressure Ratings:
a. Valves less than 16 inches in nominal size: 200 psi. b. Valves 16-inch and larger: 150 psi.

3. Type:
a. Exposed Gate Valves: Rising stem type with stem yoke. b. Buried Gate Valves: Non-rising stem type.

B. Manufacturers: One of the following, or equal:

1. American Darling

2. M&H / Kennedy Valve Company, Model KS-RW.

3. Clow Corporation

4. Mueller Company, 2360 Series.

5. AVK
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C. Valve Design:

1. Body, Bonnet, and Wedge: Cast iron conforming to ASTM A126, Class B.

2. Wedge: Fully encapsulated with SBR rubber conforming to ASTM D5000 and meeting rubber-to-metal bond tests specified in ASTM D249.

3. End Connections: Unless otherwise indicated on the Drawings, provide valves with the following end connections:
a. Exposed Gate Valves: Flanged ends conforming to ANSI B16.5. b. Buried Gate Valves: Mechanical joint or push-on ends.

4. Stem: Cast bronze with integral collars.

5. Stem Packing:
a. Rising stem valves: Teflon braid packing in a stuffing box. b. Non-rising stem valves: Provide with double or triple o-ring stem seals or with braided packing material.

6. Operator Extension: As indicated on the Drawings.

D. Valve Actuator:

1. Exposed Gate Valves: Provide valve with manual handwheel actuator unless a powered actuator is indicated on the Drawings.
a. Valves 8-inch in Nominal Size and Larger: Provide geared type actuator.

2. Buried Gate Valves: AWWA operating nut on a shaft that extends to within 6 inches below finished grade. Support shat at 5 foot intervals with the last support just below the operating nut. Provide 42-inch long operating wrench.

3. Operation: Counter clock-wise to open.

E. Coating:

1. Coat interior and exterior of valve body and bonnet with fusion bonded epoxy. a. Fusion bonded epoxy: Complying with AWWA C550 and NSF/ANSI 61 approved.

2.02 METAL SEATED GATE VALVES
A. Use metal seated type gate valves for valves less than 3-inces in nominal size.

B. Gate Valves Smaller than 3 inches in Nominal Size:

1. Non-rising stem type valve with bronze body, solids wedge disc, screw-in bonnet with PTFE packing.

2. Pressure Rating: 125 psi.

3. Valve Ends: Threaded in accordance with ASME B1.20.1.

4. Coating: Standard factory finish.

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C. Manufacturers: One of the following or equal:

1. Crane Company 1700 Series.

2. Jenkins, Figure 47.

3. Mueller H10914.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Install valves in accordance with the manufacturer's recommendations.

B. Provide a pipe union within 2 feet of each valve with threaded connections to facilitate removal.

C. Repair damaged areas of epoxy coating in accordance with AWWA C550 such that coating is free of holidays and other defects.

END OF SECTION
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SECTION 15117

COMBINATION AIR VALVES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Combination Air Valves (CAV).

1.02 REFERENCED SECTIONS
A. None

1.03 SUBMITTALS
A. Provide the following, at a minimum:

1. A summary sheet for each type of valve including the size and orifice diameter.

2. Product data sheets for each type of valve.

3. Product data sheets for the coating material.

1.04 DEFINITIONS
A. Combination Air Valve (CAV): Includes a small venting orifice to vent the accumulation of air and other gases with the line or system under pressure, a large venting orifice to permit the release of air as the line is being filled, and vacuum relief as the line is drained or under negative pressure. Includes both single- and dual-body construction.

PART 2 - PRODUCTS

2.01 GENERAL
A. Provide valves with the inlet and orifice sizes indicated. If the orifice sizes are not indicated, propose an orifice size suitable for the proposed operating conditions for each valve as part of the submittal.

B. Operating pressures: 250 psi. minimum. Provide valves with higher pressure ratings where indicated.

2.02 MATERIALS
A. Provide air valves of the type and in the location indicated.

B. Air Valve Materials:

1. Body, cover: Cast iron, ASTM A126, Grade B, or ASTM A48, Class 35

2. Float: Stainless steel, ASTM A240, Type 316

3. Seat: Buna-N or Type 316 stainless steel

4. Lever mechanism: Stainless steel, ASTM A240, Type 316

5. Trim: Stainless steel, ASTM A240, Type 316
C. Seat washers and gaskets: Designed to provide drop tight shutoff when valves are closed.

D. Finish: Two-part epoxy minimum 12 mils thick.

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2.03 COMBINATION AIR VALVES
A. Combination air valves for water service shall be single-body construction. Combination air valves shall have a small venting orifice to vent the accumulation of air and other gases with the line or system under pressure and shall have a large venting orifice to permit the release of air as the line is filling or relieve the vacuum as the line is draining or is under negative pressure. Valve shall have a three-inch or two-inch inlet and outlet unless otherwise shown and designed to have a small 3/32-inch venting orifice. Body and cover, cast iron; float and trim, stainless steel; seat, Viton or Buna-N.

B. Air valves for the transmission main shall be installed as shown on plan. Provide return vent pipe turned 180 degrees downward. Isolation valves shall be provided below each air valve.

C. One and Two Inch:

1. Type: Single body

2. Inlet/Outlet: NPT

3. Manf./Model:
a. APCO 145C
b. Valmatic 202C
c. Or equal
D. Three Inch:

1. Type: Single body

2. Inlet/Outler: Flanged unless otherwise indicated

3. Manf./Model:
a. APCO 147C
b. Valmatic 203C
c. Crispen C Series
d. Or equal
E. Four Inch:

1. Type: Dual body

2. Inlet/Outlet: Flanged

3. Manf./Model:
a. APCO 1800 Series
b. Valmatic 100Series
c. Crispen AL/PL Series
d. Or equal
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2.04 INFLOW PREVENTER
A. The inflow preventer shall be fully automatic, float operated, and designed to close in the event of a flooded vault preventing contaminated water from reaching the air valve outlet. The inflow preventer shall be designed to allow the air valve to perform its normal function of admitting and discharging air under normal operating conditions.

B. The inflow preventer shall be designed, manufactured and tested in accordance with American Society of Sanitary Engineers Standard ASSE-1063. An independent, third party testing lab shall certify performance of the inflow preventer. The Inflow Preventer shall be certified to be Lead-Free in accordance with NSF/ANSI 61, Annex G. Manufacturer shall have a quality management system that is certified to ISO 9001 by an accredited, certifying body.

C. For sizes 1” to 4”, the upper chamber shall include a full size NPT connection equal to the nominal size for the connection to the air valve or vent outlet piping.

D. The inflow preventer shall consist of a lower chamber with a float actuated closure member. An upper chamber shall be provided for redundancy and shall include an independent closure member that closes in the event the lower chamber closure member fails to seal. The device shall provide greater flow area than an equivalent sized air valve resulting in minimal flow restriction. A heavy duty basket type screen shall be provided on the lower chamber inlet. The screen shall utilize a quick-disconnect joint for easy removal and inspection and have a full flow area greater than three (3) times the nominal pipe size area. Float checks shall be unconditionally guaranteed against failure. The resilient seat shall be precision molded with raised o-ring surfaces or ridges to provide tight shutoff at a test pressure of 12” water column.

E. The upper and lower chambers shall be constructed of ASTM A536, Grade 65-45-12 ductile iron. The float checks and trim shall be constructed of Type 316 stainless steel.

Resilient seats shall be EPDM with fiberglass reinforcement. The basket screen shall be stainless steel, Type 304.

F. Inflow preventor shall be a Valmatic Floodsafe Inflow Preventor or approved equal.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Install in accordance with manufacturer’s instructions.

3.02 TESTING
A. Following installation, test each valve as part of the pipeline the valve is attached to demonstrate the intended operation and zero leakage when closed.

END OF SECTION
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West Yost – May 2026 15146 - 1 Town of Yountville
099-30-23-15 High Density Polyethylene (HDPE) Pipe Emergency Napa River Recycled Water Crossing Repair
SECTION 15146

HIGH DENSITY POLYETHYLENE (HDPE) PIPE
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. High density polyethylene (HDPE) piping, Iron Pipe Size (IPS).

B. HDPE may only be used where shown on the Drawings.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section

1. Section 01600 – Materials and Equipment

2. Section 02515 – Disinfecting Water Pipelines

3. Section 15996 – Testing Pressure Piping

1.03 SUBMITTALS
A. Comply with Section 01330 and submit installation instruction and details of all pipe, joints, fittings, metallic pipeline marking tape (open-cut installation only) and appurtenances to be used in the work , including the following:

1. Dimensional data for pipe and fittings.

2. Pipe manufacturer’s installation instructions.

3. Joint design and connection details.

B. Experience Qualifications:

1. Contractor, Superintendent and Operator: Have a minimum of two years of experience and shall furnish evidence of fusion welding pipelines of diameters no less than 8-inches. Provide a minimum of three most recent project completed.

Include a description of the project, contact name, and telephone number.

2. Submit operator experience and training certifications.

C. Certification that stress regression testing has been performed on the specific product:

1. Provide stress life curve in accordance with ASTM D2837.

2. Perform stress regression testing in accordance with ASTM D2837.

D. Certification that pipe meets NSF requirements for potable water distribution piping.

1.04 DESIGN CRITERIA
A. HDPE Force Main: Standard dimension ratio (SDR) of 11 and a pressure rating of 200 psi minimum. Pressure rating is based on continuous service at 73°F; appropriate de‑rating shall be applied for higher operating temperatures in accordance with PPI guidance.

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1.05 QUALITY ASSURANCE PROGRAM
A. Resin Evaluation:

1. Sample and inspect incoming resin against test results supplied by the manufacturer.

2. Take samples from the top and the bottom of each compartment from every hopper car received.

3. Resin samples will undergo the following specification verifications:
a. Melt index ASTM D2138.
b. Stress exponent.
c. Moisture content.
d. Thermal stability ASTM D3350.
e. Density ASTM D1505.

4. Results of these tests become part of the manufacturer’s permanent quality control records.

B. Finished Goods Evaluation

1. Check each length of pipe produced for the items listed below and record measurements made on a production sheet to become part of the manufacturer’s records.

2. Visually check the pipe inside and out for cosmetic defects (grooves, pits, hollows, etc.) which are cause for rejection.

3. Measure pipe outside diameter using a suitable periphery tape to ensure conformance with ASTM F714.

4. Measure pipe wall thickness at 12 equally spaced locations around the circumference at both ends of the pipe to ensure conformance with ASTM F714.

5. Measure pipe length.

6. Examine and check pipe marking for accuracy.

7. Check pipe ends to ensure they are cut square and clean.

8. Subject inside surface to a “reverse bend test” to ensure the pipe is free of oxidation (brittleness).

1.06 DELIVERY, STORAGE, AND HANDLING
A. Delivery, storage, and handling: conform to the requirements of Section 01600.

PART 2 - MATERIALS

2.01 HIGH DENSITY POLYETHYLENE PIPE (HDPE)
A. HDPE Pipe:

1. Type: High molecular weight, high density polyethylene pipe

2. SDR: DR-11 IPS, as specified.

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3. Material:
a. Standard PE code designation of PE 3408 and have a cell classification of 345434C as described in ASTM D3350. PE 4710 may be substituted. b. Listed by PPI (the Plastics Pipe Institute, a division of the Society of the Plastics Industry).
1) PPI TR-4 with a 73 F hydrostatic design stress rating of 400 psi. 2) PPI listing: in the name of the manufacturer based on ASTM D1827 and PPI TR-3 testing and validation of samples of the pipe manufacturer’s production pipe.
3) NSF 61 certified.
c. Recycled compounds are not allowed except that generated in the manufacturer’s own plant from resin of the same specification from the raw material pipe.
d. Minimum Hydrostatic Design basis (HDR) of 1,600 psi, as determined in accordance with ASTM D2837.
e. Homogenous throughout and free of visible cracks, bubbles, holes, foreign inclusions or other injurious defects.
f. Uniform in color, opacity, density, and other physical properties. g. Produced to the dimensions and tolerances specified in ASTM F714. h. Inside and outside surfaces: semi-matte or glossy in appearance.

B. Pipe Markings:

1. The following shall be printed on the pipe, spaced at intervals not exceeding five feet:
a. Name and/or trademark of the pipe manufacturer.
b. Nominal pipe size.
c. Dimension ratio.
d. The letters PE followed by the polyethylene grade in accordance with ASTM D1248, followed by the hydrostatic design basis in 100’s of psi, e.g., PE 3408.
e. Manufacturing standard reference, e.g., ASTM F714-13. f. A production code from which the date and place of manufacture can be determined.

2.02 JOINTS
A. Thermal butt fusion type.

2.03 FLANGES
A. Pipe flanges:

1. HDPE with ductile iron backing rings in buried locations.

2. Type 316 stainless steel backing rings in submerged locations.

B. Nuts, washers, and bolts: Type 316 stainless steel.

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2.04 MOLDED FITTINGS
A. Provide molded fittings from the factory. Fabricated mitered joints and fittings are not acceptable.

B. Use butt fusion from pipe the same size.

C. DR rating one level above the main pipeline (i.e. DR-9 fittings shall be used on DR-11 main)

2.05 CONNECTIONS TO STANDARD WATER FITTINGS
A. Use wedge style external restraints and internal stainless steel pipe stiffeners where HDPE is connected to transition or mechanical joint fittings.

B. Fittings shall be mechanically restrained.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Install HDPE pipe in accordance with manufacturer’s recommendations and the requirements of this Section.

3.02 HANDLING
A. Use care in handling storage and installation of the pipe:

1. Store pipe on the job site in accordance with the pipe manufacturer’s recommendations.

2. Store on clean, level ground to prevent undue scratching or gouging.

3. Handle the pipe in a manner that it is not damaged by dragging it over sharp and cutting objects.

4. Minor surface damage within allowable limits may be repaired in accordance with pipe manufacturer recommendations, subject to Engineer approval as follows:
a. Outer surface: maximum allowable depth of cut, scratch, or gouge shall be 5 percent of wall thickness.
b. Inner surface: shall be free of cuts, gouges, and/or scratches.

5. Inspect pipe, fittings and accessories carefully before and after installation:
a. Reject those found with defects.
b. Clean and maintain a clean condition before pipe fittings and accessories are placed in position.
c. Provide proper facilities for lowering sections of pipe into trenches. d. Dropping or dumping pipe into trenches is not allowed.

3.03 TRENCHING AND BACKFILL
A. Excavate and backfill trench as shown on the drawings.

3.04 BURIED PIPE INSTALLATION
A. Grade pipe bed, taking care to avoid the formation of dips or low points.

B. Laying of pipe when the conditions of the trench or weather are unsuitable is not allowed.

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C. Temporarily close the open ends of the pipe with wood blocks or bulkheads at the end of the day.

D. Carefully place and support pipe at the proper lines and grades.

E. Follow piping runs shown on the drawings as closely as possible, except for minor adjustments to avoid architectural and structural features.

F. Major relocations require the approval of the Engineer.

G. Set pipe flanges level, plumb, and aligned:

1. Set flanged fittings true and perpendicular to the axis of the pipe.

2. Bolt holes in flanges: straddle vertical centerline of pipe.

H. Install piping without springing or forcing the pipe in a manner which would set up stresses in the pipe, valves, or connected equipment.

I. Provide plastic tracer tape and tracer wire for pipe buried by open trench method. HDD installation does not require tape or tracer wire. Tracer wire shall be 12‑gauge solid copper with HDPE or HMWPE insulation rated for direct burial and suitable for long‑term corrosion resistance.

3.05 JOINT WELDING:

A. Join sections of continuous length polyethylene pipe on the job site above ground.

B. Join pipe using the thermal butt fusion method in strict accordance with the pipe manufacturer’s recommendations.

C. Use fusion equipment in the joining procedure capable of meeting conditions recommended by the pipe manufacturer, including, but not limited to:

1. Fusion temperature.

2. Alignment.

3. Fusion pressure.

D. Butt fusion joining:

1. Conform to ASTM D2657 and pipe manufacturer’s criteria for the type of joining.

2. 100% efficient and provide a joint strength equal to or greater than that of the adjacent pipe.

E. Fusion equipment operators:

1. Technicians who have been certified by the pipe manufacturer and fusion equipment manufacturer.

3.06 PIPELINE CLEANING AND TESTING:

A. Clean and perform acceptance tests of HDPE pipelines as specified in Section 02515 and Section 15996.

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3.07 FUSION REQUIREMENTS
A. All HDPE pipe joints shall be made using butt fusion, socket fusion, or electrofusion in accordance with the pipe manufacturer’s recommendations and ASTM F2620, unless otherwise approved.

B. Fusion Equipment:

1. Fusion of HDPE pipe shall be performed using hydraulic fusion equipment only.

2. Manual or hand-operated fusion machines are not permitted under any circumstances.

3. Fusion equipment shall be equipped with gauges, controls, and temperature monitoring devices necessary to maintain proper fusion parameters.

C. Fusion Operator Requirements:

1. Fusion shall be performed only by personnel trained and certified in HDPE fusion procedures by the pipe manufacturer or an approved training program.

2. Certification documentation shall be provided to the Engineer upon request.

D. Fusion Joint Logging:

1. The Contractor shall maintain a fusion log for all joints installed.

2. At a minimum, the fusion log shall include the following information:
a. Fusion machine operator identification
b. Date and time of each fusion
c. Ambient temperature and humidity
d. Pipe size, material, and SDR
e. Fusion pressure and temperature (if applicable)
f. Cooling time
g. Station or location of each fused joint

3. Fusion logs shall be submitted to the Engineer daily and included in the project record documentation.

E. Quality Assurance – Test Coupons:

1. Produce and test fusion coupons in accordance with ASTM F2620.

2. Test coupons shall be made:
a. At a minimum of once per day for each fusion operator, and b. Each time there is a change in fusion operator.

3. Coupons shall be destructively tested (bend-back or equivalent) to verify fusion quality.

4. Any failed test shall require immediate investigation, corrective action, and requalification of the fusion process as directed by the Engineer.

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F. Acceptance:

1. Fusion joints that do not meet specified requirements or fail inspection/testing shall be cut out and replaced at no additional cost to the Owner.

END OF SECTION
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West Yost – May 2026 15996 - 1 Town of Yountville
099-30-23-15 Testing Pressure Piping Emergency Napa River Recycled Water Crossing Repair
SECTION 15996

TESTING PRESSURE PIPING
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Hydrostatic pressure pipeline testing.

1.02 REFERENCED SECTIONS
A. The following Sections are referenced in this Section:

1. Section 01500 – Construction Facilities and Utilities

2. Section 15050 – Piping Systems

1.03 SUBMITTALS
A. Testing Schedule and Notification of Testing: Submit advance written notice of testing activities a minimum of 48 hours prior to conducting piping tests.

B. Testing Plan: Submit a written plan that identifies the methods for water procurement, conveyance and disposal.

C. Completed Pipe Test Record Forms, found at the end of this Section.

1.04 TESTING REQUIREMENTS
A. Furnish personnel, materials, bulkheads, test plugs, restraints, anchors, temporary connections, pumps, pressure gauges and other equipment needed to perform testing.

B. Water for Testing:

1. Use potable water for pressure testing pipelines. Obtain water from the source identified in Section 01500.

2. Disposal:
a. Obtain approvals from the California Regional Water Quality Control Board and other regulatory agencies to dispose of water in existing drainage ditches and other surface water features. Pay all costs to convey or transport water to the point of disposal.
b. Dispose of water used for testing pipelines as indicated by the Owner.

C. Test only those portions of the pipe that have been installed as part of this Contract.

1. Test new pipe sections prior to making final connection to existing piping.

2. Install test plugs or bulkheads to isolate new piping systems.

3. Unless otherwise indicated, valves may not be used to isolate portions of the piping system for purposes of testing. When testing against a valve is indicated or approved by the Owner, provide a test plate “pancake” to further isolate the new and existing piping.

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D. Sequence:

1. Buried Pressure Piping: Except as otherwise indicated, conduct piping pressure test after trench has been backfilled to subgrade and compacted. Piping may be tested before or after final paving, at Contractor’s option.

2. Encased Piping: Test before encasing pipe in concrete.

E. Failed Tests: Make necessary corrections or remove defective pipe or defective appurtenances. Repeat pressure test until a successful test is achieved.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 GENERAL
A. Test pipelines, appurtenances, valves and fittings in the pipeline system.

B. Where allowable leakage rates are not specifically indicated, no leakage is allowed.

C. Perform testing operations in the presence of the Engineer.

D. Prior to pressure testing, clean pipeline of debris, construction materials, dirt and other foreign material within the piping system.

E. Do not test pipelines until thrust restraint devices have been installed. Where concrete thrust blocks are used, do not begin pressure test until concrete has attained an age of at least 7 days unless otherwise approved by the Owner. Pressure test buried pipe after backfill.

F. After testing has been completed, drain test water from pipelines and leave in clean condition.

3.02 FILLING PIPING SYSTEMS WITH WATER
A. Place temporary bulkheads in the pipe at the ends of the test section, and then slowly fill the pipeline with water at a rate which does not cause surges or exceed the rate at which the air can be released through the air valves.

B. Ascertain that test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe.

C. Purge air within the pipeline during the filling operation. Check proper operation of air release valves and air vents during the filling operation to ascertain proper operation and venting of air from the pipeline.

D. Concrete pipe, cement-mortar lined pipe and other pipe made from water absorbing material:

1. After the filling operation is complete, allow the filled pipeline to stand under a slight pressure for at least 24 hours to allow air to escape from any air pockets within the pipeline and the pipe lining to absorb water.

2. Examine bulkheads, valves and connections for leaks during this period. If leaks are found, make corrections before conducting the pressure test.

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3.03 PRESSURE TESTING EXPOSED PIPING (NOT USED)

3.04 PRESSURE TESTING BURIED PIPING
A. Pressure test buried piping as follows:

1. Fill section of piping under test with water and raise the system pressure to the test pressure. Test pressure shall be a minimum of 150 psi or 1.5 times the operating pressure, whichever is greater, but shall not exceed the maximum pressure rating of the pipe.

2. Visually inspect exposed pipe joints, joints at fittings, valves, hydrants, and other piping appurtenances for leaks.

3. Correct visible leaks necessary to eliminate the leakage.

4. Duration of Pressure Test: 2 hours.

5. Leakage Measurement:
a. Begin test once visible leaks have been eliminated.
b. Maintain test pressure during the test period by adding makeup water to a calibrated test reservoir.
c. Accurately measure the volume of makeup water introduced into the pipeline to maintain the test pressure to determine the leakage rate for the test.

6. The pipeline pressure test is successful when the makeup water added during the test is equal to or less than the allowable leakage rate (L) defined below.

END OF SECTION
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PIPE TEST RECORD
Date:

Project Name: Project No.:

Contractor:

Pipeline Size & Name Pipe Type Pipe Location/Description (SL), SN, IA, etc.) (DI, PVC, Steel, Copper, etc.) (Attach sketch if needed) Section Tested:

First Test ☐
Or
Re-Test ☐
Length of Pipe Tested:

From:

To: Ft.

Test Specifications Actual Test Results
Type of Test: Start pressure:

Specified Test Pressure: End Pressure:

Duration:

Start time Stop time Duration
Allowable loss: Actual loss:

Comments:

Test Passes ☐
Test Fails ☐
Tested By: Contractor
Test Witnessed By:

Construction Inspector

ATTACHMENT A
Basis of Design Report

Emergency Recycled
Water Pipeline
Installation
Final Basis of Design Report
September 2024
Final Rev. No. 0
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Emergency Recycled Water Pipeline Installation Final Basis of Design Report iii Rev. No. 0 / September 2024
Document QA/QC Check Form
Project Number
and Name:
6475.0 Emergency Recycled Water Pipeline Installation
Document Title: Basis of Design Report
Rev.

No.

Document
Date
Description /
Design Phase:

Final
0 9/30/2024
Prepared by Checked by Technical Editor
Review by Approved by
Name Su Pyae Sone Soe
Sarah Mills
Norman Joyal
Dru Nielson Audrey Rivero Norman Joyal
Date 9/18/2024 9/26/2024 7/25/2024 9/30/2024
Emergency Recycled Water Pipeline Installation Final Basis of Design Report iv Final Rev. No. 0 / September 2024
This page is intentionally left blank.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report v Final Rev. No. 0 / September 2024
Table of Contents

1.0 Introduction .................................................................................................................. 1

2.0 Findings ........................................................................................................................ 2

2.1 History ........................................................................................................................... 2

2.2 Soils ........................................................................................................................... 2

2.3 Geology ......................................................................................................................... 3

2.4 Faulting and Seismicity ................................................................................................. 4

2.5 Subsurface Explorations................................................................................................ 5

2.5.1 Project Borings .................................................................................................. 5

2.5.2 Laboratory Tests ............................................................................................... 7

2.5.3 Project Cone Penetration Tests ........................................................................ 7

2.5.4 Project Seismic Refraction Surveys ................................................................... 8

2.5.5 Bedrock Exposure Mapping .............................................................................. 9

2.6 Groundwater ................................................................................................................. 9

2.7 Liquefaction .................................................................................................................. 9

2.8 Inundation ................................................................................................................... 10

2.9 1977 As-Built Drawings ............................................................................................... 10

3.0 Trenchless Basis of Design ........................................................................................... 11

3.1 Drilled Path Design ...................................................................................................... 11

3.1.1 HDD Work Areas ............................................................................................. 12

3.1.2 Bore Geometry ................................................................................................ 13

3.2 Pipe Stress Analysis ..................................................................................................... 14

3.2.1 Pipe and Drilling Fluid Properties ................................................................... 15

3.2.2 Pipe Stresses During Installation .................................................................... 15

3.3 Hydrofracture Analysis ................................................................................................ 16

3.3.1 Methods .......................................................................................................... 16

3.3.2 Engineering Properties of Overlying Soils ....................................................... 17

3.3.3 Pipe and Drilling Fluid Properties ................................................................... 17

3.3.4 Results of Hydrofracture Analysis ................................................................... 18

3.4 Project Risk Analysis .................................................................................................... 18 Emergency Recycled Water Pipeline Installation Final Basis of Design Report vi Final Rev. No. 0 / September 2024

3.4.1 Hydrofracture/Inadvertent Return of Drilling Fluid ....................................... 19

3.4.2 Cobbles and Boulders ..................................................................................... 19

3.4.3 Borehole Instability ......................................................................................... 19

3.4.4 Steering and Guidance .................................................................................... 20

4.0 Additional Services and Limitations ............................................................................. 21

4.1 Additional Services ...................................................................................................... 21

4.2 Limitations................................................................................................................... 21

5.0 References .................................................................................................................. 22 List of Tables
Table 1. Site Classification (adapted from ASCE 7-22, Table 20.2-1) .............................................. 4 Table 2. Partial Summary of Data from Project Borings ................................................................. 6 Table 3. Partial Summary of CPT Data ............................................................................................ 8 Table 4. Pipe/Drilling Fluid Properties Used in Pipe Stress Analysis ............................................ 15 Table 5. Summary of Pipe Stresses during HDD Installation ........................................................ 16 Table 6. Soil Properties Used to Calculate Formation Limit Pressure .......................................... 17 Table 7. Pipe/Drilling Fluid Properties Used to Calculate Drilling Fluid Pressure ......................... 18 List of Figures
Figure 1. Project Area Map
Figure 2. Schematic Profile Along HDD Alignment
Figure 3. Historical Topographic Maps
Figure 4. Historical Aerial Photographs
Figure 5. Soil Map
Figure 6.1. Geologic Map
Figure 6.2. Geologic Map
Figure 6.3. Sedimentary Bedrock Exposures
Figure 6.4. Aerial Views
Figure 6.5. Aerial Views
Figure 7. Vs30 Map
Emergency Recycled Water Pipeline Installation Final Basis of Design Report vii Final Rev. No. 0 / September 2024
Figure 8. Fault Map
Figure 9. Earthquake Map
Figure 10. Seismic Shaking Maps
Figure 11. Modified Mercalli Intensity Scale
Figure 12. Liquefaction Susceptibility Map
Figure 13. FEMA Inundation Map
Figure 14. HDD Work Areas
Figure 15. Estimated Drilling Fluid Pressure and Maximum Allowable Pressure for HDD Crossing Appendices
Appendix A Boring Log Legend
Appendix B Logs of Project Borings
Appendix C Photo Log of Sonic Coring
Appendix D Laboratory TesDng Results
Appendix E Cone PenetraDon Test Results
Appendix F Seismic RefracDon Survey Report
Appendix G Volcanic Bedrock Exposure Mapping
Appendix H 1977 As-Built Drawings
Emergency Recycled Water Pipeline Installation Final Basis of Design Report viii Final Rev. No. 0 / September 2024
Distribution
To: Scott Greenwood, PE
West Yost
From: Norman Joyal, PE, GE
Delve Underground
Prepared By: Su Pyae Sone Soe, PE
Delve Underground
Sarah Mills
Delve Underground
Reviewed By: Norman Joyal, PE, GE
Delve Underground
Dru Nielson, PG, CEG
Delve Underground
Emergency Recycled Water Pipeline Installation Final Basis of Design Report 1 Final Rev. No. 0 / September 2024

1.0 Introduction
This report presents geotechnical-related findings and a trenchless basis of design for the Town of Yountville’s (the Town) Emergency Recycled Water Pipeline Installation (the project) in Yountville, California (Figure 1). The project includes the design and construction of approximately 2,190 feet of 8-inch-diameter high-density polyethylene (HDPE) pipe to replace an existing 6-inch-diameter recycled water pipeline leaking underneath the Napa River. The existing pipeline was constructed in the late 1970s by open cut. The leak in the pipe was discovered in February 2023, and a temporary recycled water pipeline has been hung along a thick cable across and elevated above the Napa River. The new pipeline is planned to be installed by horizontal directional drilling (HDD) from Station (Sta.) 10+78 to Sta. 31+87 as indicated in project plans by West Yost (2024). The new pipeline will be connected to the existing pipeline by open cut. A schematic profile along the planned HDD alignment is provided in Figure 2.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 2 Final Rev. No. 0 / September 2024

2.0 Findings

2.1 History
Historical topographic maps and historical aerial photographs provided in Figure 3 and Figure 4 record discrete stages of the project area development dating back to 1902. Historical and recent conditions that are evident from these maps and photographs include the following:
• Vineyard development in Yountville dates back to the 1800s. The 1902 map shows that vineyards were likely already in operation near the project alignment on the west side of the Napa River. The vineyard on the east side of the Napa River that the project alignment is planned to cross underneath, and the dirt road following the perimeter of the vineyard, were developed by 1942. Recent aerial imagery shows that the vineyard is periodically reconfigured, including adjustments to roads and posts. A windmill and other small structures have been constructed within the vineyard. • Railway and roadway development in the vicinity of the project area was underway by 1902. Roadway development continued throughout the 1900s, mainly consisting of dirt roads providing access to the vineyards. The roadways in the immediate area appear to have undergone minimal changes since the 1970s.
• In 1902, the Napa River was mapped to be slightly farther east than its present-day location, closer to Wapoo Hill adjacent to the project area, indicating that the river may have formerly passed through the area currently occupied by the vineyard and was possibly rerouted to its present-day location. A levee along the west bank of the Napa River was constructed by 1951, which part of the project alignment will closely parallel. • Beginning in 1973, aerial imagery shows ponds used for water storage in vineyards.

Some of these ponds appear to connect to the existing recycled water main.

2.2 Soils
Near-surface soils occur at depths less than 5 feet below the ground surface in the project area.

These soils are mapped and described in Figure 5, including as follows:
• Cole soil: typically lean or fat clay and silt, with 0% retained on the No. 4 sieve (i.e., gravel size or larger, including cobbles)
• Parkins soil: typically clayey and silty sand and gravel, and lean clay, with up to 40% retained on the No. 4 sieve
• Riverwash: alluvium; properties not reported by the U.S. Soil/Natural Resources Conservation Service
• Sobrante soil: typically lean clay and silt, with up to 5% retained on the No. 4 sieve Emergency Recycled Water Pipeline Installation Final Basis of Design Report 3 Final Rev. No. 0 / September 2024
• Yolo soil: typically lean clay, with 0% retained on the No. 4 sieve

2.3 Geology
The project area was prehistorically the site of deposition from both a river system and a nearby volcanic center, as recorded by the types of materials preserved in the Sonoma Volcanics mapping units of late Miocene-Pliocene time (~2 to ~10 million years ago). These mapping units (see Figures 6.1 and 6.2) contain basaltic, andesitic, and rhyolitic hardened lava flow breccias that form, and are exposed on, Wapoo Hill. Our subsurface investigation, discussed in Section 2.5, indicates that the lava flow breccias may terminate abruptly near the base of the hill. The lava flows are underlain by and interlayered with soft, severely weathered sedimentary strata (Wagner et al., 2011), which were encountered during our subsurface investigation (see Section 2.5.1, Appendix B, and Appendix C). The sedimentary strata underlying the project area encountered during the investigation is most likely part of the Great Valley Complex (KJgv in Figure 6.2). KJgv is exposed in several locations, predominantly hillsides and roadcuts, along Silverado Trail. Five of these exposures (see locations in Figure 6.2) are documented herein with photos and/or general descriptions in Figure 6.3. KJgv along Silverado Trail predominantly consists of severely weathered siltstone with minor sandstone; similar to the siltstone and sandstone encountered in project boring B-1 (see Section 2.5.1). As shown on Figure 2, the planned HDD bore path is expected to pass through what may be considered as completely to severely weathered sedimentary bedrock.

Figure 6.4 presents aerial views modified from Swinchatt and Howell (2004), which show the arcuate ridges east of the Stags Leap District may be the result of nested megalandslides. Figure

6.5 shows a hypothetical cross section of the nested megalandslides, providing a possible model for how the lava flows of Wapoo Hill terminate near the base of the hill and are underlain by strata of the Great Valley Complex, and how the Great Valley Complex is also exposed along Silverado Trail further from the project area.

In the 2 million years since the end of their deposition (i.e., within Quaternary time), the Sonoma Volcanics and/or KJgv have been partially eroded and concealed by modern to early Pleistocene-age sandy and gravelly (1) alluvial fan, and (2) stream terrace, channel, point bar, and overbank deposits; some containing hard, siliceous, and abrasive cobble and boulder.

These Quaternary-age alluvial fan and stream deposits are often indistinguishable from older Miocene-Pliocene age river deposits in the Sonoma Volcanics and/or KJgv, particularly where exposures are limited (e.g., within small diameter borings).

The Quaternary-age units have cyclically eroded into and been deposited on the Sonoma Volcanics and/or KJgv as the Napa River has migrated back and forth across the valley in response to equilibrium base-level changes. The creek’s base level has cyclically changed over time in response to the effects of such factors as (1) tectonics (e.g., uplift), paleoclimate variations, and sea-level fluctuations, and (2) modern urbanization that has increased the rate and volume of concentrated rainfall runoff; all factors that have affected the creek’s sediment Emergency Recycled Water Pipeline Installation Final Basis of Design Report 4 Final Rev. No. 0 / September 2024
load capacity and competency, and hence the creek’s tendency to alternate between periods of downcutting and eroding, and sediment deposition.

The average shear-wave velocity for the upper 30 meters (98 ft) of ground (Vs30) in the project area is mapped to be between 700 feet per second (ft/sec) and 2,100 ft/sec, consistent with Seismic Site Classes C, CD, and D (see Figure 7 and Table 1).

Table 1. Site Classification (adapted from ASCE 7-22, Table 20.2-1) Site
Class
Time-averaged Shear-wave Velocity
in the Upper 30 Meters of Ground
(Vs30)(ft/sec)
Generic Description
A > 5,000 Hard rock
B > 3,000 to 5,000 Medium hard rock
BC > 2,100 to 3,000 Soft rock
C > 1,450 to 2,100 Very dense sand or hard clay
CD > 1,000 to 1,450 Dense sand or very stiff clay
D > 700 to 1,000 Medium dense sand or stiff clay
DE > 500 to 700 Loose sand or medium stiff clay
E > 500 Very loose sand or soft clay

2.4 Faulting and Seismicity
No Holocene-active faults (where the State of California defines a Holocene-active fault as a fault with known surface displacement within the last 11,700 years; see CGS 2018; Hart and Bryant, 1997) are known within the project area. The nearest Holocene-active faults to the project area are the West Napa and Concord-Green Valley Faults, at distances of 1 to 6 miles away (Figure 8). The project will be subject to ground shaking during earthquakes on the West Napa and Concord-Green Valley Faults, and on other active seismogenic sources in the region (e.g., see those mapped in Figure 9). Figure 10 shows four earthquake scenarios that would generate seismic shaking in the project area.

Peak ground accelerations during future earthquakes are also provided in Figure 10. The actual peak ground acceleration during future earthquakes will be a function of the earthquake’s magnitude, epicenter distance, mode, direction of seismic wave propagation (e.g., directivity), and ground amplification, or attenuation. It is estimated that the peak ground surface acceleration in the project area, having a 2% probability of being exceeded in 50 years, is 0.75g (“g” is the acceleration of gravity) based on ASCE-22 guidelines. Average peak accelerations of more than 0.6g correlate to ground shaking intensities of the Modified Mercalli Intensity Scale greater than or equal to X (Figure 11). Damage attributed to a Modified Mercalli Intensity of X includes badly cracked ground, broken underground pipes that must be taken out of service, and open cracks in cement pavements and asphalt road surfaces.

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2.5 Subsurface Explorations

2.5.1 Project Borings
Two borings (B-1 and B-2) were completed for the project at the locations illustrated in Figure 1, and to the depths indicated in Table 2. Figure 2 provides a schematic subsurface profile constructed across the HDD alignment using subsurface data from the project geotechnical investigation.

Project boring B-1 was drilled using a Geoprobe 8140LS track-mounted sonic drill rig with a 4.5- inch-diameter core barrel and a 6-inch-diameter casing. Sonic drilling uses vibrations through the drill string and bit to advance drill casing through soil or soft rock and provides continuous core samples over the length of the boring. Continuous core samples were extruded from the borehole into tubular-shaped plastic sheeting and subsequently sealed and stored in wooden core boxes at a Town of Yountville facility and are available for inspection.

Project boring B-2 was drilled with a Mobile B-24 truck-mounted rig using a 5-inch-diameter bit attached to solid stem augers. Relatively undisturbed ground samples were obtained by driving a 2.5-inch inside diameter, 3.0-inch outside diameter Modified California Sampler (MCS) containing three 6.0-inch-long steel liners (ASTM D3550) into the bottom of the advancing borehole for a total of 18 inches. Disturbed ground samples were obtained by driving a 1.4-inch inside diameter and 2.0-inch outside diameter Standard Penetration Test (SPT) sampler (ASTM D1586) into the bottom of the advancing borehole. A 140-pound hammer falling 30 inches per blow was used to drive all samplers.

Samples retrieved from each project boring were examined for soil classification, logged, and sealed to preserve their moisture content. The classification systems used to log the samples obtained during drilling are provided in Appendix A. The descriptions provided in the logs are based on observations made during drilling and sampling, and the laboratory test results. At the completion of drilling, each boring was backfilled with cement grout.

Appendices A through C provide the legend, logs for B-1 and B-2, and photographs of the sonic core samples from B-1, respectively. The results for laboratory testing of core and drive samples are provided in the logs, and in Appendix D. A partial summary of findings from B-1 and B-2 is provided in Table 2.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 6 Final Rev. No. 0 / September 2024
Table 2. Partial Summary of Data from Project Borings
Boring
No.[1]
Date Drilled
(mm.dd.yy)
Surface
Elevation[2]
(ft)
BGS Depth (ft)[3]
USCS(4] Group
Symbol SPT (N)[5) Qu[5] (ksf)
Total to
Groundwater Interval
B-1 05/02–
03/24 83 100 32
0–36 CL, CL/CH, CH -

8.5*, 4.0*,

2.0*, 1.0*,

4.5*, 6.0*,

6.0*, 5.0*,

2.0*, 2.0*,

2.5*, 1.0*
36–37 SM - -
37–38 ML - -
38–44 GW-GC - -
44–47 CL - -
47–50 GW/GC - -
50–66 CL or CH - 5.0*, 2.5*,

3.0*, >9.0*
66–75 SC to
sandstone[6] - -
75–79 GC to
conglomerate[6] - -
79–91 Sandy
siltstone[6] - -
91–95
CL/ML to
claystone/
siltstone[6]
- -
95–100 Pebbly
siltstone[6] - -
B-2 06/10/24 85 19.25 NE
0–2.25 ML - -

2.25–3.25 GM - -

3.25–6 SM 50/6” 3.0
6–7.5 CL - -

7.5–19.25 SM 50/4”,
50/4”, 81 -
[1] Logs are provided in Appendix B. Photo logs of sonic coring B-1 are provided in Appendix C. See Figure 1 for mapped boring locations.
[2] Elevations are based on the plan and profile provided by West Yost. [3] Below ground surface (BGS) depth. NE = no groundwater encountered at the time of drilling. Groundwater was measured in B-1 when drilling resumed on 05/03/2024, not necessarily the static groundwater level depth. [4] The Unified Soil Classification System (USCS) and group symbol are defined in Appendix A. [5] N = ASTM D1586 Standard Penetration Test (SPT) blow count per foot (listed with increasing depth in boring). Qu = unconfined compressive strength (an asterisk * denotes that unconfined compressive strength was estimated with a pocket penetrometer on samples in the field).
[6] Severely weathered sedimentary bedrock encountered in B-1 appears to be part of the Great Valley Complex (KJgv).

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2.5.2 Laboratory Tests
Moisture content, unit weight, Atterberg limits, grain size, unconfined compression, and direct shear tests were performed on ground samples retrieved from the project borings. The results of the tests are provided in Appendix D and are summarized in the boring logs in Appendix B.

The direct shear test results included one outlying data point that may be considered erroneous. The outlying data point was not taken into consideration when estimating the friction angle and cohesion that are presented in the boring log in Appendix B and the lab results in Appendix D.

2.5.3 Project Cone Penetration Tests
Eight cone penetration tests (CPT-1 to CPT-8) with associated tooling were performed for the project as indicated in Table 3, and at the locations illustrated in Figure 1. A partial summary of the CPT data is presented in Table 3. Detailed descriptions of the CPT tooling, methods, and results are provided in Appendix E.

Project CPTs were performed with a track rig using a 20-ton track-mounted cylinder with a 1.5- inch-diameter piezocone penetrometer and 3-meter-long (9.8 ft) push rods. The piezocone penetrometer contains a transmitter, independent tip and friction sleeve load cells, and a diaphragm-type strain gauge transducer for recording pore pressure. The track rig pushed the penetrometer into the ground at a steady rate of 2 centimeters per second (cm/sec). CPT data were recorded at 2.5-centimeter (cm) depth increments. The CPTs were advanced and terminated at planned depths or upon refusal in accordance with ASTM D5778. The CPT data interpretation was based on correlations of corrected tip resistance, sleeve friction, and pore water pressure developed by Robertson (see Appendix E).

The recorded tip resistance is the total force acting on the piezocone tip divided by its base area. The tip resistance is corrected for pore pressure effects and is termed corrected tip resistance. The sleeve friction is the frictional force on the sleeve divided by its surface area.

Dynamic pore pressure is a measurement of the pore pressures generated during cone penetration. To record equilibrium pore pressure, the penetration is stopped to allow the dynamic pore pressures to stabilize (i.e., pore pressure dissipation test). The friction ratio is a calculated parameter. It is defined as the ratio of sleeve friction to the tip resistance expressed as a percentage.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 8 Final Rev. No. 0 / September 2024
Table 3. Partial Summary of CPT Data
CPT
No. (1)
Date
(mm.dd.yy)
CPT
Tooling
Type (2)
Ground
Surface
El. (3) (ft)
BGS Depth (ft)[4]
Soil Behavior Type (5)
Total to Groundwater
CPT-1 08.29.23 CPTu,
PPDT 93 16 NE Sand mixtures, sands, stiff sand to clayey sand, very stiff fine-grained CPT-2 08.29.23 CPTu,
PPDT 94 9 NE Sands, sand mixtures, stiff sand to clayey sand CPT-3 08.29.23 CPTu,
PPDT 82 63 21 Sands, sand mixtures, silt mixtures, clays, gravelly sand to sand, very stiff fine-grained CPT-4 08.29.23 CPTu,
PPDT 83 74 21 Sands, sand mixtures, silt mixtures, clays, gravelly sand to sand, very stiff fine-grained CPT-5 08.30.23 CPTu,
PPDT 79 35 15
Sands, silt mixtures, clays, sand mixtures,
sensitive fine-grained, gravelly sand to sand,
stiff sand to clayey sand
CPT-6 08.30.23 CPTu,
PPDT 80 90 16
Sands, silt mixtures, clays, sand mixtures,
gravelly sand to sand, stiff sand to clayey
sand
CPT-7 08.30.23 CPTu,
PPDT 78 94 17
Sand mixtures, sands, silt mixtures, clays,
gravelly sand to sand, very stiff fine-grained,
stiff sand to clayey sand
CPT-8 08.30.23 CPTu,
PPDT 80 80 16
Sands, sand mixtures, silt mixtures, clays,
gravelly sand to sand, very stiff fine-grained,
stiff sand to clayey sand
(1) See mapped locations in Figure 1. The report is provided in Appendix E. (2) CPTu – piezocone penetration test; PPDT – pore pressure dissipation test (see Appendix E). (3) Elevations are based on the plan and profile provided by West Yost. [4] BGS = below ground surface; NE = no groundwater encountered at the time of sounding. (5) As indicated in Note 6 of Figure 2, some soil behavior type layers may be considered as completely to severely weathered sedimentary bedrock.

2.5.4 Project Seismic Refraction Surveys
Three seismic refraction lines (SRL) were surveyed for the project at the locations mapped in Figure 1. The results of the surveys are provided in Appendix F.

As shown in Figure 2, material with a seismic P-wave velocity exceeding 6,000 feet/second (fps) was detected above the HDD bore path, at a depth of between 30-40 feet below ground surface in SRL-2. This high velocity material was not detected in SRL-3. The identification of this high velocity material at shallow depths, and only in SRL-2, can be explained by (1) a shallow, salient, lava flow over underlying softer sedimentary deposits and/or bedrock strata discussed in Section 2.3, or (2) an abruptly-terminating megalandslide model discussed in Section 2.3 and illustrated in Figures 6.4 and 6.5.

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2.5.5 Bedrock Exposure Mapping
Sonoma volcanic bedrock is exposed in several areas on Wapoo Hill, directly east of the alignment. Volcanic bedrock exposures were mapped at the locations indicated in Figure 1 and Figure 6.2 and are described together with photos in Tables G-1 through G-3 of Appendix G.

During the site reconnaissance, Schmidt hammer rebound tests were taken, and bedrock samples were collected to perform point load tests. Point load test results and Schmidt hammer rebound test results are also provided in Appendix G.

Correlations of Schmidt hammer test rebound values to uniaxial compressive strength indicate that the tested bedrock has an average uniaxial compressive strength of 4,000 psi at the BRE-1 and BRE-2 locations and 5,700 psi at the BRE-3 location. The point-load test results provided in Appendix G indicate that the bedrock samples have an average point-load strength (Is(50)) between 215 psi and 290 psi (based on ISRM 1973 methods). The ISRM (1985) indicates that, on average, the uniaxial compressive strength of bedrock is 20 to 25 times its point-load strength. Based on the point-load strength results provided in Appendix G and using a conversion factor of 20, the average uniaxial compressive strength of the tested bedrock is from 4,300 psi to 5,800 psi. Using a conversion factor of 25, the average uniaxial compressive strength of the tested bedrock is from 5,375 psi to 7,250 psi.

Sedimentary bedrock of the Great Valley Complex is exposed in several locations along Silverado Trail. Based on the results of our investigation, the project area is likely underlain by the Great Valley Complex, and the HDD bore path is expected to pass through material similar to that exposed along Silverado Trail. Sedimentary bedrock exposures were mapped at the locations indicated in Figure 1 and Figure 6.2 and photographs and general descriptions are provided on Figure 6.3.

2.6 Groundwater
The depth to groundwater (or lack thereof) was measured in each project boring during and immediately after drilling. These measurements are presented in Appendix B and are summarized in Table 2.

2.7 Liquefaction
Liquefaction is a phenomenon in which soils lose internal strength because of increased pore pressure generated by cyclic loading. Cyclic loading is commonly induced by ground shaking during earthquakes. Soils prone to liquefaction are typically saturated, cohesionless, relatively clay-free Holocene-age silt and sand layers of very loose to loose density at shallow depths below the ground surface. Liquefaction becomes progressively less likely with increasing depths below 30 feet due to inherent confining pressures and the long-term effects of consolidation.

Areas of the project area susceptible to liquefaction may also be susceptible to lateral spreading, which is characterized by permanent lateral displacement of sloping ground towards Emergency Recycled Water Pipeline Installation Final Basis of Design Report 10 Final Rev. No. 0 / September 2024
a free face, such as along the riverbanks. Soils along the banks of the Napa River that are susceptible to liquefaction will potentially be displaced toward the river during a seismic event.

Depending on the depth of the liquefiable layers and the slope geometry (i.e., the free-face gradient and height), lateral spreading deformation, if it were to develop, can range from fractions of an inch to several feet, with the greatest displacements occurring nearest the free face and the smallest displacements occurring up to a lateral distance of 200 to 300 feet inland away from the free face.

According to the map presented in Figure 12, the project alignment is located within areas mapped by ABAG (2019) based on work by the U.S. Geological Survey (Knudsen et al., 2000; Witter et al., 2006) to have moderate to very high liquefaction susceptibility. The highest liquefaction susceptibility in the project area is within the young to modern stream deposits along the Napa River and the surrounding floodplain, which predominantly consist of sand, gravel, and silt. Subsequently, the highest lateral spreading susceptibility will also be along and adjacent to the Napa River.

2.8 Inundation
Figure 13 shows areas of the project located within the Federal Emergency Management Agency (FEMA) 100-year and 500-year flood zones and regulatory floodways.

2.9 1977 As-Built Drawings
The as-built drawings of the original pipeline, dated August 1977, are provided in Appendix H.

The location of the leak is indicated on the drawings. The leak is located near the eastern bank of the Napa River, approximately 5 feet below the grade that existed at the time of construction.

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3.0 Trenchless Basis of Design
The project includes the design and construction of planned new elements, as summarized in Section 1.0. The analyses and recommendations for design and useful long-term performance of the project provided in this section are based on the interpretations of the findings presented in Section 2.0. The recommendations are for the design and construction of the project in a safe and economical manner and to ensure its useful long-term function. The contractor constructing the project is responsible for the following:
• Reviewing this report
• Supplementing the findings of this report with those from the contractor’s investigations
• Providing the contractor’s own interpretation of the findings from this report and its investigations
• Selecting and implementing appropriate means, methods, and monitoring so that no one becomes injured and that no planned new or existing structure, improvement, or utility is damaged or adversely affected as a result of the project and its construction

3.1 Drilled Path Design
The geometry of the HDD alignment is influenced by several constructability factors. These include the following:
• Entry and exit locations with suitable space for various HDD construction activities and sufficient laydown for pipe fabrication and testing.
• Staying within allowable HDD equipment and material limits for entry and exit angles with due consideration of the pipe breakover support for pullback. • Staying within allowable limits for radii of curvature for drilling pipe and pipe materials. • Avoidance of existing physical barriers.
• Maintaining a suitable separation depth below the bottom of the river channel and the bore path.

The following sections briefly discuss critical alignment constraints and their influence on the HDD alignment.

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3.1.1 HDD Work Areas
The proposed drill entry and exit points are shown in Figure 14. The entry and exit points are the end points of the drilled profile. The entry point is where the drill rig is positioned, and the exit point is generally where the pipe enters the ground during pullback. Adequate space is necessary to stage construction equipment at the entry point, as well as for pipe laydown and assembly of the fused pipe string for pressure testing prior to pullback at the exit point. In cases with inadequate space for pipe laydown and assembly at the exit point, it is possible to use a laydown area along vineyard access roads at the pipe entry, but that would require pulling back the pipe from the exit point.

The space required at the entry point is dependent on the size of the HDD rig required and the associated support equipment. For this project, we assume that a medium-sized drill rig with a minimum thrust/pullback capacity on the order of 40,000 to 100,00 pounds will be used. This type of drill rig requires a footprint approximately 8 feet wide by 25 feet long and a work area of about 15,000 ft2 for support equipment, including a drilling fluid mixing/storage tank, a drilling fluid separation plant, drilling fluid pump, vacuum truck, several pallets of bentonite for drilling fluid, drill pipe tubs, and spare tools. Additionally, an entry pit must be excavated to allow for the collection of drilling fluid returns. The entry pit for an operation of this size has a typical footprint on the order of about 5 feet wide by 8 to 10 feet long that extends no more than 5 feet below the ground surface. Shoring is not typically required for pits of this size and depth; however, if larger pit dimensions are utilized, the pits can be supported with a trench box, or the excavations can be sloped to maintain stability.

The space required at the exit point for the actual drilling operation is much smaller than the entry point since an exit pit only contains drilling fluid and aids in the removal of the drill bit assembly. The area for pipe laydown and assembly requires substantial space at the exit point so that the full pipe string can be pulled back into the hole continuously. Pipe layout and pullback considerations are discussed below.

3.1.1.1 Pipe Laydown and Pullback Considerations
To minimize the risk of the pipe becoming stuck during pullback operations, we recommend that the pipe be pulled into the borehole in one continuous operation. Stopping for an extended time to fuse sections of pipe during pullback increases the risk of borehole instability, causing the pipe to get stuck during a pullback stoppage. It is considered best practice to keep the pipe moving throughout the pullback process to reduce this risk.

To accomplish a continuous pullback, it is necessary to lay out and fuse the pipe string prior to the pullback. A laydown area approximately 20 feet wide by the length of the pipe plus 50 feet is desired, as shown in Figure 14, which depicts one laydown concept. This area allows for placement of the pipe on support rollers, fusing of the segments, and requisite testing prior to pullback. Various aspects of the pipe laydown area arrangement must be optimized for the Emergency Recycled Water Pipeline Installation Final Basis of Design Report 13 Final Rev. No. 0 / September 2024
length of the HDD alignment being considered, the testing requirements for the pipeline, and impacts on the vineyard. In some cases, it may be possible to use narrower and shorter laydown areas. Laydown areas for the pipe are confined to circuitous vineyard access roads.

Consequently, small lifting equipment may be required to maintain the pipe confined to the access roads. Pipe laydown along vineyard access roads needs to be coordinated with the owners to ensure vineyard access is maintained. The selected pipe laydown area must take into consideration the equipment needed during pullback to maintain the pipe in place along the laydown area.

3.1.2 Bore Geometry
The location and configuration of a bore profile are defined by its entry and exit points, entry and exit angles, radius and length of curvature, and points of curvature and tangency. The designed HDD drill path is typically composed of a series of connected straight lines (tangents), vertical curves (inverted arcs in the drilled path), and potentially horizontal curves (horizontal arcs in the drilled path). HDD drill paths can have compound curves, but they are generally avoided as they can complicate the drilling process and increase pullback loads and stresses on the pipe. Generally, a drill path with the least complicated geometry is most effective in reducing pullback forces and simplifying the drilling and guidance process.

For this project, an alignment with a horizontal curve was selected to reach an adequate depth below ground surface at the location where it crosses beneath the Napa River to reduce the risk of hydrofracture and encountering Sonoma Volcanic bedrock. The bore geometry consists of the following from drill entry to drill exit:
• An entry tangent oriented at the entry angle to gain the depth required for steering control and ground cover above the bore
• A downward vertical entry curve that bends into a straight bottom tangent • A left horizontal curve between straight bottom tangents • A straight horizontal tangent between the horizontal curve and the upward vertical exit curve
• An upward vertical curve that bends from the straight tangent to the exit tangent • The exit tangent at the desired exit angle that leads up and exits the ground

3.1.2.1 Entry and Exit Angles
Entry angles are generally designed to be between 8 and 20 degrees, and exit angles are generally 5 to 12 degrees. Entry and exit angles depend on pipe diameter, the configuration of the breakover support, and other factors. We selected an entry angle of 12 degrees, which is appropriate for the pipe diameter in use on this project. The exit angle is also set at 12 degrees, Emergency Recycled Water Pipeline Installation Final Basis of Design Report 14 Final Rev. No. 0 / September 2024
which may require breakover support of the pipe, achieving the desired depth below the river channel, and avoiding potential damage to grape vine roots on the east side of the river.

3.1.2.2 Horizontal Alignment and Vertical Curvature
An additional geometric constraint is the radius of curvature of any horizontal or vertical curves in the alignment. The radius of curvature is typically limited by either the drill rod radius or the bending characteristics of the product pipe. Allowable bend radius information is used to determine the setback distance required by the drill rig at the entry point; shallower bore depths require smaller entry angles and greater setback distances, while deeper bore depths typically require steeper entry angles and tighter radii of curvature.

HDPE is the intended pipe material for the HDD bore, which is relatively flexible and has a minimum bending radius on the order of 20 to 30 times the pipe outside diameter. The steel drill pipe is much stiffer than the HDPE pipe and will, therefore, govern the minimum bending radii of any curves in the HDD alignment. The minimum bend radius of the drill steel will likely be on the order of 110 to 150 feet, so any curves utilized in the alignment will need to use curves larger than these minimums. HDD Good Practices Guidelines (Bennett, 2017) typically recommend using curve radii that are larger than the minimums to allow flexibility for steering corrections while drilling, and because tighter curves are more difficult to drill and can increase the loading on the pipe during pipe pullback. At the current design phase of the project, the tightest radius of curvature being considered is 800 feet for the horizontal curve.

Another key consideration of the HDD bore geometry is the relationship between vertical and horizontal curves. Tangent segments should be used to connect vertical and horizontal curves to allow for steering corrections and to reduce pipe stresses.

3.1.2.3 Depth
A minimum depth of ground cover must be provided between the river bottom and bore path for long-term protection of the pipeline from scour, and to provide adequate drilling fluid confinement during construction to reduce the risk of hydrofracture. The critical location for determining the minimum depth of cover is where the alignment crosses the Napa River, where cover will be the least. Based on our hydrofracture analysis presented in Section 3.3, we anticipate that a minimum depth of cover of 45 feet will be required along the deepest section of the bore to achieve a 2.5 factor of safety against hydrofracture based on assumed HDD drilling parameters. The contractor is responsible for submitting their hydrofracture analysis based on HDD drilling parameters they will use for drilling the bore.

3.2 Pipe Stress Analysis
Pulling loads during pipe pullback result from friction between the pipe and the wall of the bore hole and from dynamic fluid friction that occurs when the pipe transitions through the viscous Emergency Recycled Water Pipeline Installation Final Basis of Design Report 15 Final Rev. No. 0 / September 2024
drilling fluid as it is pulled through the hole. During installation, the pipeline is subjected to tension from pulling loads, bending as the pipe is forced to navigate curves in the drilled path, and hoop stress from drilling fluid pressure within the bore annulus. Additionally, the pipe is subjected to combined loading effects, resulting from the combined interaction of tensile and bending stresses experienced by the pipe during the pullback phase. Resultant stress must be checked to confirm the HDD design is adequate.

3.2.1 Pipe and Drilling Fluid Properties
The planned new pipe is nominal 8-inch DR-11 IPS HDPE. Table 4 provides a summary of the pipe and assumed drilling fluid properties used for the pipe stress analysis. Pipe stresses should be calculated by the contractor based on the means and methods they will be incorporating into their work plan to install the new pipe.

Table 4. Pipe/Drilling Fluid Properties Used in Pipe Stress Analysis Pipe or Drilling Fluid Property Assumed Value
Pipe Outside Diameter (in.) 8.625
Pipe Wall Thickness (in.) 0.784
Pipe Unit Weight (pcf) 59.9
Pipe Minimum Yield Strength (psi) 3500
Pipe Young’s Modulus (psi) 110,000
Pipe Poisson’s Ratio 0.35
Coefficient of Friction Between HDPE and Soil 0.3
Specific Gravity of Drilling Fluid 1.08

3.2.2 Pipe Stresses During Installation
The pipe stress calculations were completed in accordance with the design guidelines of ASTM F1962-11 and the HDD Good Practices Guidelines. The calculations assume a properly prepared and cleaned bore prior to pipe pullback and that no obstructions will be encountered. The failure to properly clean and prepare the borehole prior to pullback may result in increased pullback loads and stresses.

The calculations were performed for two conditions: (1) the pipe is pulled unballasted and (2) the pipe is pulled fully ballasted with water. Based on the calculation results, the pipe should be pulled fully ballasted with water to reduce the risk of exceeding the pipe’s maximum allowable tensile pull load during installation. The calculations presented herein assume a fully ballasted pipe.

A minimum factor of safety of 2.0 was used to account for higher pulling loads due to possible deviations from idealized conditions (e.g., sloughing of the borehole, deviations from the design bore path during construction, and higher pulling loads after stoppages). We estimate a maximum pulling force of 20,000 pounds will be required for pipe pullback. A medium HDD rig Emergency Recycled Water Pipeline Installation Final Basis of Design Report 16 Final Rev. No. 0 / September 2024
will be necessary for this installation due to the length of the crossing. Maximum calculated values of pipe stresses from installation loads are compared with allowable values in Table 5 along with the corresponding factors of safety.

Table 5. Summary of Pipe Stresses during HDD Installation Pipe Stress Maximum Calculated
Stress (psi)
Maximum Allowable
Stress (psi) Factor of Safety
Axial tension 862 1,100 1.3*
Bending 49 1,000 20.2
Hoop buckling 13 113 9.1
Combined axial tension and
bending 889 1,100 1.2*
*Factors of safety of 1.2 and 1.3 are considered acceptable because a factor of safety of 2.0 was applied to the pulling load.

3.3 Hydrofracture Analysis

3.3.1 Methods
We evaluated hydrofracture risk for the proposed drilled path using the cavity expansion model approach, as described in various technical references (Bennett and Wallin, 2008; Sparks and Beardin, 2011). An overview of the steps involved in this approach is summarized as follows:

1. Estimate the maximum allowable pressure along the alignment. The maximum allowable pressure represents the maximum drilling fluid pressure in the borehole before plastic deformation of the borehole (i.e., hydrofracture) occurs. The maximum allowable pressure is calculated using cavity expansion theory and is primarily a function of bore depth and anticipated soil and groundwater conditions.

2. Estimate the minimum fluid pressures along the alignment. The minimum fluid pressure is calculated by summing the hydrostatic drilling fluid pressure and the pressure required to move the drilling fluid with the suspended cuttings through the drilled hole to the ground surface. The former component is dependent upon drilling fluid density and bore depth, whereas the latter component is a function of drilling fluid rheology.

3. Compare the maximum allowable pressure and minimum fluid pressure along the alignment. If the maximum allowable pressure is less than the drilling fluid pressure, then hydrofracture is likely, and measures are required to reduce this risk. This typically consists of either altering the drilled path design (e.g., deepening or shortening the bore) or incorporating various mitigation measures to reduce the potential for hydrofracture or potential impacts if hydrofracture occurs (e.g., conductor casing, pressure relief wells).

Traditional application of the cavity expansion model includes applying a factor of safety to the assumed radius of the plastic zone (RPMAX). A study was conducted in which calculations for formation limit pressure based on cavity expansion theory were compared with actual drilling fluid pressure measurements taken from HDD projects where hydrofracture occurred (Staheli, Emergency Recycled Water Pipeline Installation Final Basis of Design Report 17 Final Rev. No. 0 / September 2024
Price, and Wetter, 2010). The findings suggest that the cavity expansion model overestimates the maximum allowable pressure for values of RPMAX greater than two to three times the borehole diameter. Subsequently, the authors recommend applying a factor of safety to the calculated formation limit pressure as opposed to RPMAX. Consistent with this approach, we applied a factor of safety of 2.5 to the calculated maximum pressure value with RPMAX taken as the depth of the bore below the ground surface.

3.3.2 Engineering Properties of Overlying Soils
The subsurface conditions are described in Section 2.0 and in Appendix A through Appendix G.

The geotechnical engineering properties used to estimate the maximum allowable pressure are summarized in Table 6.

Table 6. Soil Properties Used to Calculate Formation Limit Pressure Strata
Unit Description Unit Weight (pcf)
Friction
Angle (deg)
Cohesion
(psf)
Shear
Modulus
(ksf)
A Upper Sand 110 37 0 8.5E+04
B Clay/Silt 105 26 50 1.3E+05
C Lower Sand 120 36 80 2.4E+05
D Completely to Severely
Weathered Sedimentary Bedrock 125 26 250 2.2E+05
pcf = pounds per cubic foot; deg = degrees; psf = pounds per square foot; ksf = kilopounds per square foot

3.3.3 Pipe and Drilling Fluid Properties
Calculating drilling fluid pressures requires assumptions for the drilling fluid properties, drill pipe size, and bit size the contractor might use for the pilot bore and subsequent reaming passes. The properties of the drill pipe and drilling fluid used in our calculation of drilling fluid pressures are summarized in Table 7 below. It should be noted that these values were assumed based upon anticipated ground conditions and our experience from previous HDD projects.

Drilling fluid pressures must be recalculated by the HDD contractor based on their means and methods based on detailed information for the drill pipe size, bit size, and drilling fluid pressures they plan on using for the bore.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 18 Final Rev. No. 0 / September 2024
Table 7. Pipe/Drilling Fluid Properties Used to Calculate Drilling Fluid Pressure Drill Fluid or Drill Pipe Property Assumed Value
Diameter of Pilot Borehole (in.) 12
Diameter of Drill Pipe (in.) 3.5
Unit Weight of Drilling Fluid (lb/gal) 9
Viscosity of Drilling Fluid (centipoise) 50
Flow Rate of Drilling Fluid at Drill Bit (gal/min) 125
Yield Point of Drilling Fluid (lb/100 ft2) 24

3.3.4 Results of Hydrofracture Analysis
Figure 15 shows the formation limit pressure using multiple factors of safety and drilling fluid pressure calculated throughout the pilot hole of the proposed HDD drilled path, assuming a single drill rig would be used to complete the bore. The results of our calculations suggest drilling pressures are below the formation limit pressure beneath the river and throughout most of the bore. The drilling fluid pressures exceed the calculated formation limit pressures for approximately the last 150 feet as the bore depth decreases approaching the exit point when a factor of safety of 2.5 is applied.

The Napa River channel is the lowest point in the ground surface, and therefore has a reduced formation limit pressure relative to the surrounding ground. The design bore depth was conservatively set at a minimum of 45 feet below the bottom of the channel in order to provide adequate cover to resist the anticipated drilling fluid pressure when a factor of safety of 2.5 is applied. It should be noted that although the calculations indicate that the anticipated drilling fluid pressures under the river crossing will not exceed the formation limit pressure, the pressures in this zone approach the critical limit due to the reduced amount of cover under the river. The pressures should be reevaluated once the contractor’s work plan is formulated.

Pressures beneath the river crossing should be monitored closely during construction by incorporating a pressure meter in the downhole tooling assembly.

Further assessment of this risk is provided in Section 3.4 of this report.

3.4 Project Risk Analysis
While the HDD construction method appears feasible for the Napa River crossing, there are inherent risks to the method, particularly those related to hydrofracture and borehole stability.

The level of risk associated with the HDD installation generally increases as the pipe diameter increases since larger pipes require additional reaming passes to achieve the final bore diameter. However, careful planning during design and construction can generally reduce or manage these risks. Specific risks associated with the crossing are discussed further in the following sections.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 19 Final Rev. No. 0 / September 2024

3.4.1 Hydrofracture/Inadvertent Return of Drilling Fluid Drilling through the relatively permeable sand and gravel layers presents a higher risk of drilling fluid loss to the surrounding soil. Drilling fluid loss can lead to loss of circulation (hole plugging) resulting in an inadvertent return of the drilling fluid to the ground surface, collapse of the borehole, or a combination of these events. The risk of drilling fluid loss is mitigated primarily through proper slurry design and management and by using an experienced operator capable of matching fluid properties, volumes, and penetration rates to the encountered ground conditions. One approach to mitigating drilling fluid loss includes modifying the fluid viscosity and introducing additives (fluid loss materials) to the drilling fluid to enhance the ability to plug problematic ground.

The preliminary hydrofracture analysis indicates the increased potential for surface returns over the last approximately 150 feet of the drill path near the exit point. This area is within the vineyard. The contractor should be required to submit a hydrofracture monitoring and clean-up plan for the HDD installation, with emphasis on the area near the drill exit. If surface returns are considered unacceptable in the area near the drill exit, additional measures can be implemented to control potential surface returns, such as relief wells placed along the alignment to allow a controlled release of drilling fluid at a selected location.

Based on our analyses, a surface casing is not required to control frac-out near the beginning of the bore. The contractor should make their own determination on the need for a surface casing to provide for a stable portal area within the looser overbank deposits.

3.4.2 Cobbles and Boulders
Cobbles and boulders are a risk to HDD installations as they can cause deflection of the bore, and impede the pilot bore and/or reaming progress during pullback. Coarse granular materials such as cobbles can also lead to borehole instability and collapse. While cobbles and boulders would not have been detected in the small-diameter borings and CPTs located near the river crossing, the presence of gravel in the borings indicates an increased potential for cobbles in the formation. Considering the depositional environment (valley infilling) and site proximity to the hills on the east side of the vineyard, a reasonable conclusion is that there is a risk that the HDD installation could encounter deposits that include cobbles and boulders. The contractor should address the potential for cobble and boulder encounters in their work plan.

3.4.3 Borehole Instability
The risk of borehole instability during HDD installations generally increases as the pipe size and bore diameter increase. The risk also increases in less favorable ground conditions that include poorly graded granular deposits with little fines, coarse granular deposits (e.g., gravels and cobbles), poorly constructed fill, or soft or loose soils. Collapse of the borehole can increase Emergency Recycled Water Pipeline Installation Final Basis of Design Report 20 Final Rev. No. 0 / September 2024
torque and thrust on the drill string and could partially or completely block slurry circulation. At shallow depths, borehole collapse may also lead to settlement of the ground surface.

Much of the bore profile crosses through layers of sandy silt, sand, and gravel. In order to manage the risk of borehole instability and collapse, the contractor should submit contingency plans describing the drilling equipment tooling and drilling fluid design anticipated to maintain borehole stability, and to have backreamers available to clean the hole ahead of the pipe string during pullback, if needed.

3.4.4 Steering and Guidance
Steering and guidance during the pilot bore phase will likely be a combination of wireline guidance coupled with a gyroscope guidance system. The entry side lends itself to a wireline system strung along the west side of the river which is not encumbered by vineyards.

Conversely, the east side of the river is a vineyard, and it may not be practical, or the owner may not allow a wireline system to be strung through the vines. Consequently, a gyroscopic system will need to be used for guidance along the eastern side of the bore path. Gyroscopic data can be calibrated against the wireline information to ensure confidence in the gyroscopic data when under the vineyard. We also note that volcanic formations can sometimes present a magnetic field that can distort guidance readings, and this will need to be considered in the contractor's work plan.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 21 Final Rev. No. 0 / September 2024

4.0 Additional Services and Limitations

4.1 Additional Services
Delve Underground should be given the opportunity to provide the following additional services for the project:
• Trenchless (i.e., HDD) and geotechnical review of final plans and specifications prior to bid
• Review of HDD-related and geotechnical-related contractor submittals • Review of HDD-related and geotechnical-related contractor requests for information • Periodic observations of subsurface conditions exposed during construction, including to evaluate if they are consistent with those anticipated by this report, which the analyses provided herein are based on

4.2 Limitations
This report is for the exclusive use of the Town of Yountville and West Yost for the design of the Emergency Recycled Water Pipeline Installation in Yountville, California, as described herein.

The geotechnical investigation for this report was based on and limited to the project scope and information provided to us by West Yost at the time of our field work from August 2023 through June 2024. This report is formulated based on information provided in the 75% design plans by West Yost (2024), and on the geotechnical surface and subsurface conditions observed and encountered by Delve Underground during this investigation, as described herein.

Delve Underground is not responsible for the interpretation by others of the data contained in this report. Subsurface conditions between locations of exploration borings and CPTs may vary from those encountered in the borings and CPTs, and with time; as a result, conditions that differ from those summarized in this report can occur. If differing conditions are exposed during construction or the design is modified, we should be retained to reevaluate the conditions and provide written confirmation or modifications, as necessary, to this report.

Studies of the absence, existence, and effects of artificial and natural soil contamination (e.g., from leaking underground gas tanks and naturally occurring asbestos or radon) and soil corrosivity on project design and construction are outside of our expertise, are not part of our scope of services, and should be provided by others where needed.

The services rendered by Delve Underground have been performed in a manner consistent with the level of care and skill ordinarily exercised by members of the trenchless and geotechnical profession currently practicing under similar conditions in the same area.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 22 Final Rev. No. 0 / September 2024

5.0 References
American Society of Civil Engineers (ASCE). 1976. Subsurface Investigation for Design and Construction of Foundations of Buildings. ASCE Manuals and Reports on Engineering Practice No. 56.

American Society of Civil Engineers (ASCE). 2022. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. ASCE 7-22.

American Society of Civil Engineers (ASCE). 2023. ASCE 7 Hazard Tool:
https://asce7hazardtool.online/
Association of Bay Area Governments (ABAG). 2022. Hazard Viewer Map. https://mtc.maps.arcgis.com/apps/webappviewer/index.html?id=4a6f3f1259df42eab29b35dfc d086fc8
Association of Bay Area Governments (ABAG). 2019. Liquefaction Susceptibility Map.

Association of Bay Area Governments (ABAG). 2021. Seismic Shaking Map and Probabilistic Earthquake Shaking Hazard.

ASTM International:
• ASTM D1586 – Standard Test Method for Standard Penetration Test (SPT) and SplitBarrel Sampling of Soils. • ASTM D2166 – Standard Test Method for Unconfined Compressive Strength of Cohesive Soil.
• ASTM D2487 – Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).
• ASTM D2488 – Standard Practice for Description and Identification of Soils (VisualManual Procedure). • ASTM D3080M – Standard Test Method for Direct Shear Test of Soils Under Consolidated Drained Conditions.
• ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
• ASTM D5731 – Standard Test Method for Determination of the Point Load Strength Index of Rock.
• ASTM D5778 – Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 23 Final Rev. No. 0 / September 2024
• ASTM D7263 – Standard Test Methods for Laboratory Determination of Density and Unit Weight of Soil Specimens.
• ASTM F1962-11 – Standard Guide for Use of Maxi-Horizontal Direction Drilling for Placement of Polyethylene Pipe or Conduit Under Obstacles, Including River Crossings.

Bennett, D., S.T. Ariaratnam, and HDD Consortium. 2008. Horizontal Directional Drilling Good Practices Guidelines, Third Edition.

Bennett, D., and S.T. Ariaratnam. 2017. Horizontal Directional Drilling (HDD), Good Practices Guidelines, North American Society for Trenchless Technology, 4th Edition.

Bennett, D., and K. Wallin, 2008. Step-By-Step Evaluation of Hydrofracture Risks for HDD Projects, Proceedings of 2008 No-Dig Conference, Dallas, Texas, April 27–May 2, 2008.

Bezore, S.P., K.B. Klahan, J.M. Sowers, and R.C. Witter. 2005. Geologic Map of the Yountville

7.5’ Quadrangle, Napa County, California: A Digital Database.

Bolt, Bruce A. 1993. Earthquakes: A Primer. San Francisco, CA: W.H. Freeman and Company.

Branum, D., R. Chen, M. Petersen, and C. Wills. 2016 (rev.). Earthquake Shaking Potential for California, California Geological Survey, Map Sheet 48 (Revised 2016).

California Geological Survey (CGS). 2018. Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California; Special Publication 42.

Federal Emergency Management Agency (FEMA). 2016. National Flood Insurance Program, Flood Insurance Rate Map, Napa County, California. https://msc.fema.gov/nfhl.

Hart, E.H., and W.A. Bryant. 1997. Fault-Rupture Hazard Zones in California. California Division of Mines and Geology Special Publication 42.

Heuer, R. 1974. Important ground parameters in soft ground tunneling. In Proceedings of Subsurface Explorations for Underground Excavation and Heavy Construction, ASCE Specialty Conference, 41–55. Henniker, NH: ASCE.

International Society for Rock Mechanics (ISRM). 1973. Suggested Methods for Point Load Test.

International Society for Rock Mechanics (ISRM). 1985. Suggested Methods for Point Load Test.

Knudsen, K.L, J.M. Sowers, R.C. Witter, C.M. Wentworth, and E.J. Helley. 2000. Preliminary Maps of Quaternary Deposits and Liquefaction Susceptibility, Nine-County San Francisco Bay Region, California: U.S. Geological Survey Open-File Report 00-444.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 24 Final Rev. No. 0 / September 2024
Plastic Pipe Institute (PPI). 2008. Handbook of Polyethylene Pipe, Second Edition, Chapter 12 - Horizontal Directional Drilling. http://plasticpipe.org/publications/pe_handbook.html.

Proceq SA. 2013. "Original Schmidt Operating Instructions".

Robertson, P.K. 2009. Interpretation of cone penetration tests – a unified approach, Canadian Geotechnical Journal, 46: 1337-1355.

Sims, J.D., K.F. Fox, J.A. Bartow, and E.J. Helley. 1973. Preliminary geologic map of Solano County and parts of Napa, Contra Costa, Marin, and Yolo Counties, California. Miscellaneous Field Studies Map MF-484.

Sowers, G.F. 1979. Introductory Soil Mechanics and Foundations: Geotechnical Engineering, 4th ed., New York, NY: Macmillan Publishing Co., Inc.

Sparks, A.E., and D.P. Beardin. Hydraulic Fracture and Inadvertent Returns Evaluation and HDD Construction - Rheology is Key, Proceedings of 2011 No-Dig Conference, Washington D.C., March 27-31, 2011.

Staheli, K., C. Price, and L. Wetter. “Effectiveness of Hydrofacture Prediction in HDD Design,” Proceedings of the North American Society for Trenchless Technology, No-Dig Conference, Chicago IL, May 2–7, 2010.

Stover, C.W., and J.L. Coffman. 1993. Seismicity of the United States, 1568-1989 USGS Professional Paper No. 1527.

Swinchatt, J. and D.G. Howell. 2004. The Winemaker’s Dance: Exploring Terroir in the Napa Valley. University of California Press.

Terzaghi, K., and R.B. Peck. 1967. Soil Mechanics in Engineering Practice, Second Edition. New York, NY: John Wiley and Sons.

U.S. Department of Agriculture (USDA). 1982. Flight Date. 7/8/1982.

U.S. Department of Agriculture/National Agricultural Imagery Program (USDA/NAIP). 2006.

Flight Date. 2006.

U.S. Geological Survey (USGS). 1902. 30-min Quadrangle for Napa.

U.S. Geological Survey (USGS). 1942. 15-min Quadrangle for Sonoma.

U.S. Geological Survey (USGS). 1947. Flight Date. 3/1/1947.

U.S. Geological Survey (USGS). 1951. 7.5-min Quadrangle for Yountville.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report 25 Final Rev. No. 0 / September 2024
U.S. Geological Survey (USGS). 1973. Flight Date. 9/27/1973.

U.S. Geological Survey (USGS). 1983. 30-min by 60-min Quadrangle for Napa.

U.S. Geological Survey (USGS). 2016. Fact Sheet 2016-3020. https://pubs.usgs.gov/fs/2016/3020/fs20163020.pdf.

U.S. Geological Survey (USGS). 9060. Earthquake Catalog. https://earthquake.usgs.gov/earthquakes/search/
U.S. Department of Agriculture/Natural Resources Conservation Service (NRCS). 2024. Web Soil Survey, U.S. Department of Agriculture. http://websoilsurvey.sc.egov.usda.gov.

Wagner, D.L., et al. 2011. Geology, geochronology, and paleogeography of the southern Sonoma volcanic field and adjacent areas, northern San Francisco Bay region, California.

Geosphere.

West Yost. 2024. 75% Design Plans, Napa River Emergency Crossing, Town of Yountville. Dated:

July 2024.

Witter, R.C., K.L. Knudsen, J.M. Sowers, C.M. Wentworth, R.D. Hoehler, and C.E. Randolph. 2006. Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California: U.S. Geological Survey Open-File Report 2006-1037.

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Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Figures
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
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Napa River
CPT-4
CPT-3
CPT-1 CPT-2
CPT-5
CPT-6
CPT-7
CPT-8
B-1
B-2
SRL-1
SRL-2
SRL-3
BRE-1
BRE-2
BRE-3
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Figure
1 File No. 6475.0 September 2024 Project Area Map
Existing Recycled Water Main
Planned Recycled Water Main -
HDD Installation
Planned Recycled Water Main -
Open Cut Installation
Drainageway
LEGEND:
0 200 400 ft
Basemap modified from Google Satellite (2024)
Fairfield
Napa
Petaluma
San
Francisco
Location of
Leak
Oakland
Santa Rosa
Project Sonic Boring (log in Appendix B, photo log in Appendix C) Project Auger Boring (log in Appendix B)
Project CPT (results in Appendix E)
Seismic Refraction Survey (results in Appendix F)
Mapped Volcanic Bedrock Exposures (see Appendix G)
Mapped Sedimentary Bedrock Exposures (see Figure 6.3)
Project Area
Davis
Napa River
Silverado Trail
Land Ln
BRE-4
BRE-5
BRE-6
BRE-7
BRE-8
0 0.25 0.5 mi
Project Area
LEGEND: Predominantly clay Predominantly silt Predominantly sand and/or gravel Very stiff fine grained

ELEVATION (FT)
ELEVATION (FT) DISTANCE (FT) 203040506070 12+00 14+00 22+00 80 -10010 -20 16+00 18+00 20+00 24+00 26+00 28+00 30+00 32+00 34+00 90 CPT-6 CPT-5 CPT-7 CPT-8 CPT-3 CPT-4 100 20304050607080-10 10-20 90100 0 NOTES: 1. Plan locations of borings, CPTs, and seismic refraction surveys are shown in Figure 1. Boring logs, CPT results, and seismic refraction survey results are provided in Appendices B, E, and F, respectively. 2. Profile details (e.g., station, elevations) are based on the 75% design submittal from West Yost. 3. Ground type and groundwater conditions shown are projected from boring locations. Ground conditions between and away from boring locations may be different than shown, including from strata undulations, lensing, and lateral facies changes. 4. Width and placement of graphic boring profile is exaggerated and approximated for clarity. 5. N60 is correlated from the CPT results based on Robertson (2009). 6. Based on correlation and extrapolation between the project's CPT data and the ground encountered and logged in boring B-1, the ground within this depth transitions to having properties similar to the materials encountered below a depth of 66' (El. 17) in boring B-1. 10+00 B-1 B-2 SRL-2 SRL-3 Planned HDD Bore Path 100 50 0 Correlated N60 [5] (bpf) 100 50 0 Correlated N60 [5] (bpf) 100 50 0 Correlated N60 [5] (bpf) 100 50 0 Correlated N60 [5] (bpf) -30 -30 Depth of free groundwater derived from pore water pressure dissipations tests in CPTs and measured in sonic boring (B-1) 100 50 0 Correlated N60 [5] (bpf) 0 50 100 Correlated N60 [5] (bpf) 5850/6" 50/4" 50/4" 50/2" 50/4" 50/3" 81 Penetration resistance SPT "N" blow count (ASTM D1586) Penetration resistance Modified California Sampler blow count XXXX Completely to severely weathered sedimentary bedrock See Note 6 See Note 6 See Note 6 See Note 6 Projected 7' W Projected 3' E Projected 7' W Projected 110' NE Projected 55' SW Projected 67' NE Projected 6' SW Projected 5' SW Ground Surface See Note 6 Schematic Exploration Profile Along HDD Path 2Figure File No. 6475.0 September 2024 West Yost Town of Yountville Emergency Recycled Water Pipeline Installation Yountville, California

169
174
116
181
118
179
109
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Figure
5 File No. 6475.0 September 2024 Soil Map
Planned Recycled Water Main - HDD Installation
Planned Recycled Water Main - Open Cut Installation
Existing Recycled Water Main
Soil Unit Boundary
LEGEND:
0 200 400 ft
Soil Legend:
118
118
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Figure

6.1 File No. 6475.0 September 2024 Geologic Map
0 300 600 ft
Qyfo Fluvial deposits at the outer edge of alluvial fans; forms levees between basin deposits; characterized by fine, but variable grain size; composed mainly of fine sand, silt, and silty clay Modified from Sims et al. (1973)
Tsr
Qyf Alluvial fan deposits grading headward to terrace deposits incised in unit Qof; consist of moderately sorted fine sand and silt, with gravel becoming more abundant toward fan heads Surficial Deposits (Holocene)
Tsr Rhyolitic lava flows, locally contains intercalated rhyolitic tuff Qyf
Sonoma Volcanics (Pliocene)
Planned Recycled Water Main - HDD Installation
Planned Recycled Water Main - Open Cut Installation
Existing Recycled Water Main
LEGEND:

GEOLOGY LEGEND
Tsa
Tsa Andesitic to basalitic lava flows
Qyfo
Qyf
BRE-4
BRE-5
BRE-6
BRE-7
BRE-8
BRE-1
BRE-2
BRE-3
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Figure

6.2 File No. 6475.0 September 2024 Geologic Map
0 1,200 2,400 ft
Modified from Bezore et al. (2005)
Qhf
Planned Recycled Water Main - HDD Installation
Planned Recycled Water Main - Open Cut Installation
Existing Recycled Water Main
Mapped Bedrock Exposures
Mapped Volcanic Bedrock Exposures (Appendix G)
Mapped Sedimentary Bedrock Exposures (Figure 6.3)
LEGEND: GEOLOGIC UNIT
af
Qhf
Qhty
af
Qha
af
Qha
Qha
Qha
Qf
af
af
Qf
alf
Qht
af
alf
af
af
af
af
Qhc
af
Qha
Qls
Qls
af
Qls
Qhf
Tsvasl
Qls
af Artificial fill (Holocene, historic)
Qhty
af
af
af
Tsvabsl
Qls
Qhc
Tsvasl
alf Artificial levee fill (Holocene, historic)
Tsvdg
Tgisl
ac Artificial stream channel (Holocene, historic)
Tgisl
Tgisl
KJgv
Tsvdg
Qhc Modern stream channel deposits (Holocene < 150 yrs) Loose alluvial sand, gravel, & silt
Qhty Stream terrace deposits (latest Holocene <1000 yrs) Point bar & overbank deposits; clayey sand & sandy clay w/ gravel KJgv
Qht Stream terrace deposits (Holocene <10000 yrs)
Point bar & overbank deposits; sand, gravel, silt, & minor clay Qha Alluvium, undivided (Holocene)
Fans, terraces, or basins; poorly sorted sand, gravel, silt, & clay Qhf Alluviul fan deposits (Holocene)
Moderately to poorly sorted sand, gravel, silt, & clay
Qf Alluviul fan deposits (latest Pleistocene <30000 yrs to Holocene) Sand, gravel, silt, & clay on gently sloping fans
Qoa Alluviul deposits, undivided (early to late Pleistocene) Alluvial fan, stream terrace, basin, & channel deposits Qls Landslide deposits (Holocene & Pleistocene)
Alluvial fan, stream terrace, basin, & channel deposits Tsvdg Dacite of Mt. George
Flows, domes, & shallow intrusions of porphyritic dacite Tsvasl Andesite lava flows & flow breccias of Stags Leap Sonoma Volcanics (Pliocene to Miocene)
Tsvabsl Andesite flow breccia of Stags Leap
Tgisl Stags Leap stock
Coarse to fine grained granitic intrusive
KJgv
KJgv
Great Valley Sequence (early Cretaceous & late Jurassic) Sandstone, pebble conglomerate, siltstone, & shale, weak, moderately weathered
Qhf
Qf
Qf
Qhty
Qhty
KJgv
KJgv Qhf
KJgv
Tgisl
Tsvasl
Tsvdg
KJgv
KJgv KJgv
Sedimentary bedrock exposures of the Great Valley Complex (KJgv) are present along Silverado Trail. Locations of photographed exposures are provided in Figure 6.2. KJgv at the exposures photographed can be generally described as:
- Predominantly massively bedded siltstone (Photos 1 and 2) with very thin lenses and nodules of sandstone (Photo 3);
- Light to yellowish or grayish brown where freshly exposed (Photos 1, 2, and 3), with severe dark gray, red/orange, and green staining on surfaces and fracture planes (Photos 4 and 5), often penetrating several inches into the rock;
- Severely to very severely weathered;
- Soft to medium rock hardness;
- Weak rock strength;
- Fracturing:
- Shallow, moderate, and steep joint sets (Photo 4), and random fracturing (Photo 5)
- Crushed to close spacing (Photo 5)
- Tight and open fractures present
- Slightly to moderately rough fracture surfaces
Photo 1 - Freshly exposed siltstone (BRE-5)
Photo 5 - Random fracturing, crushed to very close spacing (BRE-4) Photo 2 - Freshly exposed siltstone (BRE-4)
Photo 4 - Surface staining and fracture patterns (BRE-6) Photo 3 - Freshly exposed sandstone nodule (BRE-5)

6.3 Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Sedimentary Bedrock Exposures
Photo 1 - Sea level 15,000 years ago was about 350 feet lower than it is today. At that time, the Napa Valley was being eroded by fast-moving streams and the Napa River. By 5,000 years ago, sea level had risen to its current level. Since then, San Francisco Bay has been partially filled, mainly by the influx of sediment from hydraulic gold mining in the Sierra Nevada and by recent commercial development. Photos and photo descriptions modified from Swinchatt and Howell (2004).

Photo 2 - The view looking northwest from above the southern end of the Stags Leap District, showing the line of knobs and hills that extends north from the district as far as St. Helena. The Yountville Hills appear in the upper left corner. Aerial photography 2003, AirPhotoUSA, LLC.

Photos and photo descriptions modified from Swinchatt and Howell (2004).

Photo 3 - Nested megaslides in the Vaca Mountains,
outlined by arcuate ridges behind the Stags Leap
District. Aerial photography 2003, AirPhotoUSA, LLC.

Photos and photo descriptions modified from
Swinchatt and Howell (2004).

Project Area
Project Area

6.4 Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Aerial Views
Photo 1 - The view looking south from above St. Helena shows nested curved ridges that mark the displacement surfaces along which the megaslides moved (A). In this scenario, the hills and knobs are the toe deposits of the megaslides.

This hypothetical cross section (B) demonstrates how the slides and the knobs may be linked along displacement surfaces. Aerial photography 2003, AirPhotoUSA, LLC. Photos and photo descriptions modified from Swinchatt and Howell (2004).

Photo 2 - One of the knobs that dot the valley in and north of the Stags Leap District. The knobs are toe deposits resulting from megaslides along displacement surfaces. Photos and photo descriptions modified from Swinchatt and Howell (2004).

Photo 3 - The Yountville Hills from the Silverado Trail. These hills are the toe deposits of the largest megaslide. Photos and photo descriptions modified from Swinchatt and Howell (2004).

Project Area Project Area

6.5 Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Aerial Views
Figure
7 File No. 6475.0 September 2024
Existing Recycled Water Main
Planned Recycled Water Main
Site Class D (700 ft/sec < Vs < 1,000 ft/sec)
Site Class CD (1,000 ft/sec < Vs < 1,450 ft/sec)
Site Class C (1,450 ft/sec < Vs < 2,100 ft/sec)
LEGEND
0 1,000 2,000 ft
Vs30 is the average shear wave velocity in
upper 30 meters below ground surface
Map modified from Branum et al. (2016)
Site Class C
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Vs30 Map
Site Class D Site Class CD
123° 122°
38°30'
38°
37°30'
37°
38°30'
38°
37°30'
37°
Map modified from USGS Fact Sheet 2016-3020
Project area
· The 72% probability of a magnitude 6.7 or greater earthquake includes the well-known major plate-boundary faults, lesser-known faults, and unknown faults. · The probability that a magnitude 6.7 or greater earthquake will involve one of the lesser-known faults is 13%. 8 Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Fault Map
2014
1892
1898
1892
1868
1906
Figure
9 File No. 6475.0 September 2024

EXPLANATION

3.0 < M < 4.0 0 10 20 mi

4.0 < M < 5.0

5.0 < M < 6.0

6.0 < M < 7.0
M > 7.0
Magnitude
Earthquakes from 1769 to 2022, data downloaded from USGS Earthquake Catalog
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Earthquake Map
Project Area
Figure
10 File No. 6475.0 September 2024
West Napa Fault
(Magnitude 7.0 Earthquake)
Roger Creek Fault
(Magnitude 6.7 Earthquake)
Great Valley Fault - Gordon Valley
(Magnitude 6.8 Earthquake)
West Yost
Maacama Fault
(Magnitude 6.8 Earthquake)
Town of Yountville
Emergency Recycled Water Pipeline Installation
U.S. Seismic Design Maps (ASCE 7-22) Yountville, California Strong Shaking - MMI 6
Very Strong Shaking - MMI 7
Severe Shaking - MMI 8
Shaking Severity and Modified Mercalli Intensity (MMI) Project Area Latitude/Longtitude
Seismic Shaking Map
Peak Ground Acceleration (g) for Site Class CD
with 2% Chance of Exceedance in 50 years
N 38.0766 / W 122.2176

0.75g
MMI 7
MMI 7
MMI 6
MMI 7
MMI 8
MMI 8
MMI 6
MMI 6
MMI 7
11 Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Modified Mercalli Intensity Scale
Figure
12 File No. 6475.0
Existing Recycled Water Main
Planned Recycled Water Main
Liquefaction Susceptibility
Very Low
Low
Moderate
High
Very High
LEGEND
0 500 1,000 ft
High
Map modified from ABAG (2019) based on
Knudsen et al. (2000) and Witter et al. (2006)
Very Low
High
Very High
Moderate
West Yost
September 2024
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Moderate
Liquefaction Susceptibility Map
Moderate
NAPA
RIVE
R
67 87
87 28
88 84
08 79.9

87.5 4.7 8

87.9 88.1
Figure
13 File No. 6475.0
Existing Recycled Water Main
Planned Recycled Water Main
Water Surface Elevation
Base Flood Elevation (BFE) Line
Profile Baseline
Levee

0.2% Annual Chance Flood Hazard
1% Annual Chance Flood Hazard
Regulatory Floodway
LEGEND 0 500 1,000 ft
Map and description modified from FEMA (2016)
West Yost
September 2024
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
FEMA Inundation Map
West Yost
Town of Yountville
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Yountville, California
Figure
14 File No. 6475.0 September 2024 HDD Work Areas
Planned Recycled Water Main -
HDD Installation
Potential Pipe Laydown Area
LEGEND:
0 200 400 ft
Basemap modified from Google Satellite (2024) PIPE LAYDOWN AREA:

APPROXIMATELY 2,400' x 20'

APPROXIMATE MINIMUM
RADIUS OF CURVATURE: 120'

EXIT POINT

ENTRY POINT RECOMMENDED
WORK AREA:
100' X 150'

MEDIUM-SIZED HDD
RIG: TYPICALLY 8' X 25'
Napa River Drill Entry Drill Exit Estimated Drilling Fluid Pressure and Maximum Allowable Pressure for HDD Crossing 15Figure File No. 6475.0 September 2024 West Yost Town of Yountville Emergency Recycled Water Pipeline Installation Yountville, California This page intentionally left blank.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix A Boring Log Legend
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

Grab sample

2.5" I.D./3" O.D. Modified California Sampler
(ASTM D3550) with steel liners (MCS)
2" I.D./2.5" O.D. Split Spoon Sampler (SSS)
(ASTM D1586)

1.4" I.D./2" O.D. Standard Penetration Test
(ASTM D1586) Sampler (SPT)
Depth of free groundwater seepage first noted
into boring during drilling
Depth of free groundwater level measured in
boring after drilling

RELATIVE DENSITY CONSISTENCY

SANDS AND GRAVELS SPT, N SILTS AND CLAYS SPT, N

UNCONFINED

COMPRESSIVE
STRENGTH, tsf
VERY LOOSE 0 to 4 VERY SOFT 0 to 2 0 to 0.25
LOOSE 4 to 10 SOFT 2 to 4 0.25 to 0.50 MEDIUM DENSE 10 to 30 MEDIUM STIFF 4 to 8 0.50 to 1.00 DENSE 30 to 50 STIFF 8 to 15 1.00 to 2.00 VERY DENSE 50+ VERY STIFF 15 to 30 2.00 to 4,00 HARD 30+ >4.00 Reference: Terzaghi and Peck, 1967

MOISTURE CONDITION

DESCRIPTION CRITERIA
DRY Absence of moisture, dusty, dry to the touch
MOIST Damp but no visible water WET Visible free water, usually soil is below water table Reference: ASTM D2488, Table 3 - Criteria for Describing Moisture Condition

CONSTITUENT DESCRIPTIONS

DESCRIPTION CRITERIA
TRACE less than 5%
FEW 5% to 10%
LITTLE 15% to 25%
SOME 30% to 45%
MOSTLY 50% to 100%
Reference: ASTM D2488, Note 15

GROUND BEHAVIOR CLASSIFICATION
Ground that can be excavated without initial support to shallow depths (typically less than 10 feet) and where shoring can be installed before the ground starts to move. For example, unfissured hard clay when not highly overstressed. Firm Ground of which chunks or flakes begin to fall off excavation walls. If raveling starts within a few minutes of excavation then it is "fast" raveling; otherwise, it is "slow" raveling. Silts and sands with clay binder may be fast raveling. Stiff fissured clays may be slow or fast raveling depending upon the degree of overstress.

Raveling
Ground that squeezes or plastically extrudes into excavations without visible fracturing. Can occur at shallow to medium depth in very soft to medium stiff clay, and can occur in stiff to hard clay under high overstress. Squeezing Ground consisting of clean dry granular material (e.g., sand and gravel) that moves by gravity to its angle of repose. Running Ground in a fluid-like condition (e.g., a disturbed mixture of predominantly silt, sand and/or gravel with water), that flows across pressure gradients. Flowing
Ground that expands in volume due to the absorption of water (e.g., clays). Swelling Reference: Modified from Heuer 1974
NOTES:

1. Sonic coring B-1 was drilled using a Geoprobe 8140LS sonic track-mounted drill rig with a 4.5" diameter core barrel and a 6" diameter casing. Boring B-2 was drilled using a Mobile B-24 truck-mounted drill rig with 5" diameter continuous flight solid stem augers. Lines separating strata in the logs represent approximate boundaries and are dashed where strata change depth is less certain. Strata change may be gradual. Logged groundwater depths are subject to limitations described in the logs and in the text of the report.

2. Penetration resistance (blows/ft) or increment of penetration as indicated in B-2 are the last 12" of an 18" drive using a 140-pound cathead hammer falling 30 inches per blow unless noted otherwise. The Penetration Resistance values noted on the logs are actual blows per foot of penetration for the respective sampler type (i.e., MCS sampler penetration resistance blow counts have not been reduced to SPT sampler "N" values).

File No. 6475.0 September 2024
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Town of Yountville
Emergency Recycled Water Pipeline Installation
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Boring Log Legend
A-1
(1 of 2)

LEGEND FOR BORING LOGS IN APPENDIX B

CRITERIA FOR ASSIGNING GROUP SYMBOLS AND GROUP NAMES A GROUP

SYMBOL GROUP NAME B COARSE-GRAINED SOILS
More than 50% retained on
No. 200 sieve

GRAVELS
More than 50% of
coarse fraction
retained on No. 4
sieve
Clean Gravels
< 5% fines C Cu ≥ 4 and 1 ≤ Cc ≤ 3 E GW Well-graded gravel F Cu < 4 and 1 > Cc > 3 E GP Poorly graded gravel F Gravels with Fines > 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H SANDS 50% or more of
coarse fraction
passes No. 4 sieve
Clean Sands
< 5% fines D Cu ≥ 6 and 1 ≤ Cc ≤ 3 E SW Well-graded sand I Cu < 6 and 1 > Cc > 3 E SP Poorly graded sand I Sands with Fines > 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I FINE-GRAINED SOILS 50% or more passes the No.
200 sieve

SILTS AND CLAYS
Liquid Limit ≤ 50
Inorganic
PI > 7 plots on or above "A" line J CL Lean clay K,L,M PI < 7 plots below "A" line J ML Silt K,L,M Organic Liquid limit-oven dried
< 0.75 OL
Organic clay K,L,M,N Liquid limit-not dried Organic silt K,L,M,O SILTS AND CLAYS Liquid Limit > 50
Inorganic
PI plots on or above "A" line CH Fat clay K,L,M PI plots below "A" line MH Elastic silt K,L,M Organic Liquid limit-oven dried
< 0.75 OH
Organic clay K,L,M,P Liquid limit-not dried Organic silt K,L,M,Q HIGHLY ORGANIC SOILS Primarily organic matter, dark color, and organic color PT Peat NOTES: A Based on material passing the 3-inch (75mm) sieve. B If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name.* C Gravels with 5% to 12% fines require dual symbols:

GW-GM well-graded gravel with silt
GW-GC well-graded gravel with clay
GP-GM poorly graded gravel with silt
GP-GC poorly graded gravel with clay D Sands with 5% to 12% fines require dual symbols:

SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay E Cu = D60 / D10, Cc = D30 2 /(D10 x D60) F If soil contains ≥ 15% sand, add "with sand" to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add "with organic fines" to group name.

I If soil contains ≥ 15% gravel, add "with gravel" to group name. J If Atterberg limits plot in hatched area, soil is CL-ML (silty clay). K If soil contains 15% to 29% not passing No. 200 sieve, add "with sand" or "with gravel", whichever is predominant. L If soil contains ≥ 30% not passing No. 200 sieve and is predominantly sand, add "sandy" to group name. M If soil contains ≥ 30% not passing No. 200 sieve and is predominantly gravel, add "gravelly" to group name. N PI ≥ 4 and plots on or above "A" line.

O PI < 4 or plots below "A" line. P PI plots on or above "A" line.

Q PI plots below "A" line.

PLASTICITY
Term PI Dry Strength Field Test
Nonplastic 0 to 3 Very low Falls apart easily
Slightly plastic 3 to 15 Slight Easily crushed with fingers Medium plastic 15 to 30 Medium Difficult to crush
Highly plastic 30 or more High Impossible to crush with fingers Reference: Sowers 1979

GRAIN SIZE
Group Texture Sieve Dimension, mm
Boulder - > 12" > 305 Cobble - 3" 75 Gravel
Coarse 3/4" 19 Fine No. 4 4.75 Sand
Coarse No. 10 2.00 Medium No. 40 0.425 Fine No. 200 0.075 Fines Silt < No. 200

0.002 Clay < 0.002 Reference: modified from ASTM D2487
*The largest particle that could have been retrieved from a boring is a function of the diameter of the boring, drill bit, and sampler. Intact cobble- and boulder-size particles, if any, are too large to retrieve from small diameter borings performed for the project. Therefore, there may have been larger particles (e.g., cobble- and boulder-size) in the borings than were retrieved in samples, observed in drill cuttings and consequently logged in borings.

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Boring Log Legend
A-1
(2 of 2)

WEATHERING CRITERIA STRENGTH
FRESH

VERY SLIGHT
SLIGHT
- Rock fresh, crystals bright, few joints show slight staining.

Rock rings under hammer if crystalline.
- Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright.

Rock rings under hammer if crystalline.
- Rock generally fresh, joints stained, and discoloration extends into rock up to 1 inch. Joints may contain clay.
some occasional feldspar crystals are dull and discolored.

Crystalline rocks ring under hammer.

MODERATE - Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock.

MODERATELY
SEVERE
- All rocks except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization.

Rock shows severe loss of strength and can be excavated with geologist's pick. Rock goes "clunk" when struck.

SEVERE - All rocks except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.

VERY SEVERE - All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining.

COMPLETE - Rock reduced to "soil". Rock "fabric" not discernible or discernable only in small scattered locations. Quartz may be present as dikes or stringers.

HARDNESS

APERTURE
VERY HARD - Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick.

HARD

MODERATELY
HARD
- Can be scratched with knife or pick only with difficulty.

Hard blow of hammer required to detach hand specimen.
- Can be scratched with knife or pick. Gouges or grooves to ¼ inch deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow.

MEDIUM - Can be grooved or gouged 1/16 inch deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-inch maximum size by hard blows of the point of a geologist's pick.

SOFT - Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

VERY SOFT - Can be carved with a knife. Can be excavated readily with point of pick. Pieces 1-inch or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.

Reference: Subsurface Investigation for Design and Construction of Foundations of Buildings, ASCE-Manuals and Reports on Engineering Practice-No. 56, 1976, by American Society of Civil Engineers.

STRUCTURE
tight
open
healed
filled

DESCRIPTION
no visible separation
amount of separation, staining or coatings
on fracture surfaces, and fracture surface
moisture conditions may be noted
degree of healing, (i.e., partial or complete),
thickness and mineralogy/hardness
may be noted
degree of filling, (i.e. partial or complete),
thickness and type of filling may be noted

ROUGHNESS

SURFACE DESCRIPTION
asperities are clearly visible and fracture
and surface feels abrasive
small asperities on the fracture surface
visible and can be felt
no asperities, smooth to touch
extremely smooth and shiny

SPACING
Less then ½ inch
½ inch to 2 inches
2 inches to 1 foot
1 foot to 3 feet
3 feet to 10 feet
More than 10 feet
In granitoid rocks
PLASTIC - moldable
FRIABLE - crumbles easily by rubbing with fingers
WEAK - an unfractured specimen of such material
will crumble under light hammer blows

MODERATELY
STRONG
- specimen will withstand a few heavy
hammer blows before breaking
STRONG - specimen will withstand a few heavy
ringing hammer blows but will yield
larger fragments with difficulty
VERY STRONG - specimen will resist heavy ringing
hammer blows and will yield only dust
and small flying fragments with difficulty

ANGLE FROM HORIZONTAL
0-5°
5-35°
35-55°
55-85°
85-90°
horizontal
shallow
moderate
steep
vertical

DISCONTINUITIES

FRACTURING
crushed
very close
close
moderately close
wide
very wide

LAYERING
laminated
very thin
thin
medium
thick
very thick
stepped near normal steps and ridges occur on
fracture surface
rough large, angular asperities can be seen
moderately
rough
slightly rough
smooth
polished

DESCRIPTION
File No. 6475.0 September 2024
West Yost Figure
Town of Yountville
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Bedrock Descriptors
A-2
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix B Logs of Project Borings
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

File No. 6475.0 September 2024
West Yost Figure
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
LOG OF BORING DEPTH CORE RUN NO. SAMPLE TYPE DESCRIPTION MOISTURE DRY DENSITY LIQUID LIMIT PLASTICITY INDEX Gravel (>#4 sieve) Sand (#4 to #200 sieve) Fines (<#200 sieve) UNCONFINED COMPRESSIVE STRENGTH Cohesion Internal Friction Angle GRAIN
SIZE
DIRECT
SHEAR
feet % lbs./ft.3 % % % kips/ft.2 p.s.f. SAMPLE NO. GROUNDWATER (1 of 4)
B-11
2 Log of Boring B-1
B-1
LOG CONTINUED AT 25 FEET ON FIGURE B-1 (2 of 4)
5 10
15 20
25 LOCATION: See Figure 1 NOTES
- no sample recovery from 0' to 6'
3 4
1 Drilled 5/2-3/2024 using a Geoprobe 8140LS sonic drill rig with a 4.5" diameter core barrel and a 6" diameter casing. 2 See report text and figures in appendices for elevations, definitions, lab test results, and additional ground descriptions. See corresponding photo logs of core runs in Appendix C. Moisture content is not noted in the logs due to the use of water to remove the samples from the core barrel. 3 The depth to free groundwater was not measurable during drilling due to the use of water to remove the samples from the core barrel. Free groundwater was measured at 32' when drilling resumed on 5/3/2024.
4 Estimated using a pocket penetrometer at the time of logging.

R1
R2
R3
1 2
3 4

SANDY LEAN CLAY (CL)
- brown to dark brown
- trace organics and gravel
- little silt
- slightly to medium plastic
- very stiff to hard 8.5

LEAN TO FAT CLAY WITH SAND (CL/CH)
- dark brown to gray with slight
orange staining
- some silt
- trace organics
- medium to highly plastic
- soft to very stiff

4.0 2.0

1.0 4.5

6.0 FAT CLAY (CH)
- brown to gray
- trace sand and silt
- highly plastic
- very stiff
SANDY LEAN CLAY (CL) 6.0
- brown
- few to little silt
- slightly plastic

LEAN TO FAT CLAY (CL/CH)
- brown to gray with slight orange
staining
- trace to few sand and fine gravel
- few to little silt
- slightly to highly plastic
- very stiff

5.0 29 71
F,1ES
41% Silt
30% Clay
5 Gravel and cobble particles are hard, siliceous, and abrasive. 5 5
(2 of 4)
B-1
LOG CONTINUED FROM 25 FEET ON FIGURE B-1 (1 of 4)
LOG CONTINUED AT 50 FEET ON FIGURE B-1 (3 of 4)
File No. 6475.0 September 2024
West Yost Figure
Town of Yountville
Emergency Recycled Water Pipeline Installation
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LOG OF BORING DEPTH CORE RUN NO. SAMPLE TYPE DESCRIPTION MOISTURE DRY DENSITY LIQUID LIMIT PLASTICITY INDEX Gravel (>#4 sieve) Sand (#4 to #200 sieve) Fines (<#200 sieve) UNCONFINED COMPRESSIVE STRENGTH Cohesion Internal Friction Angle GRAIN
SIZE
DIRECT
SHEAR
feet % lbs./ft.3 % % % kips/ft.2 p.s.f. SAMPLE NO. GROUNDWATER 30 35
40 45
50NOTES
Log of Boring B-1
B-1
1 See notes on Figure B-1 (1 of 4)
1 3
4 R3
R4
R5
5 6
7 8
9 10

LEAN CLAY WITH SAND (CL)
- dark brown to gray with slight
orange staining
- mostly silt
- trace fine gravel
- medium plastic
- medium stiff

2.0 2.0

2.5 1.0

SILTY SAND WITH GRAVEL (SM)
- gray
- subangular to subrounded
gravel up to 2.5"
- few to little clay
- slightly plastic

SILT (ML)
- gray
- trace subangular gravel up
to 3
4"
- trace sand
- few to little clay
- slightly plastic

SANDY WELL GRADED GRAVEL WITH CLAY (GW-GC)
- gray to olive brown
- subangular to subrounded
gravel
- trace silt
- slightly plastic fines

GRAVELLY CLAY WITH SAND (CL)
- gray to brown
- subangular to subrounded
gravel up to 1"
- few to little silt
- slightly plastic

SANDY LEAN CLAY (CL)
- gray to brown
- some silt
- few to little gravel
- slightly plastic
- slightly cemented

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
- gray to brown
- trace silt
- nonplastic with slightly
plastic fines
1 16 83
F,1(S
52% Silt
31% Clay
43 24
1 23 76
F,1(S
55% Silt
21% Clay
43 23
16 40 44
F,1(S
32% Silt
12% Clay
54 38 8
F,1(S
5% Silt
3% Clay
12 33 55
F,1(S
39% Silt
16% Clay
71 21 8
F,1(S
5% Silt
3% Clay
5 5
5 5
5 5
5 Log of Boring B-1 (3 of 4)
B-1
B-1
LOG CONTINUED FROM 50 FEET ON FIGURE B-1 (2 of 4)
LOG CONTINUED AT 75 FEET ON FIGURE B-1 (4 of 4)
File No. 6475.0 September 2024
West Yost Figure
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
LOG OF BORING DEPTH CORE RUN NO. SAMPLE TYPE DESCRIPTION MOISTURE DRY DENSITY LIQUID LIMIT PLASTICITY INDEX Gravel (>#4 sieve) Sand (#4 to #200 sieve) Fines (<#200 sieve) UNCONFINED COMPRESSIVE STRENGTH Cohesion Internal Friction Angle GRAIN
SIZE
DIRECT
SHEAR
feet % lbs./ft.3 % % % kips/ft.2 p.s.f. SAMPLE NO. GROUNDWATER NOTES 55 60
65 70
75 1 See notes on Figure B-1 (1 of 4)
1 3
4 R6
R7
R8
R9
11 12
13 14

SANDY LEAN CLAY (CL)
- brown to gray
- some silt
- few to little subrounded gravel
- medium plastic
- stiff to very stiff 5.0

2.5 3.0

FAT CLAY (CH)
- brown to gray with slight
red/orange staining
- trace to few sand and silt
- trace to few gravel up to 3"
- highly plastic

SANDY LEAN CLAY (CL)
- yellowish brown to gray
- some silt
- slightly to medium plastic
- hard
>9.0
GRAVELLY CLAYEY SAND (SC) to PEBBLY SILTY SANDSTONE -

BEDROCK
- mottled brown and gray with
red/orange zones and
staining
- little silt
- medium plastic
- partially cemented soil to
completely weathered
bedrock
- very soft rock hardness
- plastic to friable rock
strength
42 20 12 36 52
F,1(S
31% Silt
21% Clay
34 15 35 65
F,1(S
45% Silt
20% Clay
42 25 32 32 36
F,1(S
19% Silt
17% Clay
5 5
5 Log of Boring B-1 (4 of 4)
B-1
B-1
BOTTOM OF BORING AT 100 FEET
LOG CONTINUED FROM 75 FEET ON FIGURE B-1 (3 of 4)
File No. 6475.0 September 2024
West Yost Figure
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
LOG OF BORING DEPTH CORE RUN NO. SAMPLE TYPE DESCRIPTION MOISTURE DRY DENSITY LIQUID LIMIT PLASTICITY INDEX Gravel (>#4 sieve) Sand (#4 to #200 sieve) Fines (<#200 sieve) UNCONFINED COMPRESSIVE STRENGTH Cohesion Internal Friction Angle GRAIN
SIZE
DIRECT
SHEAR
feet % lbs./ft.3 % % % kips/ft.2 p.s.f. SAMPLE NO. GROUNDWATER NOTES 80 85
90 95100
1 See notes on Figure B-1 (1 of 4)
1 3
4 R10
R11
R12
R13
R14
R15
R16
15 16
17 18
19 SANDY SILT (ML) to SANDY SILTSTONE - BEDROCK
- light brown with slight iron
staining
- few to little clay
- slightly plastic
- partially cemented soil to
severely weathered bedrock
- medium rock hardness
- friable to weak rock
strength
SILTY LEAN CLAY (CL/ML) to SANDY CLAYSTONE/SILTSTONE -

BEDROCK
- brown
- trace organics
- slightly to medium plastic
- partially cemented soil to
severely weathered bedrock
- soft rock hardness
- plastic rock strength

SANDY PEBBLY AND COBBLY SILTSTONE - BEDROCK
- light brown
- trace gravel and cobbles up
to 4"
- slightly plastic
- partially cemented soil to
severely weathered bedrock
- soft to medium rock
hardness
- friable rock strength
33 15 33 26 41
F,1(S
23% Silt
18% Clay
CLAYEY GRAVEL WITH SAND (GC) to SANDY CLAYEY

CONGLOMERATE - BEDROCK
- mottled yellowish brown and
gray with red/orange zones
and staining
- little silt and clay
- slightly to medium plastic
- partially cemented soil to
completely weathered bedrock
- very soft rock hardness
- plastic to friable rock
strength
5 5 5
Log of Boring B-2
B-2
Figure

LOG OF BORING
LOCATION: DEPTH SAMPLE NO. TYPE PENETRATION RESISTANCE GROUNDWATER DESCRIPTION MOISTURE DRY DENSITY LIQUID LIMIT PLASTICITY INDEX Gravel (>#4 sieve) Sand (#4 to #200 sieve) Fines (<#200 sieve) UNCONFINED COMPRESSIVE STRENGTH Cohesion Internal Friction Angle GRAIN
SIZE
DIRECT
SHEAR
feet blows/ft % lbs./ft.3 % % % kips/ft.2 p.s.f.
5 10
15 20
25NOTES
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
B-21
3 2
see Figure 1

SILT (ML)
- brown
- few sand
- trace gravel and organics
- nonplastic
- dry
1 Drilled 6/10/2024 using a Mobile B-24 truck-mounted drill rig, 5" diameter solid stem augers, and a 30" drop by 140 lb. cathead hammer. 2 See report text and figures in Appendices A and D for elevation, definitions, lab test results, and additional descriptions. 3 Free groundwater was not encountered during drilling or prior to backfilling on 6/10/2024.

BOTTOM OF BORING AT 19.25 FEET
4 1 58
2 50
6"
3 50 4"
4 50 4"
5 502"
6 50 4"
7 50 3"
8 81

SILTY GRAVEL (GM)
- gray to brown with red/orange
staining
- gravel up to 2.5"
- nonplastic
- dense
- dry

SILTY SAND (SM)
- yellowish brown to brown with slight
red/orange staining
- trace organics
- nonplastic
- dense
- dry

LEAN CLAY (CL)
- reddish brown to brown with slight
red/orange staining
- little silt, few sand, trace organics
- slightly plastic
- hard
- dry

SILTY SAND (SM)
- reddish brown to yellowish light
brown with slight red/orange
staining
- nonplastic
- dense to very dense
- dry
- partially cemented in
localized zones

SILTY SAND WITH GRAVEL (SM)
- yellowish brown with red/orange
staining
- nonplastic to slightly plastic
- very dense
- moist
66 34
F,1(S
28% Silt
6% Clay
57 43
F,1(S
34% Silt
9% Clay
16 62 22
F,1(S
13% Silt
9% Clay
1157 39
15 86
14 109 3.0
10 114
4 Gravel and cobble particles are hard, siliceous, and abrasive. 4 4
4 Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix C Photo Log of Sonic Coring
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo Log of Sonic Coring B-1
(See logs in Appendix B)
Photo 1. B-1 Run 1 (0 ft to 10 ft)
Photo 2. B-1 Run 2 (10 ft to 20 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo 3. B-1 Run 3 (20 ft to 28 ft)
Photo 4. B-1 Runs 3 to 4 (28 ft to 38 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo 5. B-1 Runs 4 to 5 (38 ft to 50 ft)
Photo 6. B-1 Run 6 (50 ft to 58 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo 7. B-1 Runs 6 to 7 (58 ft to 66 ft)
Photo 8. B-1 Runs 7 to 9 (66 ft to 75 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo 9. B-1 Runs 10 to 12 (75 ft to 85 ft)
Photo 10. B-1 Runs 13 to 15 (85 ft to 95 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report - Appendix C Final Rev. No. 0 / September 2024
Photo 11. B-1 Run 16 (95 ft to 100 ft)
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix D Laboratory Testing Results
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.0 0.0 1.1 27.7 41.1 30.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 11-12'
Sample Number: 2 Date:

Client:

Project:

Project No: Figure
Dark Brown CLAY w/ Sand
#10
#20
#40
#60
#100
#140
#200
#270

0.0302 mm.

0.0194 mm.

0.0115 mm.

0.0082 mm.

0.0059 mm.

0.0042 mm.

0.0030 mm.

0.0021 mm.

0.0013 mm.
100.0

99.9 98.9

94.1 84.4

77.2 71.2

66.1 60.0

56.2 50.9

47.0 43.1

38.8 34.2

30.6 27.2

0.1978 0.1550 0.0303

0.0106 0.0020
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.2 1.2 4.5 10.3 52.0 31.8 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 25-26'
Sample Number: 5 Date:

Client:

Project:

Project No: Figure
Dark Brown Lean CLAY w/ Sand
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
#270

0.0282 mm.

0.0183 mm.

0.0110 mm.

0.0079 mm.

0.0057 mm.

0.0041 mm.

0.0029 mm.

0.0021 mm.

0.0013 mm.
100.0

99.8 98.6

96.4 94.1

91.7 88.7

86.6 83.8

80.0 72.5

67.0 58.8

53.4 47.9

42.5 37.1

32.4 26.6
19 43 24

0.1854 0.0859 0.0118

0.0065 0.0017
CL A-7-6(20)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.3 0.1 0.3 22.6 55.2 21.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 33-34'
Sample Number: 6 Date:

Client:

Project:

Project No: Figure
Gray Lean CLAY w/ Sand
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
#270

0.0302 mm.

0.0196 mm.

0.0117 mm.

0.0084 mm.

0.0061 mm.

0.0044 mm.

0.0031 mm.

0.0022 mm.

0.0013 mm.
100.0

99.7 99.6

99.4 99.3

98.3 92.9

85.1 76.7

68.4 58.5

52.5 44.1

39.5 34.3

30.1 25.7

22.3 18.9
20 43 23

0.1300 0.1054 0.0332

0.0167 0.0043
CL A-7-6(17)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 2.9 13.2 5.9 3.0 30.9 31.8 12.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 36-37'
Sample Number: 7 Date:

Client:

Project:

Project No: Figure
Dark Gray Clayey SAND w/ Gravel 1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0319 mm. 0.0206 mm. 0.0121 mm. 0.0087 mm. 0.0062 mm. 0.0045 mm. 0.0031 mm. 0.0022 mm. 0.0013 mm. 100.0

97.1 95.3

90.3 83.9

78.0 75.9

75.0 73.5

63.9 53.1

44.1 37.6

32.7 28.6

24.9 22.1

19.1 16.7

14.7 12.9

10.1 9.2937 5.4911 0.1313

0.0948 0.0240 0.0033
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 28.4 25.2 15.9 12.7 10.0 5.1 2.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 39-40'
Sample Number: 8 Date:

Client:

Project:

Project No: Figure
Olive Brown Well-Graded GRAVEL w/ Clay & Sand

1.5 1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0348 mm. 0.0221 mm. 0.0129 mm. 0.0092 mm. 0.0065 mm. 0.0046 mm. 0.0032 mm. 0.0023 mm. 0.0014 mm. 100.0

84.2 71.6

63.6 58.5

46.4 30.5

22.1 17.8

14.6 11.0

9.1 7.8

6.8 6.7

6.3 5.3

4.7 4.4

4.0 3.3

2.8 2.6

29.3437 25.8759 10.3724

5.8170 1.9329 0.2661

0.1272 81.53 2.83
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 1.5 11.1 8.0 10.5 14.4 38.8 15.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 46-47'
Sample Number: 9 Date:

Client:

Project:

Project No: Figure
Brown Sandy CLAY
1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0304 mm. 0.0197 mm. 0.0117 mm. 0.0084 mm. 0.0061 mm. 0.0044 mm. 0.0031 mm. 0.0022 mm. 0.0013 mm. 100.0

98.5 93.6

92.7 87.4

79.4 74.0

68.9 64.4

60.1 57.2

54.5 51.5

47.7 43.2

37.3 34.0

28.4 24.3

19.9 16.8

11.8 6.4403 3.6515 0.1486

0.0427 0.0067 0.0019
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 29.8 41.6 11.2 6.3 3.2 5.1 2.8 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 49-50'
Sample Number: 10 Date:

Client:

Project:

Project No: Figure
Brown Poorly Graded GRAVEL w/ Clay & Sand
2 1.5
1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0322 mm. 0.0206 mm. 0.0121 mm. 0.0087 mm. 0.0062 mm. 0.0044 mm. 0.0031 mm. 0.0022 mm. 0.0013 mm. 100.0

95.3 76.1

70.2 57.7

50.8 28.6

17.4 13.0

11.1 10.0

9.0 8.4

7.9 7.4

7.0 6.4

5.5 5.1

4.4 4.0

3.3 2.9

2.3 33.6398 30.6438 13.7440

9.2550 5.0260 1.3999

0.2550 53.90 7.21
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 2.5 9.5 5.3 14.7 15.8 31.5 20.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 54-55'
Sample Number: 11 Date:

Client:

Project:

Project No: Figure
Brown Sandy Lean CLAY
1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0305 mm. 0.0197 mm. 0.0117 mm. 0.0083 mm. 0.0060 mm. 0.0043 mm. 0.0030 mm. 0.0022 mm. 0.0013 mm. 100.0

97.5 93.6

93.0 88.0

82.7 74.4

68.0 62.9

58.1 55.1

52.2 49.0

45.4 41.7

36.5 33.8

30.5 27.5

23.5 21.1

19.2 22 42 20

6.1952 2.8372 0.1848

0.0595 0.0057
CL A-7-6(7)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.0 0.9 9.4 25.0 45.1 19.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 63-64'
Sample Number: 12 Date:

Client:

Project:

Project No: Figure
Yellowish Brown Sandy Lean CLAY
#4
#10
#20
#40
#60
#100
#140
#200
#270

0.0318 mm.

0.0205 mm.

0.0121 mm.

0.0087 mm.

0.0063 mm.

0.0045 mm.

0.0031 mm.

0.0022 mm.

0.0013 mm.
100.0

99.1 96.3

89.7 81.3

74.9 70.4

64.7 58.4

52.1 46.6

39.6 35.2

30.7 27.2

23.8 20.5

16.9 19 34 15

0.4355 0.3151 0.0582

0.0268 0.0059
CL A-6(8)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 17.6 14.4 10.8 9.0 12.3 19.3 16.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 67-68'
Sample Number: 13 Date:

Client:

Project:

Project No: Figure
Yellowish Brown Lean Clayey SAND w/ Gravel 1.5
1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0305 mm. 0.0195 mm. 0.0115 mm. 0.0083 mm. 0.0059 mm. 0.0043 mm. 0.0030 mm. 0.0022 mm. 0.0013 mm. 100.0

86.3 82.4

78.3 75.7

68.0 57.2

52.3 48.2

44.5 40.7

38.1 35.9

33.6 31.6

30.1 27.3

25.3 23.0

21.3 19.0

16.9 15.3
17 42 25

28.8435 23.7836 2.5767

0.5745 0.0191
SC A-7-6(3)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 26.0 6.3 4.7 9.5 12.2 23.0 18.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-1 Depth: 76-77'
Sample Number: 15 Date:

Client:

Project:

Project No: Figure
Yellowish Brown Lean Clayey GRAVEL w/ Sand

2.5 2"1" 3/4" 1/2" 3/8" #4
#10
#20
#40
#60
#100
#140
#200
#270

0.0283 mm. 0.0184 mm. 0.0109 mm. 0.0079 mm. 0.0057 mm. 0.0041 mm. 0.0029 mm. 0.0021 mm. 0.0012 mm. 100.0

74.0 74.0

74.0 73.2

71.3 67.7

63.0 58.2

53.5 49.7

46.0 43.6

41.3 38.9

35.3 32.5

30.0 27.7

25.1 23.0

20.5 18.5

16.0 18 33 15

59.1751 57.2813 1.1585

0.2618 0.0109
GC A-6(2)
One 2" diameter piece of gravel in the sample.

Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.0 1.3 25.9 38.7 28.0 6.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-2 Depth: 3.5-4'
Sample Number: 2 Date:

Client:

Project:

Project No: Figure
Yellowish Brown Clayey SAND
#4
#10
#20
#40
#60
#100
#140
#200
#270

0.0338 mm.

0.0217 mm.

0.0128 mm.

0.0092 mm.

0.0065 mm.

0.0047 mm.

0.0032 mm.

0.0023 mm.

0.0014 mm.
100.0

98.7 86.9

72.8 57.3

45.4 39.2

34.1 29.4

26.0 22.6

17.6 14.6

12.0 10.1

8.2 6.5

5.3 1.0168 0.7629 0.2755

0.1854 0.0561 0.0096

0.0046 59.95 2.48
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 0.0 0.8 15.3 41.2 34.2 8.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-2 Depth: 8.5-9'
Sample Number: 4 Date:

Client:

Project:

Project No: Figure
Yellowish Brown Clayey SAND
#4
#10
#20
#40
#60
#100
#140
#200
#270

0.0326 mm.

0.0211 mm.

0.0125 mm.

0.0090 mm.

0.0064 mm.

0.0045 mm.

0.0032 mm.

0.0023 mm.

0.0014 mm.
100.0

99.2 94.0

83.9 69.7

56.9 49.4

42.7 36.2

30.9 25.5

19.7 16.8

15.0 12.9

11.1 9.2

6.7 0.6074 0.4485 0.1709

0.1094 0.0302 0.0064

0.0026 65.39 2.04
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 1.0 15.4 15.3 23.7 23.3 12.5 8.8 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
SIEVE SIZE PERCENT SPEC.* PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-2 Depth: 18.5-19'
Sample Number: 8 Date:

Client:

Project:

Project No: Figure
Dark Yellowish Brown Clayey SAND w/ Gravel 1" 3/4" 1/2" 3/8" #4 #10
#20
#40
#60
#100
#140
#200
#270

0.0330 mm. 0.0212 mm. 0.0124 mm. 0.0088 mm. 0.0063 mm. 0.0045 mm. 0.0031 mm. 0.0022 mm. 0.0013 mm. 100.0

99.0 97.8

94.1 83.6

68.3 56.9

44.6 35.2

28.2 24.3

21.3 19.0

17.3 15.3

13.5 12.6

11.3 10.9

9.6 8.9

8.5 7.1594 5.1660 1.0610

0.5710 0.1727 0.0196

0.0035 305.95 8.10
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 1184-012
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu
= Cc= USCS= AASHTO=
* (no specification provided)

COOPER TESTING LABORATORY
Emergency Recycled Water Pipeline Installation - 6475
Dark Brown Lean CLAY w/ Sand 43 19 24 94.1 83.8 CL
Gray Lean CLAY w/ Sand 43 20 23 99.3 76.7 CL
Brown Sandy Lean CLAY 42 22 20 68.0 52.2 CL
Yellowish Brown Sandy Lean CLAY 34 19 15 89.7 64.7 CL
Yellowish Brown Lean Clayey SAND w/ Gravel 42 17 25 48.2 35.9 SC 1184-012 Delve Underground
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client: Remarks:

Project:

COOPER TESTING LABORATORY
Figure
Source of Sample: B-1 Depth: 25-26' Sample Number: 5
Source of Sample: B-1 Depth: 33-34' Sample Number: 6
Source of Sample: B-1 Depth: 54-55' Sample Number: 11
Source of Sample: B-1 Depth: 63-64' Sample Number: 12
Source of Sample: B-1 Depth: 67-68' Sample Number: 13 PLASTICITY INDEX 0 10
20 30
40 50
60 LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
4 7 WATER CONTENT
30 32
34 36
38 40
42 44
46 48
50 NUMBER OF BLOWS
5 6 7 8 9 10 20 25 30 40

LIQUID AND PLASTIC LIMITS TEST REPORT
Sample was prepared using the
wet prep method.

Sample was prepared using the
wet prep method.

Sample was prepared using the
wet prep method.

Sample was prepared using the
wet prep method.

Sample was prepared using the
wet prep method.

Emergency Recycled Water Pipeline Installation - 6475
Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 Yellowish Brown Lean Clayey GRAVEL w/ Sand 33 18 15 53.5 41.3 GC 1184-012 Delve Underground
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client: Remarks:

Project:

COOPER TESTING LABORATORY
Figure
Source of Sample: B-1 Depth: 76-77' Sample Number: 15 PLASTICITY INDEX 0 10
20 30
40 50
60 LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
4 7 WATER CONTENT
30 31
32 33
34 35
36 37
38 39
40 NUMBER OF BLOWS
5 6 7 8 9 10 20 25 30 40

LIQUID AND PLASTIC LIMITS TEST REPORT
Sample was prepared using the
wet prep method. Large Diameter Sewer Pipe for A-Line Relocation Design - 6475 Emergency Recycled Water Pipeline Installation - 6475
1 2 3 4
3008

20.9 1504

2.0 1.0

0.05 14.1
108.7

69.0 0.551

2.415

5.00 2.1

2.70 Boring Sample Depth, ft.
1 B-2 1B 3-3.5
2 3
4 Job No.: Undisturbed
Client:

Project:

Date: 6/14/2024 By: MD/RU
Assumed Specific Gravity
Sample Location
Soil Description
Delve Underground
Reddish Brown Clayey SAND grading to Yellowish Brown Sandy CLAY 6475
Type of Sample
Note: Remarks can be typed directly on report page.
1184-012
Specimen Height, inches
Height to Diameter Ratio
Strain Rate, % per minute
Sample No.:

Unconfined Compressive Strength, psf
Undrained Shear Strength, psf
Failure Strain, %
Unconfined Compressive Strength, psi
Strain Rate, inches/minute
Moisture Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Specimen Diameter, inches
0 1000
2000
3000
4000

0.00 4.00 8.00 12.00 16.00 Compressive Stress, psf
Strain, %
Unconfined Compressive Strength
ASTM D2166
Sample1
Sample2
Sample3
Sample4
Remarks:

CTL Job #: Project #: By: MD
Client: Date: Checked: PJ
Project Name: Remolding Info:

Phi (deg) Ult. Phi (deg)
1 2 3 4
Boring: B-2 B-2 B-2
Sample: 3B 3B 3B
Depth (ft): 8-8.5 8-8.5 8-8.5
Normal Load (psf) 1000 2000 4000
Dry Mass of Specimen (g) 137.0 138.7 140.3
Initial Height (in) 1.00 1.00 1.00
Initial Diameter (in) 2.42 2.42 2.42
Initial Void Ratio 0.486 0.467 0.450
Initial Moisture (%) 10.4 10.5 10.0
Initial Wet Density (pcf) 125.3 127.0 127.9
Initial Dry Density (pcf) 113.4 114.9 116.2
Initial Saturation (%) 58.1 61.0 60.1
ΔHeight Consol (in) 0.0161 0.0157 0.0268
At Test Void Ratio 0.462 0.444 0.411
At Test Moisture (%) 15.1 14.8 13.3
At Test Wet Density (pcf) 132.7 134.0 135.3
At Test Dry Density (pcf) 115.3 116.7 119.4
At Test Saturation (%) 88.3 90.0 87.3
Strain Rate (%/min) 1.0 1.1 1.1
Strengths Picked at Peak Peak Peak
Shear Stress (psf) 2155 2921 8480
ΔHeight (in) at Peak
Ultimate Stress (psf) 2014 2287 4518
©
Specimen Data
Cohesion (psf) Ult. Cohesion (psf)
*DS-CU* A fully undrained condition may not be attained in this test. ΔH is not measured during undrained direct shear tests. The Direct Shear is not appropriate for weathered rock and can result in unrealistic high friction angles. Engineering judgement is required to determine phi and cohesion, no phi or cohesion is reported. To add phi and cohesion to the report go to the “phi” tab and in cells G30, G31, H30, and H31 enter end points for a line through the 3 data points. The points plotted can be changed on the "Eng Values" tab using cells L6, A2, C2, and E2.

Yellowish
Brown
Weathered
Sandstone
(Cemented)
Visual
Description:

Yellowish
Brown
Weathered
Sandstone
(Cemented)
Yellowish
Brown
Weathered
Sandstone
(Cemented)
Remarks:

Consolidated Undrained Direct Shear
(ASTM D3080M)
Delve Underground
Large Diameter Sewer Pipe for A-Line Relocation Design
1184-012 6475
6/17/2024
0 1000
2000
3000
4000
5000
6000
7000
8000
9000

0.0 5.0 10.0 15.0 20.0 25.0 Shear Stress (psf)
Relative Lateral Displacement (%)
Shear Stress vs. Deformation
Sample 1
Sample 2
Sample 3
Sample 4
0 2000
4000
6000
8000
10000
0 2000 4000 6000 8000 10000 Shear Stress, psf
Normal Load, psf
Shear Stress vs. Normal Load Peak Shear Stress Ult. Stress Ultimate

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 5.0 10.0 15.0 20.0 25.0 Normal Displacement (in)
Relative Lateral Displacement (%)
Change in Height Sample 1 Sample 2 Sample 3 Sample 4
Emergency Recycled Water Pipeline Installation 39 1157
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix E Cone Penetration Test Results
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

PRESENTATION OF SITE

INVESTIGATION RESULTS
Prepared for:

ConeTec Job No:

Project Start Date:

Project End Date:

Report Date:

Prepared by:
www.conetec.com
www.conetecdataservices.com
© 2023 ConeTec Group of Companies. All Rights Reserved.

Napa River Emergency Crossing Repair
Delve Underground
23-56-26420
2023-08-29
2023-08-30
2023-09-07
506 De Carlo Ave, Richmond, CA 94801
Tel: (510) 357-3677
[email protected]
ConeTec Inc.

ABOUT THIS REPORT
The enclosed report presents the results of the site investigation program conducted by ConeTec, Inc.

The program consisted of Piezocone Penetration Testing and Pore Pressure Dissipation Testing. Please note that this report, which also includes all accompanying data, are subject to the 3rd Party Disclaimer and Client Disclaimer that follow in the ‘Limitations’ section of this report.

Project
Client
Project
ConeTec Project Number
Rig Description
Coordinates
Collection Method
EPSG Number
Please refer to the list of attached documents following the text of this report. A test summary, location map, and plots are included. Thank you for the opportunity to work on this project. 7HVW7\SHV
$GGLWLRQDO&RPPHQWV
$GGLWLRQDO&RPPHQWV
Cone Penetration Test (CPTu)
Depth Reference Existing ground surface at the time of the investigation Sleeve data offset 0.1 Meters
Delve Underground
Napa River Emergency Crossing Repair
23-56-26420
20-ton Track CPT Rig (GPT2) & 25-ton Truck CPT Rig (C17) Consumer Grade GPS
32610 (WGS84 / UTM Zone 10 North)
CPTu
None
None

LIMITATIONS
3rd Party Disclaimer
• The “Report” refers to this report titled
• The Report was prepared by ConeTec for
The Report is confidential and may not be distributed to or relied upon by any third parties without the express written consent of ConeTec. Any third parties gaining access to the Report do not acquire any rights as a result of such access. Any use which a third party makes of the Report, or any reliance on or decisions made based on it, are the responsibility of such third parties. ConeTec accepts no responsibility for loss, damage and/or expense, if any, suffered by any third parties as a result of decisions made, or actions taken or not taken, which are in any way based on, or related to, the Report or any portion(s) thereof.

Client Disclaimer
• ConeTec was retained by
• The “Report” refers to this report titled
• ConeTec was retained to collect and provide the raw data (“Data”) which is included in the Report.

ConeTec has collected and reported the Data in accordance with current industry standards. No other warranty, express or implied, with respect to the Data is made by ConeTec. In order to properly understand the Data included in the Report, reference must be made to the documents accompanying and other sources referenced in the Report in their entirety. Other than the Data, the contents of the Report (including any Interpretations) should not be relied upon in any fashion without independent verification and ConeTec is in no way responsible for any loss, damage or expense resulting from the use of, and/or reliance on, such material by any party.

CONTENTS
The following listed below are included in the report:
- Site Map
- Piezocone Penetration Test (CPTu) Sounding Summary
- CPTu Standard Plots
- Pore Pressure Dissipation (PPD) Test Summary
- PPD Test Plots
- 0HWKRGRORJ\6WDWHPHQWVDQG'DWD)LOH)RUPDWV
Napa River Emergency Crossing Repair
Delve Underground
Delve Underground
Napa River Emergency Crossing Repair

SITE MAP
ConeTec Job Number:

Client:

Sounding Location
All sounding locations are approximate
Project:

Report Date:
23-56-26420
Delve Underground
Napa River Emergency Crossing Repair
2023-09-07
Cone Penetration Test Summary and Standard Cone Penetration Test Plots
Job No: 23-56-26420
Client: Delve UndergroundProject: Napa River Emergency Crossing RepairStart Date: 29-Aug-2023End Date: 30-Aug-2023

CONE PENETRATION TEST SUMMARY
Sounding ID File Name Date Cone
Cone Area
(cm2)
Assumed Phreatic
Surface1
(ft)
Final
Depth
(ft)
Northing2 Easting2 Elevation3 (ft) Refer to Notation Number CPT-01 23-56-26420_CP01 29-Aug-2023 EC964:A15T1500F15U35 15 21.1 15.67 4250027 557464 93 4CPT-02 23-56-26420_CP02 29-Aug-2023 EC964:A15T1500F15U35 15 21.1 9.19 4250034 557467 94 4CPT-03 23-56-26420_CP03 29-Aug-2023 EC964:A15T1500F15U35 15 21.1 62.91 4249884 557478 82CPT-04 23-56-26420_CP04 29-Aug-2023 EC964:A15T1500F15U35 15 21.1 74.15 4249828 557493 83CPT-05 23-56-26420_CP05 30-Aug-2023 EC964:A15T1500F15U35 15 15.1 35.35 4250144 557341 82CPT-06 23-56-26420_CP06 30-Aug-2023 EC964:A15T1500F15U35 15 16.4 89.81 4250088 557339 78CPT-07 23-56-26420_CP07 30-Aug-2023 EC964:A15T1500F15U35 15 17.1 94.41 4249999 557365 79CPT-08 23-56-26420_CP08 30-Aug-2023 EC964:A15T1500F15U35 15 16.5 79.97 4249915 557380 80

1. The assumed phreatic surface was based off the shallowest pore pressure dissipation tests performed within or nearest the sounding. Hydrostatic conditions were assumed for the calculated parameters.2. The coordinates were collected using consumer grade GPS equipment. EPSG number: 32610 (WGS84 / UTM Zone 10S).3. Elevations are referenced to the ground surface and were acquired from the Google Earth Elevation for the recorded coordinates.4. The phreatic surface is based on the pore pressure dissipation tests at CPT-03 and CPT-04.

Sheet 1 of 1
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 09:19
Site: Napa River Emergency Crossing Repair
Sounding: CPT-01
Cone: 964:T1500F15U35
Max Depth: 4.775 m / 15.67 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP01.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4250027m E: 557464m
Sheet No: 1 of 1
Silt Mixtures Sand Mixtures Sand Mixtures Sand Mixtures Sands Sands Stiff Sand to Clayey Sand Stiff Sand to Clayey Sand
Very Stiff Fine Grained Stiff Sand to Clayey Sand Undefined Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 10:18
Site: Napa River Emergency Crossing Repair
Sounding: CPT-02
Cone: 964:T1500F15U35
Max Depth: 2.800 m / 9.19 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP02.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4250034m E: 557467m
Sheet No: 1 of 1
Sands Sand Mixtures Sands Sands Sands Stiff Sand to Clayey Sand Sand Mixtures Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 11:11
Site: Napa River Emergency Crossing Repair
Sounding: CPT-03
Cone: 964:T1500F15U35
Max Depth: 19.175 m / 62.91 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP03.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4249884m E: 557478m
Sheet No: 1 of 1
Sand Mixtures Sands
Sand Mixtures
Silt Mixtures Clays Silt Mixtures Silt Mixtures
Clays Silt Mixtures Silt Mixtures Clays Silt Mixtures Silt Mixtures Silt Mixtures Clays Silt Mixtures Silt Mixtures Sand Mixtures Sands Gravelly Sand to Sand Sands Sands Sands Sands Sand Mixtures Silt Mixtures Clays Sand Mixtures Silt Mixtures Silt Mixtures Very Stiff Fine Grained Sand Mixtures Very Stiff Fine Grained Sand Mixtures Stiff Sand to Clayey Sand Very Stiff Fine Grained

14.2 Ueq(ft)
Target Depth Target Depth Target Depth Target Depth
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 13:18
Site: Napa River Emergency Crossing Repair
Sounding: CPT-04
Cone: 964:T1500F15U35
Max Depth: 22.600 m / 74.15 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP04.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4249828m E: 557493m
Sheet No: 1 of 1
Sand Mixtures Sands Sand Mixtures Silt Mixtures Clays Silt Mixtures Clays Clays Silt Mixtures Clays Silt Mixtures Silt Mixtures Clays Clays Silt Mixtures Clays Silt Mixtures
Clays
Silt Mixtures Sands Sand Mixtures Sand Mixtures Sand Mixtures Sands Gravelly Sand to Sand Sand Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Very Stiff Fine Grained Sand Mixtures Very Stiff Fine Grained Clays Silt Mixtures Silt Mixtures Silt Mixtures Stiff Sand to Clayey Sand Sand Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Very Stiff Fine Grained Very Stiff Fine Grained Undefined

15.6 Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 14:23
Site: Napa River Emergency Crossing Repair
Sounding: CPT-05
Cone: 964:T1500F15U35
Max Depth: 10.775 m / 35.35 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP05.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4250144m E: 557341m
Sheet No: 1 of 1
Sensitive Fine Grained Sands Silt Mixtures Silt Mixtures Silt Mixtures Clays
Silt Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Sensitive Fine Grained Clays Clays Silt Mixtures Sands Gravelly Sand to Sand Stiff Sand to Clayey Sand

15.8 Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 11:40
Site: Napa River Emergency Crossing Repair
Sounding: CPT-06
Cone: 964:T1500F15U35
Max Depth: 27.375 m / 89.81 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP06.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4250088m E: 557339m
Sheet No: 1 of 1
Sands Sands Silt Mixtures Clays
Clays Silt Mixtures Silt Mixtures
Clays
Undefined Sand Mixtures Sands Sands Sands Gravelly Sand to Sand Sands Sands Sand Mixtures Sands Gravelly Sand to Sand Sands Silt Mixtures Sand Mixtures Sand Mixtures Sands Stiff Sand to Clayey Sand Stiff Sand to Clayey Sand Sands Sand Mixtures Clays Sands Silt Mixtures Clays Organic Soils Silt Mixtures Silt Mixtures Clays Clays Sand Mixtures Sands Sand Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Sand Mixtures

14.6 Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 09:56
Site: Napa River Emergency Crossing Repair
Sounding: CPT-07
Cone: 964:T1500F15U35
Max Depth: 28.775 m / 94.41 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP07.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4249999m E: 557365m
Sheet No: 1 of 1
Sand Mixtures
Sand Mixtures Sand Mixtures Sands Silt Mixtures Silt Mixtures Clays Clays Clays
Silt Mixtures
Clays
Silt Mixtures Undefined
Sands Gravelly Sand to Sand
Gravelly Sand to Sand Sands Gravelly Sand to Sand Sands Silt Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Very Stiff Fine Grained Sand Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Stiff Sand to Clayey Sand Sand Mixtures Sands Sand Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Stiff Sand to Clayey Sand Sand Mixtures Sand Mixtures Stiff Sand to Clayey Sand Sand Mixtures Silt Mixtures

14.1 Ueq(ft)
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
qt (tsf)
Depth (feet)

0.0 2.5 5.0 7.5
fs (tsf)

0.0 2.0 4.0 6.0 8.0
Rf (%)
0 100 200 300
u (ft)
0 3 6 9
SBT PKR2010
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 08:08
Site: Napa River Emergency Crossing Repair
Sounding: CPT-08
Cone: 964:T1500F15U35
Max Depth: 24.375 m / 79.97 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP08.COR SBT: Robertson, 2010 (CPT '10) Coords: UTM Zone 10 North N: 4249915m E: 557380m
Sheet No: 1 of 1
Undefined Sands Sand Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Clays
Sand Mixtures
Clays
Silt Mixtures Sands Gravelly Sand to Sand Sands Sand Mixtures Sand Mixtures Sand Mixtures Sands Sands Sands Silt Mixtures Sand Mixtures
Very Stiff Fine Grained Sand Mixtures Stiff Sand to Clayey Sand Sand Mixtures Silt Mixtures Very Stiff Fine Grained Sand Mixtures Very Stiff Fine Grained Sand Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Sands Silt Mixtures Silt Mixtures Clays Sands Very Stiff Fine Grained Undefined

11.0 Ueq(ft)
Target Depth Target Depth Target Depth Target Depth
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line Advanced Cone Penetration Test Plots
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 09:19
Site: Napa River Emergency Crossing Repair
Sounding: CPT-01
Cone: 964:T1500F15U35
Max Depth: 4.775 m / 15.67 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP01.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4249884m E: 557478m
Ueq(ft)
Target Depth Target Depth Target Depth Target Depth Target Depth Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 10:18
Site: Napa River Emergency Crossing Repair
Sounding: CPT-02
Cone: 964:T1500F15U35
Max Depth: 2.800 m / 9.19 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP02.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4250034m E: 557467m
Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 11:11
Site: Napa River Emergency Crossing Repair
Sounding: CPT-03
Cone: 964:T1500F15U35
Max Depth: 19.175 m / 62.91 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP03.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4250027m E: 557464m

14.2 Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-29 13:18
Site: Napa River Emergency Crossing Repair
Sounding: CPT-04
Cone: 964:T1500F15U35
Max Depth: 22.600 m / 74.15 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP04.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4249828m E: 557493m

15.6 Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 14:23
Site: Napa River Emergency Crossing Repair
Sounding: CPT-05
Cone: 964:T1500F15U35
Max Depth: 10.775 m / 35.35 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP05.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4250144m E: 557341m

15.8 Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 11:40
Site: Napa River Emergency Crossing Repair
Sounding: CPT-06
Cone: 964:T1500F15U35
Max Depth: 27.375 m / 89.81 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP06.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4250088m E: 557339m

14.6 Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 09:56
Site: Napa River Emergency Crossing Repair
Sounding: CPT-07
Cone: 964:T1500F15U35
Max Depth: 28.775 m / 94.41 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP07.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4249999m E: 557365m

14.1 Ueq(ft)
Refusal Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
The reported coordinates were acquired from consumer grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes. 0 100 200 300 400
0 10
20 30
40 50
60 70
80 90
100
110
qt (tsf)
Depth (feet)
0 100 200 300
u (ft)
20 30 40 50 60
Phi (deg)
0 5 10 15
Su (Nkt) (tsf)
0 25 50 75 100
N160 (Ic RW1998) (bpf)
Delve Underground
Job No: 23-56-26420
Date: 2023-08-30 08:08
Site: Napa River Emergency Crossing Repair
Sounding: CPT-08
Cone: 964:T1500F15U35
Max Depth: 24.375 m / 79.97 ft
Depth Inc: 0.025 m / 0.082 ft
Avg Int: Every Point
File: 23-56-26420_CP08.COR
Unit Wt: SBTQtn (PKR2009)
Su Nkt: 15.0
SBT: Robertson, 2009 and 2010
Coords: UTM Zone 10 North N: 4249915m E: 557380m

11.0 Ueq(ft)
Target Depth Target Depth Target Depth Target Depth Target Depth Equilibrium Pore Pressure (Ueq) Assumed Ueq Dissipation, Ueq achieved Dissipation, Ueq not achieved Hydrostatic Line N(60) (bpf)
Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots Job No: 23-56-26420
Client: Delve Underground
Project: Napa River Emergency Crossing Repair
Start Date: 29-Aug-2023
End Date: 30-Aug-2023
CPTu PORE PRESSURE DISSIPATION SUMMARY
Sounding ID File Name
Cone Area
(cm2
)
Duration
(s)
Test
Depth
(ft)
Estimated
Equilibrium Pore
Pressure Ueq
(ft)
Calculated
Phreatic Surface
(ft)
CPT-03 23-56-26420_CP03 15 300 35.27 14.2 21.1
CPT-04 23-56-26420_CP04 15 300 37.32 15.6 21.7
CPT-05 23-56-26420_CP05 15 300 30.84 15.8 15.1
CPT-06 23-56-26420_CP06 15 355 31.00 14.6 16.4
CPT-07 23-56-26420_CP07 15 300 31.17 14.1 17.1
CPT-08 23-56-26420_CP08 15 305 27.48 11.0 16.5
Sheet 1 of 1
0 100 200 300 400

0.0 10.0

20.0 30.0

40.0 Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/29/2023 11:11
Site: Napa River Emergency Crossing Repair
Sounding: CPT-03
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP03.ppd2
Depth: 10.750 m / 35.269 ft
Duration: 300.0 s
u Min: 11.1 ft
u Max: 24.9 ft
u Final: 14.3 ft
WT: 6.421 m / 21.066 ft
Ueq: 14.2 ft
0 100 200 300 400

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/29/2023 13:18
Site: Napa River Emergency Crossing Repair
Sounding: CPT-04
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP04.ppd2
Depth: 11.375 m / 37.319 ft
Duration: 300.0 s
u Min: -0.1 ft
u Max: 16.4 ft
u Final: 15.7 ft
WT: 6.609 m / 21.683 ft
Ueq: 15.6 ft
0 100 200 300 400

0.0 10.0

20.0 30.0

40.0 Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/30/2023 14:23
Site: Napa River Emergency Crossing Repair
Sounding: CPT-05
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP05.ppd2
Depth: 9.400 m / 30.840 ft
Duration: 300.0 s
u Min: 15.7 ft
u Max: 20.8 ft
u Final: 15.7 ft
WT: 4.595 m / 15.075 ft
Ueq: 15.8 ft
0 100 200 300 400

0.0 20.0

40.0 -20.0
Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/30/2023 11:40
Site: Napa River Emergency Crossing Repair
Sounding: CPT-06
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP06.ppd2
Depth: 9.450 m / 31.004 ft
Duration: 355.0 s
u Min: -11.0 ft
u Max: 14.9 ft
u Final: 14.6 ft
WT: 5.002 m / 16.411 ft
Ueq: 14.6 ft
0 100 200 300 400

0.0 5.0

10.0 15.0

20.0 25.0
Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/30/2023 09:56
Site: Napa River Emergency Crossing Repair
Sounding: CPT-07
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP07.ppd2
Depth: 9.500 m / 31.168 ft
Duration: 300.0 s
u Min: -7.4 ft
u Max: 15.6 ft
u Final: 14.2 ft
WT: 5.206 m / 17.080 ft
Ueq: 14.1 ft
0 100 200 300 400

0.0 10.0

20.0 30.0
-10.0
Time (s)
Pore Pressure (ft)
Delve Underground
Job No: 23-56-26420
Date: 08/30/2023 08:08
Site: Napa River Emergency Crossing Repair
Sounding: CPT-08
Cone: 964:T1500F15U35 Area=15 cm²
Trace Summary:

Filename: 23-56-26420_CP08.ppd2
Depth: 8.375 m / 27.477 ft
Duration: 305.0 s
u Min: -5.9 ft
u Max: 11.8 ft
u Final: 11.6 ft
WT: 5.029 m / 16.499 ft
Ueq: 11.0 ft
Methodology Statements and Data File Formats
Cone penetration tests (CPTu) are conducted using an integrated electronic piezocone penetrometer and data acquisition system manufactured by Adara Systems Ltd., a subsidiary of ConeTec.

ConeTec’s piezocone penetrometers are compression type designs in which the tip and friction sleeve load cells are independent and have separate load capacities. The piezocones use strain gauged load cells for tip and sleeve friction and a strain gauged diaphragm type transducer for recording pore pressure. The piezocones also have a platinum resistive temperature device (RTD) for monitoring the temperature of the sensors, an accelerometer type dual axis inclinometer and two geophone sensors for recording seismic signals. All signals are amplified and measured with minimum sixteen-bit resolution down hole within the cone body, and the signals are sent to the surface using a high bandwidth, error corrected digital interface through a shielded cable.

ConeTec penetrometers are manufactured with various tip, friction and pore pressure capacities in both 10 cm2 and 15 cm2 tip base area configurations in order to maximize signal resolution for various soil conditions. The specific piezocone used for each test is described in the CPT summary table. The 15 cm2 penetrometers do not require friction reducers as they have a diameter larger than the deployment rods. The 10 cm2 piezocones use a friction reducer consisting of a rod adapter extension behind the main cone body with an enlarged cross sectional area (typically 44 millimeters diameter over a length of 32 millimeters with tapered leading and trailing edges) located at a distance of 585 millimeters above the cone tip.

The penetrometers are designed with equal end area friction sleeves, a net end area ratio of 0.8 and cone tips with a 60 degree apex angle.

All ConeTec piezocones can record pore pressure at various locations. Unless otherwise noted, the pore pressure filter is located directly behind the cone tip in the “u2” position (ASTM Type 2). The filter is six millimeters thick, made of porous plastic (polyethylene) having an average pore size of 125 microns (90-160 microns). The function of the filter is to allow rapid movements of extremely small volumes of water needed to activate the pressure transducer while preventing soil ingress or blockage.

The piezocone penetrometers are manufactured with dimensions, tolerances and sensor characteristics that are in general accordance with the current ASTM D5778 standard. ConeTec’s calibration criteria also meets or exceeds those of the current ASTM D5778 standard. An illustration of the piezocone penetrometer is presented in Figure CPTu.

METHODOLOGY STATEMENTS
CONE PENETRATION TEST (CPTu) - eSeries
The ConeTec data acquisition system consists of a Windows based computer, signal interface box, and power supply. The signal interface combines depth increment signals, seismic trigger signals and the downhole digital data. This combined data is then sent to the Windows based computer for collection and presentation. The data is recorded at fixed depth increments using a depth encoder that is either portable or integrated into the rig. The typical recording interval is 2.5 centimeters; custom recording intervals are possible.

The system displays the CPTu data in real time and records the following parameters to a storage media during penetration:
• Depth
• Uncorrected tip resistance (qc)
• Sleeve friction (fs)
• Dynamic pore pressure (u)
• Additional sensors such as resistivity, passive gamma, ultra violet induced fluorescence, if applicable All testing is performed in accordance to ConeTec’s CPTu operating procedures which are in general accordance with the current ASTM D5778 standard.

Figure CPTu. Piezocone Penetrometer (15 cm2)
Prior to the start of a CPTu sounding a suitable cone is selected, the cone and data acquisition system are powered on, the pore pressure system is saturated with silicone oil and the baseline readings are recorded with the cone hanging freely in a vertical position.

The CPTu is conducted at a steady rate of two centimeters per second, within acceptable tolerances. Typically one meter length rods with an outer diameter of 1.5 inches are added to advance the cone to the sounding termination depth. After cone retraction final baselines are recorded.

Additional information pertaining to ConeTec’s cone penetration testing procedures:
• Each filter is saturated in silicone oil under vacuum pressure prior to use • Baseline readings are compared to previous readings
• Soundings are terminated at the client’s target depth or at a depth where an obstruction is encountered, excessive rod flex occurs, excessive inclination occurs, equipment damage is likely to take place, or a dangerous working environment arises
• Differences between initial and final baselines are calculated to ensure zero load offsets have not occurred and to ensure compliance with ASTM standards
The interpretation of piezocone data for this report is based on the corrected tip resistance (qt), sleeve friction (fs) and pore water pressure (u). The interpretation of soil type is based on the correlations developed by Robertson, P.K., 2010. The Soil Behavior Type (SBT) classification chart developed by Robertson, P.K., 2010 is presented in Figure SBT. It should be noted that it is not always possible to accurately identify a soil behavior type based on these parameters. In these situations, experience, judgment and an assessment of other parameters may be used to infer soil behavior type.

Figure SBT. Non-Normalized Soil Behavior Type Classification Chart (SBT) The recorded tip resistance (qc
) is the total force acting on the piezocone tip divided by its base area. The tip resistance is corrected for pore pressure effects and termed corrected tip resistance (qt) according to the following expression presented in Robertson et al. (1986):
qt = qc + (1-a) • u2
where: qt is the corrected tip resistance
qc is the recorded tip resistance
u2 is the recorded dynamic pore pressure behind the tip (u2 position) a is the Net Area Ratio for the piezocone (0.8 for ConeTec probes) The sleeve friction (fs) is the frictional force on the sleeve divided by its surface area. As all ConeTec piezocones have equal end area friction sleeves, pore pressure corrections to the sleeve data are not required.

The dynamic pore pressure (u) is a measure of the pore pressures generated during cone penetration. To record equilibrium pore pressure, the penetration must be stopped to allow the dynamic pore pressures to stabilize. The rate at which this occurs is predominantly a function of the permeability of the soil and the diameter of the cone.

The friction ratio (Rf) is a calculated parameter. It is defined as the ratio of sleeve friction to the tip resistance expressed as a percentage. Generally, saturated cohesive soils have low tip resistance, high friction ratios and generate large excess pore water pressures. Cohesionless soils have higher tip resistances, lower friction ratios and do not generate significant excess pore water pressure.

For additional information on CPTu interpretations and calculated geotechnical parameters, refer to Robertson et al. (1986), Lunne et al. (1997), Robertson (2009), Mayne (2013, 2014) and Mayne and Peuchen (2012).

REFERENCES
ASTM D5778-20, 2020, “Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils”, ASTM International, West Conshohocken, PA. DOI: 10.1520/D5778-20.

Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, “Cone Penetration Testing in Geotechnical Practice”, Blackie Academic and Professional.

Mayne, P.W., 2013, “Evaluating yield stress of soils from laboratory consolidation and in-situ cone penetration tests”, Sound Geotechnical Research to Practice (Holtz Volume) GSP 230, ASCE, Reston/VA: 406-420. DOI: 10.1061/9780784412770.027.

Mayne, P.W. and Peuchen, J., 2012, “Unit weight trends with cone resistance in soft to firm clays”, Geotechnical and Geophysical Site Characterization 4, Vol. 1 (Proc. ISC-4, Pernambuco), CRC Press, London: 903-910.

Mayne, P.W., 2014, “Interpretation of geotechnical parameters from seismic piezocone tests”, CPT’14 Keynote Address, Las Vegas, NV, May 2014.

Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, “Use of Piezometer Cone Data”, Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.

Robertson, P.K., 2009, “Interpretation of cone penetration tests – a unified approach”, Canadian Geotechnical Journal, Volume 46: 1337- 1355. DOI: 10.1139/T09-065.

Robertson, P.K., 2010. Soil behavior type from the CPT: an update. 2nd International Symposium on Cone Penetration Testing, CPT’10, Huntington Beach, CA, USA
The cone penetration test is halted at specific depths to carry out pore pressure dissipation (PPD) tests, shown in Figure PPD-1. For each dissipation test the cone and rods are decoupled from the rig and the data acquisition system measures and records the variation of the pore pressure (u) with time (t).

Figure PPD-1. Pore pressure dissipation test setup
Pore pressure dissipation data can be interpreted to provide estimates of ground water conditions, permeability, consolidation characteristics and soil behavior.

The typical shapes of dissipation curves shown in Figure PPD-2 are very useful in assessing soil type, drainage, in situ pore pressure and soil properties. A flat curve that stabilizes quickly is typical of a freely draining sand. Undrained soils such as clays will typically show positive excess pore pressure and have long dissipation times. Dilative soils will often exhibit dynamic pore pressures below equilibrium that then rise over time. Overconsolidated fine-grained soils will often exhibit an initial dilatory response where there is an initial rise in pore pressure before reaching a peak and dissipating.

Figure PPD-2. Pore pressure dissipation curve examples

PORE PRESSURE DISSIPATION TEST
In order to interpret the equilibrium pore pressure (ueq) and the apparent phreatic surface, the pore pressure should be monitored until such time as there is no variation in pore pressure with time as shown for each curve in Figure PPD-2.

CPT Data Files (COR Extension)
ConeTec CPT data files are stored in ASCII text files that are readable by almost any text editor. ConeTec file names start with the job number (which includes the two digit year number) an underscore as a separating character, followed by two letters based on the type of test and the sounding ID. The last character position is reserved for an identifier letter (such as b, c, d etc) used to uniquely distinguish multiple soundings at the same location. The CPT sounding file has the extension COR. As an example, for job number 21-02-00001 the first CPT sounding will have file name 21-02-00001_CP01.COR The sounding (COR) file consists of the following components:

1. Two lines of header information

2. Data records

3. End of data marker

4. Units information
Header Lines
Line 1: Columns 1-6 may be blank or may indicate the version number of the recording software Columns 7-21 contain the sounding Date and Time (Date is MM:DD:YY) Columns 23-38 contain the sounding Operator
Columns 51-100 contain extended Job Location information Line 2: Columns 1-16 contain the Job Location
Columns 17-32 contain the Cone ID
Columns 33-47 contain the sounding number
Columns 51-100 may contain extended sounding ID information Data Records
The data records contain 4 or more columns of data in floating point format. A comma and spaces separate each data item:

Column 1: Sounding Depth (meters)
Column 2: Tip (qc), recorded in units selected by the operator Column 3: Sleeve (fs), recorded in units selected by the operator Column 4: Dynamic pore pressure (u), recorded in units selected by the operator Column 5: Empty or may contain other requested data such as Gamma, Resistivity or UVIF data End of Data Marker
After the last line of data there is a line containing an ASCII 26 (CTL-Z) character (small rectangular shaped character) followed by a newline (carriage return / line feed). This is used to mark the end of data.

CONE PENETRATION DIGITAL
FILE FORMATS - eSeries
Units Information
The last section of the file contains information about the units that were selected for the sounding. A separator bar makes up the first line. The second line contains the type of units used for depth, qc, fs and u. The third line contains the conversion values required for ConeTec’s software to convert the recorded data to an internal set of base units (bar for qc, bar for fs and meters for u). Additional lines intended for internal ConeTec use may appear following the conversion values.

CPT Data Files (XLS Extension)
Excel format files of ConeTec CPT data are also generated from corresponding COR files. The XLS files have the same base file name as the COR file with a -BSC suffix. The information in the file is presented in table format and contains additional information about the sounding such as coordinate information, and tip net area ratio.

The BSCI suffix is given to XLS files which are enhanced versions of the BSC files and include the same data records in addition to inclination data collected for each sounding.

CPT Dissipation Files (XLS Extension)
Pore pressure dissipation files are provided in Excel format and contain each dissipation trace that exceeds a minimum duration (selected during post-processing) formatted column wise within the spreadsheet. The first column (Column A) contains the time in seconds and the second column (Column B) contains the time in minutes. Subsequent columns contain the dissipation trace data. The columns extend to the longest trace of the data set.

Detailed header information is provided at the top of the worksheet. The test depth in meters and feet, the number of points in the trace and the particular units are all presented at the top of each trace column.

CPT Dissipation files have the same naming convention as the CPT sounding files with a “–PPD” suffix.

Data Records
Each file will contain dissipation traces that exceed a minimum duration (selected during post-processing) in a particular column. The dissipation pore pressure values are typically recorded at varying time intervals throughout the trace; rapidly to start and increasing as the duration of the test lengthens. The test depth in meters and feet, the number of points in the trace and the trace number are identified at the top of each trace column.

Cone Type Designations
Cone ID Cone Description Tip Cross
Sect. Area (cm2)
Tip Capacity
(bar)
Sleeve Area
(cm2)**
Sleeve
Capacity (bar)
Pore Pressure
Capacity (bar)
EC### A15T1500F15U35 15 1500 225 15 35
EC### A15T375F10U35 15 375 225 10 35
EC### A10T1000F10U35 10 1000 150 10 35
### refers to the Cone ID number
**Outer Cylindrical Area
Description of Methods for Calculated CPT Geotechnical Parameters

CALCULATED CPT GEOTECHNICAL PARAMETERS
A Detailed Description of the Methods Used in
ConeTec’s CPT Geotechnical Parameter
Calculation and Plotting Software
Revision SZW-Rev 14
Revised November 26, 2019
Prepared by Jim Greig, M.A.Sc, P.Eng (BC)
Limitations
The geotechnical parameter output was prepared specifically for the site and project named in the accompanying report subject to objectives, site conditions and criteria provided to ConeTec by the client. The output may not be relied upon by any other party or for any other site without the express written permission of ConeTec Group (ConeTec) or any of its affiliates. For this project, ConeTec has provided site investigation services, prepared factual data reporting and produced geotechnical parameter calculations consistent with current best practices.

No other warranty, expressed or implied, is made.

To understand the calculations that have been performed and to be able to reproduce the calculated parameters the user is directed to the basic descriptions for the methods in this document and the detailed descriptions and their associated limitations and appropriateness in the technical references cited for each parameter.

ConeTec’s Calculated CPT Geotechnical Parameters as of November 26, 2019 ConeTec’s CPT parameter calculation and plotting routine provides a tabular output of geotechnical parameters based on current published CPT correlations and is subject to change to reflect the current state of practice.

Due to drainage conditions and the basic assumptions and limitations of the correlations, not all geotechnical parameters provided are considered applicable for all soil types. The results are presented only as a guide for geotechnical use and should be carefully examined for consideration in any geotechnical design. Reference to current literature is strongly recommended. ConeTec does not warranty the correctness or the applicability of any of the geotechnical parameters calculated by the program and does not assume liability for any use of the results in any design or review. For verification purposes we recommend that representative hand calculations be done for any parameter that is critical for design purposes. The end user of the parameter output should also be fully aware of the techniques and the limitations of any method used by the program. The purpose of this document is to inform the user as to which methods were used and to direct the end user to the appropriate technical papers and/or publications for further reference.

The geotechnical parameter output was prepared specifically for the site and project named in the accompanying report subject to objectives, site conditions and criteria provided to ConeTec by the client. The output may not be relied upon by any other party or for any other site without the express written permission of ConeTec Group (ConeTec) or any of its affiliates.

The CPT calculations are based on values of tip resistance, sleeve friction and pore pressures considered at each data point or averaged over a user specified layer thickness (e.g. 0.20 m). Note that qt is the tip resistance corrected for pore pressure effects and qc is the recorded tip resistance. The corrected tip resistance (corrected using u2 pore pressure values) is used for all of the calculations. Since all ConeTec cones have equal end area friction sleeves pore pressure corrections to sleeve friction, fs, are not required.

The tip correction is: qt= qc+ (1-a) • u2 (consistent units are implied) where: qtis the corrected tip resistance
qcis the recorded tip resistance
u2is the recorded dynamic pore pressure behind the tip (u2position) a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones) The total stress calculations are based on soil unit weight values that have been assigned to the Soil Behavior Type (SBT) zones, from a user defined unit weight profile, by using a single uniform value throughout the profile, through unit weight estimation techniques described in various technical papers or from a combination of these methods.

The parameter output files indicate the method(s) used.

Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium pore pressures below the water table or from a user defined equilibrium pore pressure profile (typically obtained from CPT dissipation tests) or a combination of the two. For over water projects the stress effects of the column of water above the mudline have been taken into account as has the appropriate unit weight of water. How this is done depends on where the instruments were zeroed (i.e. on deck or at the mudline). The parameter output files indicate the method(s) used.

A majority of parameter calculations are derived or driven by results based on material types as determined by the various soil behavior type charts depicted in Figures 1 through 5. The parameter output files indicate the method(s) used.

The Soil Behavior Type classification chart shown in Figure 1 is the classic non-normalized SBT Chart developed at the University of British Columbia and reported in Robertson, Campanella, Gillespie and Greig (1986). Figure 2 shows the original normalized (linear method) SBT chart developed by Robertson (1990). The Bq classification charts shown in Figures 3a and 3b incorporate pore pressures into the SBT classification and are based on the methods described in Robertson (1990). Many of these charts have been summarized in Lunne, Robertson and Powell (1997). The Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 2/15 Jefferies and Davies SBT chart shown in Figure 3c is based on the techniques discussed in Jefferies and Davies (1993) which introduced the concept of the Soil Behavior Type Index parameter, Ic. Please note that the Ic parameter developed by Robertson and Fear (1995) and Robertson and Wride (1998) is similar in concept but uses a slightly different calculation method than that used by Jefferies and Davies (1993) as the latter incorporates pore pressure in their technique through the use of the Bq parameter. The normalized Qtn SBT chart shown in Figure 4 is based on the work by Robertson (2009) utilizing a variable stress ratio exponent, n, for normalization based on a slightly modified redefinition and iterative approach for Ic. The boundary curves drawn on the chart are based on the work described in Robertson (2010).

Figure 5 shows a revised behavior based chart by Robertson (2016) depicting contractive-dilative zones. As the zones represent material behavior rather than soil gradation ConeTec has chosen a set of zone colors that are less likely to be confused with material type colors from previous SBT charts. These colors differ from those used by Dr.

Robertson.

𝑅𝑓 = (
𝑓𝑠
𝑞𝑡) ∙ 100%
Figure 1. Non-Normalized Soil Behavior Type Classification Chart (SBT) Figure 2. Normalized Soil Behavior Type Classification Chart (SBTn) Friction Ratio (%), Rf
Cone Bearing (bar), qt
1000
10 1
0 1 2 3 4 5 6 7 8
100
3 1
4 5
6 7
8 9
10 12
11 2
Zone qt / N Soil Behavior Type
1 2
3 4
5 6
7 8
9 10
11 12
sensitive fine grained
organic material
clay
silty clay to clay
clayey silt to silty clay
sandy silt to clayey silt
silty sand to sandy silt
sand to silty sand
sand
gravelly sand to sand
very stiff fine grained *
sand to clayey sand *
* overconsolidated or cemented
2 1
1 1.5
2 2.5
3 4
5 6
1 2
Normalized Cone Resistance q- t vo 
'vo

0.1 1
100
10 1000
1 10
Normalized Friction Ratio
1 2
3 4
5 6
7 8
9 fs
q- x 100% t vo
Zone Normalized Soil Behavior Type
1 2
3 4
5 6
7 8
9 sensitive fine grained
organic material
clay to silty clay
clayey silt to silty clay
silty sand to sandy silt
clean sands to silty sands
gravelly sand to sand
very stiff sand to clayey sand
very stiff fine grained
Fr =
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 3/15 3a
3b
3c
Figure 3. Alternate Soil Behavior Type Charts
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 4/15 Figure 4. Normalized Soil Behavior Type Chart using Qtn (SBT Qtn) Figure 5. Modified SBTn Behavior Based Chart
Details regarding the geotechnical parameter calculations are provided in Tables 1a and 1b. The appropriate references cited are listed in Table 2. Non-liquefaction specific parameters are detailed in Table 1a and liquefaction specific parameters are detailed in Table 1b.

Where methods are based on charts or techniques that are too complex to describe in this summary the user should refer to the cited material. Specific limitations for each method are described in the cited material.

Zone Normalized Soil Behavior Type
1 2
3 4
5 6
7 8
9 sensitive fine grained
organic material
clay to silty clay
clayey silt to silty clay
silty sand to sandy silt
clean sands to silty sands
gravelly sand to sand
very stiff sand to clayey sand
very stiff fine grained
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 5/15 Where the results of a calculation/correlation are deemed ‘invalid’ the value will be represented by the text strings “-9999”, “-9999.0”, the value 0.0 (Zero) or an empty cell. Invalid results will occur because of (and not limited to) one or a combination of:

1. Invalid or undefined CPT data (e.g. drilled out section or data gap).

2. Where the calculation method is inappropriate, for example, drained parameters in a material behaving as an undrained material (and vice versa).

3. Where input values are beyond the range of the referenced charts or specified limitations of the correlation method.

4. Where pre-requisite or intermediate parameter calculations are invalid.

The parameters selected for output from the program are often specific to a particular project. As such, not all of the calculated parameters listed in Table 1 may be included in the output files delivered with this report.

The output files are typically provided in Microsoft Excel XLS or XLSX format. The ConeTec software has several options for output depending on the number or types of calculated parameters desired or requested by the client.

Each output file is named using the original COR file base name followed by a three or four letter indicator of the output set selected (e.g. BSC, TBL, NLI, NL2, IFI, IFI2) and possibly followed by an operator selected suffix identifying the characteristics of the particular calculation run.

Table 1a. CPT Parameter Calculation Methods – Non liquefaction Parameters Calculated
Parameter Description Equation Ref
Depth
Mid Layer Depth
(where calculations are done at each point then Mid Layer Depth = Recorded Depth)
[Depth (Layer Top) + Depth (Layer Bottom)]/ 2.0 CK*
Elevation Elevation of Mid Layer based on sounding collar elevation supplied by client or through site survey Elevation = Collar Elevation - Depth CK* Avg qc Averaged recorded tip value (qc)
=
=
n
i
c q
n
Avgqc
1 1
n=1 when calculations are done at each point
CK*
Avg qt
Averaged corrected tip (qt) where:
2 ct )1( •−+= uaqq
=
=
n
i
qt
n
Avgqt
1 1
n=1 when calculations are done at each point
1 Avg fs Averaged sleeve friction (fs)
=
=
n
i
fs
n
Avgfs
1 1
n=1 when calculations are done at each point
CK*
Avg Rf
Averaged friction ratio (Rf) where friction ratio is defined as:
qt
fs Rf 100%•=
Avgqt
Avgfs AvgRf =100% 
n=1 when calculations are done at each point
CK*
Avg u Averaged dynamic pore pressure (u)
=
=
n
i
ui n
Avgu
1 1
n=1 when calculations are done at each point
CK*
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 6/15 Calculated
Parameter Description Equation Ref
Avg Res Averaged Resistivity (this data is not always available since it is a specialized test requiring an additional module)
=
=
n
i
i yResistivit n
sAvgR
1 1
e
n=1 when calculations are done at each point
CK*
Avg UVIF
Averaged UVIF ultra-violet induced fluorescence (this data is not always available since it is a specialized test requiring an additional module)
=
=
n
i
UVIFi n
AvgUVIF
1 1
n=1 when calculations are done at each point
CK*
Avg Temp Averaged Temperature (this data is not always available since it requires specialized calibrations)
=
=
n
i
i Temperature
n
AvgTemp
1 1
n=1 when calculations are done at each point
CK*
Avg Gamma Averaged Gamma Counts (this data is not always available since it is a specialized test requiring an additional module) =
=
n
i
Gammai n
AvgGamma
1 1
n=1 when calculations are done at each point
CK*
SBT Soil Behavior Type as defined by Robertson et al 1986 (often referred to as Robertson and Campanella, 1986) See Figure 1 1, 5 SBTn Normalized Soil Behavior Type as defined by Robertson 1990 (linear normalization) See Figure 2 2, 5
SBT-Bq Non-normalized Soil Behavior type based on the Bq parameter See Figure 3 1, 2, 5 SBT-Bqn Normalized Soil Behavior based on the Bq parameter See Figure 3 2, 5 SBT-JandD Soil Behavior Type as defined by Jeffries and Davies See Figure 3 7 SBT Qtn Soil Behavior Type as defined by Robertson (2009) using a variable stress ratio exponent for normalization based on Ic See Figure 4 15
Modified SBTn
(contractive
/dilative)
Modified SBTn chart as defined by Robertson (2016) indicating zones of contractive/dilative behavior. See Figure 5 30 Unit Wt.

Unit Weight of soil determined from one of the following user selectable options:
1) uniform value
2) value assigned to each SBT zone
3) value assigned to each SBTn zone
4) value assigned to SBTn zone as determined from Robertson and
Wride (1998) based on qc1n
5) values assigned to SBT Qtn zones
6) Mayne fs (sleeve friction) method
7) Robertson 2010 method
8) user supplied unit weight profile
The last option may co-exist with any of the other options See references
3, 5, 15,
21, 24,
29 Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 7/15 Calculated
Parameter Description Equation Ref
TStress
v
Total vertical overburden stress at Mid Layer Depth
A layer is defined as the averaging interval specified by the user where depths are reported at their respective mid-layer depth.

For data calculated at each point layers are defined using the recorded depth as the mid-point of the layer. Thus, a layer starts half-way between the previous depth and the current depth unless this is the first point in which case the layer start is at zero depth. The layer bottom is half-way from the current depth to the next depth unless it is the last data point.

Defining layers affects how stresses are calculated since the unit weight attributed to a data point is used throughout the entire layer. This means that to calculate the stresses the total stress at the top and bottom of a layer are required. The stress at mid layer is determined by adding the incremental stress from the layer top to the mid-layer depth. The stress at the layer bottom becomes the stress at the top of the subsequent layer. Stresses are NOT calculated from mid-point to mid-point.

For over-water work the total stress due to the column of water above the mud line is taken into account where appropriate. hi
n
i
i
TStress ==
1 
where I is layer unit weight
hi is layer thickness
CK*
EStress
v
’ Effective vertical overburden stress at mid-layer depth v’ = v - ueq CK* Equil u
ueq or u0
Equilibrium pore pressure determined from one of the following user selectable options:
1) hydrostatic below water table
2) user supplied profile
3) combination of those above
When a user supplied profile is used/provided a linear
interpolation is performed between equilibrium pore pressures defined at specific depths. If the profile values start below the water table then a linear transition from zero pressure at the water table to the first defined pointed is used.

Equilibrium pore pressures may come from dissipation tests, adjacent piezometers or other sources. Occasionally, an extra equilibrium point (“assumed value”) will be provided in the profile that does not come from a recorded value to smooth out any abrupt changes or to deal with material interfaces. These “assumed” values will be indicated on our plots and in tabular summaries.

For hydrostatic option:
( ) eq w − DDu wt
=  
where ueq is equilibrium pore pressure
w is unit weight of water
D is the current depth
Dwt is the depth to the water table
CK*
K0 Coefficient of earth pressure at rest, K0 Ko = (1 – sinΦ’) OCR sinΦ’ 17 Cn
Overburden stress correction factor
used for (N1)60 and older CPT parameters
Cn = (Pa/v’)0.5
where 0.0 < Cn < 2.0 (user adjustable, typically 1.7)
Pa is atmospheric pressure (100 kPa)
12 Cq Overburden stress normalizing factor
Cq = 1.8 / (0.8 + (v’/Pa))
where 0.0 < Cq < 2.0 (user adjustable)
Pa is atmospheric pressure (100 kPa)
3, 12
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 8/15 Calculated
Parameter Description Equation Ref
N60
SPT N value at 60% energy calculated from qt/N ratios assigned to each SBT zone. This method has abrupt N value changes at zone boundaries.

See Figure 1 5
(N1)60 SPT N60 value corrected for overburden pressure (N1)60 = Cn • N60 4 N60Ic
SPT N60 values based on the Ic parameter [as defined by Roberston and Wride 1998 (5), or by Robertson 2009 (15)]. (qt/Pa)/ N60 = 8.5 (1 – Ic/4.6)
(qt/Pa)/ N60 = 10 (1.1268 – 0.2817Ic)
Pa being atmospheric pressure
5 15, 31
(N1)60Ic SPT N60 value corrected for overburden pressure (using N60 Ic).

User has 3 options.
1) (N1)60Ic= Cn • (N60 Ic)
2) qc1n/ (N1)60Ic = 8.5 (1 – Ic/4.6)
3) (Qtn)/ (N1)60Ic = 10 (1.1268 – 0.2817Ic)
4 5
15, 31
Su
or Su (Nkt)
Undrained shear strength based on qt
Su factor Nkt is user selectable
N
qt Su
kt
− v
=
1, 5
Su
or Su (Ndu)
Undrained shear strength based on pore pressure
Su factor NΔu is user selectable
N
uu
Su
u
eq

−
=
2 1, 5
Dr
Relative Density determined from one of the following user selectable options:
a) Ticino Sand
b) Hokksund Sand
c) Schmertmann (1978)
d) Jamiolkowski (1985) - All Sands
e) Jamiolkowski et al (2003) (various compressibilities, Ko) See reference (methods a through d)
Jamiolkowski et al (2003) reference
5 14
PHI

Friction Angle determined from one of the following user selectable options (methods a through d are for sands and method e is for silts and clays):
a) Campanella and Robertson
b) Durgunoglu and Mitchel
c) Janbu
d) Kulhawy and Mayne
e) NTH method (clays and silts)
See appropriate reference
5 5
5 11
23 Delta U/qt Differential pore pressure ratio
(older parameter used before Bq was established)
qt
u
=
where:
 −= uuu eq
and u = dynamic pore pressure
ueq = equilibrium pore pressure
CK*
Bq Pore pressure parameter
qt  v
u Bq
−

=
 −= uuu eq :where
and u = dynamic pore pressure
ueq = equilibrium pore pressure
1, 2, 5
Net qt
or qtNet
Net tip resistance
(used in many subsequent correlations)
qt −v
CK*
qe
Effective tip resistance
(using the dynamic pore pressure u2 and not equilibrium pore pressure)
2 qt −u
CK*
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 9/15 Calculated
Parameter Description Equation Ref
qeNorm Normalized effective tip resistance

'
2 v
qt −u
CK*
Qt
or Norm: Qt
Normalized qt for Soil Behavior Type classification as defined by Robertson (1990) using a linear stress normalization. Note this is different from Qtn. 

'
v
qt v Qt −
=
2, 5
Fr
or Norm: Fr
Normalized Friction Ratio for Soil Behavior Type classification as defined by Robertson (1990)
qt  v
fs Fr
−
= %100  2, 5
Q(1-Bq) Q(1-Bq) grouping as suggested by Jefferies and Davies for their classification chart and the establishment of their Ic parameter Q  − Bq)1(
where Bq is defined as above and Q is the same as
the normalized tip resistance, Qt, defined above
6, 7
qc1
Normalized tip resistance, qc1, using a fixed stress ratio exponent, n
(this method has stress units)
qc1 = qt • (Pa/v’)0.5
where: Pa = atmospheric pressure 21
qc1 (0.5) Normalized tip resistance, qc1, using a fixed stress ratio exponent, n
(this method is unit-less)
qc1 (0.5)= (qt/Pa) • (Pa/v’)0.5
where: Pa = atmospheric pressure 5
qc1 (Cn)
Normalized tip resistance, qc1, based on Cn
(this method has stress units) qc1(Cn) = Cn * qt 5, 12
qc1 (Cq) Normalized tip resistance, qc1, based on Cq
(this method has stress units) qc1 (Cq)= Cq * qt (some papers use qc) 5, 12 qc1n
normalized tip resistance, qc1n, using a variable stress ratio exponent, n (where n=0.0, 0.70, 1.0)
(this method is unit-less)
qc1n = (qt / Pa)(Pa/v’)n
where: Pa = atm. Pressure and n varies as
described below
3, 5
Ic
or
Ic (RW1998)
Soil Behavior Type Index as defined by Robertson and Fear (1995) and Robertson and Wride (1998) for estimating grain size characteristics and providing smooth gradational changes across the SBTn chart
Ic = [(3.47 – log10Q)2 + (log10 Fr + 1.22)2]

0.5 Where:
n
v
a
a
v P
P
qt Q 














 −
= ' 

Or
n
v
a
a
nc
P
P
qt qQ 















== 1 ' 
depending on the iteration in determining Ic
And Fr is in percent
Pa = atmospheric pressure
n varies between 0.5, 0.70 and 1.0 and is selected
in an iterative manner based on the resulting Ic
3, 5, 21
Ic (PKR 2009)
Soil Behavior Type Index, Ic (PKR 2009) based on a variable stress ratio exponent n, which itself is based on Ic (PKR 2009).

An iterative calculation is required to determine Ic (PKR 2009) and its corresponding n (PKR 2009).

Ic (PKR 2009) =
[(3.47 – log10Qtn)
2 + (1.22 + log10Fr)2
]

0.5 15
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 10/15 Calculated
Parameter Description Equation Ref
n (PKR 2009)
Stress ratio exponent n, based on Ic (PKR 2009).

An iterative calculation is required to determine n (PKR 2009) and its corresponding Ic (PKR 2009).
n (PKR 2009) = 0.381 (Ic) + 0.05 (v’/Pa) – 0.15 15
Qtn (PKR 2009)
Normalized tip resistance using a variable stress ratio exponent based on Ic (PKR 2009) and n (PKR 2009). An iterative
calculation is required to determine Qtn (PKR 2009).

Qtn = [(qt - v)/Pa](Pa/v’)
n
where Pa = atmospheric pressure (100 kPa)
n = stress ratio exponent described above
15 FC Apparent fines content (%)
FC=1.75(Ic3.25) - 3.7
FC=100 for Ic > 3.5
FC=0 for Ic < 1.26
FC = 5% if 1.64 < Ic < 2.6 AND Fr<0.5
3 Ic Zone
This parameter is the Soil Behavior Type zone based on the Ic parameter (valid for zones 2 through 7 on SBTn or SBT Qtn charts)
Ic < 1.31 Zone = 7

1.31 < Ic < 2.05 Zone = 6

2.05 < Ic < 2.60 Zone = 5

2.60 < Ic < 2.95 Zone = 4

2.95 < Ic < 3.60 Zone = 3
Ic > 3.60 Zone = 2
3 State Param
or State
Parameter
or ψ
The state parameter index, ψ, is defined as the difference between the current void ratio, e, and the critical void ratio, ec.

Positive ψ - contractive soil
Negative ψ - dilative soil
This is based on the work by Been and Jefferies (1985) and Plewes, Davies and Jefferies (1992)
- vertical effective stress is used rather than a mean normal stress
See reference 6, 8
Yield Stress
σp’
Yield stress is calculated using the following methods
a) General method
b) 1st order approximation using qtNet (clays)
c) 1st order approximation using Δu2 (clays)
d) 1st order approximation using qe (clays)
All stresses in kPa
a) σp’= 0.33·(qt – σv)
m’ (σatm/100)1-m’

where
25 .2/(1 65)
.0 28 1'
c
I
m
+
−=
b) σp’ = 0.33·(qt – σv)
c) σp’ = 0.54· (Δu2) Δu2 = u2 – u0
d) σp’ = 0.60 · (qt – u2)

19 20
20 20
OCR
OCR(JS1978)
OCR(Mayne2014)
OCR (qtNet)
OCR (deltaU)
OCR (qe)
OCR (Vs)
OCR (PKR2015)
Over Consolidation Ratio based on
a) Schmertmann (1978) method involving a plot
plot of Su/v’ /( Su/v’)NC and OCR
b) based on Yield stresses described above
c) approximate version based on qtNet
d) approximate version based on Δu
e) approximate version based on effective tip, qe
f) approximate version based on shear wave velocity, Vs g) based on Qt
a) requires a user defined value for NC Su/Pc’ ratio
b through f) based on yield stresses
g) OCR = 0.25·(Qt)

1.25 9
19 20
20 20
18 32
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 11/15 Calculated
Parameter Description Equation Ref
Es/qt Intermediate parameter for calculating Young’s Modulus, E, in sands. It is the Y axis of the reference chart. Based on Figure 5.59 in the reference 5 Es
Young’s
Modulus E
Young’s Modulus based on the work done in Italy. There are three types of sands considered in this technique. The user selects the appropriate type for the site from:
a) OC Sands
b) Aged NC Sands
c) Recent NC Sands
Each sand type has a family of curves that depend on mean normal stress. The program calculates mean normal stress and linearly interpolates between the two extremes provided in the Es/qt chart. Es is evaluated for an axial strain of 0.1%.

Mean normal stress is evaluated from:
( )
3 '''
'
3 1

m  hhv ++=
where v’= vertical effective stress
h’= horizontal effective stress
and h = Ko • v
’
with Ko assumed to be 0.5
5 Delta U/TStress Differential pore pressure ratio with respect to total stress v
u


=
where:
 −= uuu eq
CK*
Delta U/Estress,
P Value,
Excess Pore
Pressure Ratio
Differential pore pressure ratio with respect to effective stress.

Key parameter (P, Normalized Pore Pressure Parameter, Excess Pore Pressure Ratio) in the Winckler et. al. static liquefaction method.
'
v
u


=
where:
 −= uuu eq
25, 25a,
CK*
Su/EStress Undrained shear strength ratio with respect to vertical effective overburden stress using the Su (Nkt) method
= Su (Nkt) / v’
CK*
Gmax Gmax determined from SCPT shear wave velocities (not estimated values)
Gmax = ρVs
2 where ρ is the mass density of the soil determined
from the estimated unit weights at each test depth
27 qtNet/Gmax
Net tip resistance ratio with respect to the small strain modulus Gmax determined from SCPT shear wave velocities (not
estimated values)
= (qt - v) / Gmax
where Gmax = ρVs
2 and ρ is the mass density of the soil determined
from the estimated unit weights at each test depth
15, 28,
30 *CK – common knowledge
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 12/15 Table 1b. CPT Parameter Calculation Methods – Liquefaction Parameters Calculated
Parameter Description Equation Ref
KSPT Equivalent clean sand factor for (N1)60 KSPT = 1 + ((0.75/30) • (FC – 5)) 10 KCPT
or
KC (RW1998)
Equivalent clean sand correction for qc1N
Kcpt = 1.0 for Ic  1.64
Kcpt = f(Ic) for Ic > 1.64 (see reference)
Kc = – 0.403 Ic
4 + 5.581 Ic3 – 21.63Ic2 + 33.75 Ic – 17.88
3, 10
Kc (PKR 2010) Clean sand equivalent factor to be applied to Qtn Kc = 1.0 for Ic ≤ 1.64
Kc = – 0.403 Ic
4 + 5.581 Ic3 – 21.63Ic2 + 33.75 Ic – 17.88
for Ic > 1.64
16 (N1)60csIc Clean sand equivalent SPT (N1)60Ic. User has 3 options. 1) (N1)60csIc = α + β((N1)60Ic)
2) (N1)60csIc = KSPT * ((N1)60Ic)
3) (qc1ncs)/ (N1)60csIc = 8.5 (1 – Ic/4.6)
FC ≤ 5%: α = 0, β=1.0
FC ≥ 35% α = 5.0, β=1.2
5% < FC < 35% α = exp[1.76 – (190/FC2)]
β = [0.99 + (FC1.5/1000)]
10 10
5 qc1ncs Clean sand equivalent qc1n qc1ncs = qc1n • Kcpt 3 Qtn,cs (PKR
2010)
Clean sand equivalent for Qtn described above
- Qtn being the normalized tip resistance based on a variable stress exponent as defined by Robertson (2009)
Qtn,cs = Qtn · Kc (PKR 2016) 16
Su(Liq)/ESv Liquefied shear strength ratio as defined by Olson and Stark Su(Liq) = 0.03 + 0.0143(qc1)
v’
Note: v’ and sv’ are synonymous
13 Su(Liq)/ESv
(PKR 2010) Liquefied shear strength ratio as defined by Robertson (2010) Su(Liq)
v’
Based on a function involving Qtn,cs
16 Su (Liq)
(PKR 2010)
Liquefied shear strength derived from the liquefied shear strength ratio and effective overburden stress 16
Cont/Dilat Tip Contractive / Dilative qc1 Boundary based on (N1)60 (v’)boundary = 9.58 x 10-4[(N1)60]

4.79 qc1 is calculated from specified qt(MPa)/N ratio
13 CRR Cyclic Resistance Ratio (for Magnitude 7.5)
qc1ncs < 50:

CRR7.5 = 0.833 [qc1ncs/1000] + 0.05
50  qc1ncs < 160:

CRR7.5 = 93 [qc1ncs/1000]3 + 0.08
10 Kg Small strain Stiffness Ratio Factor, Kg [Gmax/qt]/[qc1n-m] m = empirical exponent, typically 0.75 26
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 13/15 Calculated
Parameter Description Equation Ref
SP Distance State Parameter Distance, Winckler static liquefaction method Perpendicular distance on Qtn chart from plotted point to state parameter Ψ = -0.05 curve
25 URS NP Fr Normalized friction ratio point on Ψ = -0.05 curve used in SP Distance calculation 25
URS NP Qtn Normalized tip resistance (Qtn) point on Ψ = -0.05 curve used in SP Distance calculation 25
Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 14/15 Table 2. References
No. Reference
1 Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, “Use of Piezometer Cone Data”, Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia. 2 Robertson, P.K., 1990, “Soil Classification Using the Cone Penetration Test”, Canadian Geotechnical Journal, Volume 27. This includes the discussions and replies.
3 Robertson, P.K. and Wride (Fear), C.E., 1998, “Evaluating cyclic liquefaction potential using the cone penetration test”, Canadian Geotechnical Journal, 35: 442-459. 4 Robertson, P.K. and Wride, C.E., 1997, “Cyclic Liquefaction and its Evaluation Based on SPT and CPT”, NCEER Workshop Paper, January 22, 1997.
5 Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, “ Cone Penetration Testing in Geotechnical Practice,” Blackie Academic and Professional.
6 Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1992, “CPT Based Screening Procedure for Evaluating Liquefaction Susceptibility”, 45th Canadian Geotechnical Conference, Toronto, Ontario, October 1992.
7 Jefferies, M.G. and Davies, M.P., 1993, “Use of CPTu to Estimate equivalent N60”, Geotechnical Testing Journal, 16(4): 458-467.
8 Been, K. and Jefferies, M.P., 1985, “A state parameter for sands”, Geotechnique, 35(2), 99-112. 9 Schmertmann, 1978, “Guidelines for Cone Penetration Test Performance and Design”, Federal Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation. 10 Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt Lake City, 1996, chaired by Leslie Youd.
11 Kulhawy, F.H. and Mayne, P.W., 1990, “Manual on Estimating Soil Properties for Foundation Design, Report No. EL-6800”, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p. 12 Olson, S.M. and Stark, T.D., 2002, “Liquefied strength ratio from liquefied flow failure case histories”, Canadian Geotechnical Journal, 39: 951-966.
13 Olson, Scott M. and Stark, Timothy D., 2003, “Yield Strength Ratio and Liquefaction Analysis of Slopes and Embankments”, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, August 2003. 14 Jamiolkowski, M.B., Lo Presti, D.C.F. and Manassero, M., 2003, “Evaluation of Relative Density and Shear Strength of Sands from CPT and DMT”, Soil Behaviour and Soft Ground Construction, ASCE, GSP N0. 119, 201-238.
15 Robertson, P.K., 2009, “Interpretation of cone penetration tests – a unified approach”, Canadian Geotechnical Journal, 46: 1337-1355.
16 Robertson, P.K., 2010, “Evaluation of Flow Liquefaction and Liquefied Strength Using the Cone Penetration Test”, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, June 2010. 17 Mayne, P.W. and Kulhawy, F.H., 1982, "Ko-OCR Relationships in Soil", Journal of the Geotechnical Engineering Division, ASCE, Vol. 108, GT6, pp. 851-872.
18 Mayne, P.W., Robertson P.K. and Lunne T., 1998, “Clay stress history evaluated from seismic piezocone tests”, Proceedings of the First International Conference on Site Characterization – ISC ’98, Atlanta Georgia, Volume 2, 1113-1118.

Calculated CPT Geotechnical Parameters – Revision SZW-Rev 14 Page 15/15 No. Reference
19 Mayne, P.W., 2014, “Generalized CPT Method for Evaluating Yield Stress in Soils”, Geocharacterization for Modeling and Sustainability (GSP 235: Proc. GeoCongress 2014, Atlanta, GA), ASCE, Reston, Virginia:
1336-1346.
20 Mayne, P.W., 2015, “Geocharacterization by In-Situ Testing”, Continuing Education Course, Vancouver, BC, January 6-8, 2015.
21 Robertson, P.K. and Fear, C.E., 1995, “Liquefaction of sands and its evaluation”, Proceedings of the First International Conference on Earthquake Engineering, Keynote Lecture IS Tokyo ‘95, Tokyo Japan, 1995.
22 Mayne, P.W., Peuchen, J. and Boumeester, D., 2010, “Soil unit weight estimation from CPTs”, Proceeding of the 2nd International Symposium on Cone Penetration Testing (CPT ’10), Vol 2, Huntington Beach, California; Omnipress: 169-176.
23 Mayne, P.W., 2007, “NCHRP Synthesis 368 on Cone Penetration Test”, Transportation Research Board, National Academies Press, Washington, D.C., 118 pages.
24 Mayne, P.W., 2014, “Interpretation of geotechnical parameters from seismic piezocone tests.”, Key note address #2, proceedings, 3rd International Symposium on Cone Penetration Testing (CPT’14, Las Vegas), ISSMGE Technical Committee TC102.
25 Winckler, Christina, Davidson, Richard, Yenne, Lisa, Pilz, Jorgen, 2014, “CPTu-Based State Characterization of Tailings Liquefaction Susceptibility”, Tailings and Mine Waste, 2014. 25a
Winckler, Christina, Davidson, Richard, Yenne, Lisa, Pilz, Jorgen, 2014, “CPTu-Based State Characterization of Tailings Liquefaction Susceptibility”, Powerpoint presentation, Tailings and Mine Waste, 2014. 26 Schneider, J.A. and Moss, R.E.S., 2011, “Linking cyclic stress and cyclic strain based methods for assessment of cyclic liquefaction triggering in sands”, Geotechnique Letters 1, 31-36. 27 Rice, A., 1984, “The Seismic Cone Penetrometer”, M.A.Sc. thesis submitted to the University of British Columbia, Dept. of Civil Engineering, Vancouver, BC, Canada. 28 Gillespie, D.G., 1990, “Evaluating Shear Wave Velocity and Pore Pressure Data from the Seismic Cone Penetration Test”, Ph.D. thesis submitted to the University of British Columbia, Dept. of Civil Engineering, Vancouver, BC, Canada.
29 Robertson, P.K and Cabal, K.L., 2010, “Estimating soil unit weight from CPT”, Proceedings of the 2nd International Symposium on Cone Penetration Testing (CPT ’10), Huntington Beach, California. 30 Robertson, P.K., 2016, “Cone penetration test (CPT)-based soil behaviour type (SBT) classification system – an update”, Canadian Geotechnical Journal, July 2016.
31 Robertson, P.K., 2012, “Interpretation of in-situ tests – some insights”, Mitchell Lecture, ISC’4, Recife, Brazil. 32 Robertson, P.K., Cabal, K.L. 2015, “Guide to Cone Penetration Testing for Geotechnical Engineering”, 6th Edition.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix F Seismic Refraction Survey Report
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
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Terracon Consultants, Inc. - Sonoma County Office 321A Blodgett Street Cotati, California 94931 P (707) 796-7170 F (707) 796-7175 terracon.com

REPORT COVER PA GE
Geophysical Report
Napa River Emergency Crossing Repair Project
Yountville, California
December 21, 2023
TERRACON JOB NO. NS235022
Prepared for:

Prepared by:

Terracon Consultants, Inc. – Sonoma County Office 321A Blodgett Street Cotati, California 94931 P (707) 796-7170 F (707) 796-7175 norcalgeophysical.com REPORT C OVER LETTER TO SIGND ECEM BER 21, 2023
December 21, 2023
Delve Underground
1350 Treat Boulevard
Walnut Creek, California 94597
Attention: Ms. Su Soe
Subject: Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Dear Ms. Soe,
This report presents the findings of a geophysical survey performed by Terracon Consultants, Inc. (Sonoma County), formerly NORCAL Geophysical Consultants, Inc. for the Napa River Emergency Crossing Repair Project currently underway in Yountville, California. The means of investigation consisted of the seismic refraction (SR) geophysical method.

This survey is supplemental to a geotechnical investigation currently underway by Delve Underground (Delve). The work was authorized under a Delve Agreement for Subcontracting Services, dated November 30, 2023, and signed December 5, 2023. Terracon Professional Geophysicist David T. Hagin (CA PGp No. 1033) and Staff Geophysicist Matthew N. LaRiviere conducted the survey on December 8, 2023. Ms. Sarah Mills of Delve provided field assistance and logistic support.

The scope of Terracon's services for this project consisted of using geophysical methods to characterize the subsurface. The accuracy of our findings is subject to specific site conditions and limitations inherent to the techniques used. We performed our services in a manner consistent with the standard of care ordinarily exercised by members of the profession currently employing similar methods. No warranty, with respect to the performance of services delivered under this agreement, express or implied, is made by Terracon.

Responsive ■ Resourceful ■ Reliable
We appreciate having the opportunity to provide our services for this project. If you have any questions or require additional geophysical services, please do not hesitate to call on us.

Sincerely,
Terracon Consultants, Inc.

David T. Hagin Donald J. Kirker
Senior Geophysicist Authorized Project Reviewer
California Professional Geophysicist California Professional Geophysicist PGp No. 1033 PGp No. 997
Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ 1

1.0 INTRODUCTION
A rupture in Yountville’s recycled-water main crossing beneath the Napa River prompted the Napa River Emergency Crossing Repair Project. The 6-inch main is a PVC pipe that was installed in 1977 and serves the Vintner’s Golf Club and various other vineyard ponds east and west of the river.

Delve is currently performing a geotechnical investigation for the planning and design of rerouting portions of the pipeline. To aid in this investigation, we employed the seismic refraction geophysical method to aid in assessing the local subsurface geology.

2.0 SITE CONDITIONS
The following description of site conditions is derived from our observations during the survey and a review of publicly available aerial photographs, geologic and topographic maps.

Item Description
Survey Information
The seismic refraction (SR) survey was comprised of three lines within a vineyard on the east side of the Napa River. The line locations were positioned to provide information regarding the subsurface conditions along the planned pipeline right-of-way.

Existing Topography
Based on Google Earth data and other sources, the topography at each line location can be characterized as gently sloping toward the west. Surface elevations range from about 85- to 102-ft (NAVD88). Hills rising above the valley floor lie along the eastern site border.

Site Geology
Available geologic maps (CGS 2002, 2003; USGS 2017; USGS SIM 2956) and information from Delve indicate that the site is underlain by Quaternary age alluvial fan deposits and younger alluvium over Tertiary age volcanic rocks (Sonoma Volcanics - andesite to dacite plugs and/or rhyolite flows). The Sonoma Volcanics presumably comprise much of the hills to the east, as large outcrops are visible on the upper portions of the ridgeline. The West Napa Fault Zone is mapped approximately 0.75 miles west of the site, at its closest point.

3.0 SCOPE OF WORK
The geophysical investigation consisted of performing a seismic refraction (SR) survey along three SR lines in a vineyard adjacent to the left bank of the Napa River. The lines are denoted as Line SR-1 through Line SR-3, as designated by Delve.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
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4.0 DATA PRESENTATION
In order to aid in the understanding of survey details and results, the following plates are attached to this report:
• Plate 1 – Site Location Map utilizes aerial photographic imagery for a site vicinity map (upper right) showing the position of the site relative to Yountville, and a site map showing the locations of Lines SR-1 through SR3 in red, as indicated in the legend. • Plates 2, 3 and 4 – Seismic Refraction Profiles present the colorcontoured seismic p-wave profile for each respective SR line.

In addition to the plates, this report includes details of the survey objectives, methodology and the instrumentation used, as well as the data acquisition and processing procedures. Our interpretations regarding the results of data processing are based on our understanding of the site geology and our experience in considering the structures implied by the seismic velocity models.

5.0 SEISMIC REFRACTION SURVEY

5.1 SURVEY OBJECTIVES
The SR method provides seismic p-wave velocity values that may aid in determining the consolidation, saturation, cementation, or hardness of the underlying lithologic materials. The purpose of the SR survey was to assess the thickness of overburden, the depth to rock and the rock character (hardness, weathering and/or fracturing). More detailed descriptions of the SR methodology, the instrumentation we used, our data acquisition, analysis, and interpretation procedures as well as the general limitations of the method are provided in Appendix A – Seismic Refraction Survey.

5.2 SURVEY METHODOLOGY
The SR method is designed to measure subsurface variations in the p-wave velocities, which will be denoted herein as “Vp.” The SR method provides both vertical and lateral variations in the Vp of subsurface materials. These measurements can then be used to produce a two-dimensional (2D) cross-section (profile) illustrating variations in Vp versus depth and distance beneath the seismic line.

Variations in Vp typically reflect differences in the density and elastic properties of the subsurface.

In general, the Vp of weathered rock and consolidated or cemented sedimentary deposits are higher than those of unconsolidated sediments or fill material. Within rock, higher Vp values typically correspond with harder, less weathered and/or fractured rock. Therefore, the Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ 3
configuration of Vp values may aid in determining the thickness of sedimentary and soil layers (overburden), and the character of the underlying bedrock.

5.3 INSTRUMENTATION
For seismic data acquisition, we use an advanced digital seismograph that accurately measures the time required for a seismic wave to travel from a physical energy source, such as hammer and plate or explosives, to a series of geophones that detect the vibrations at increasing distances from the source. By using many geophones, multiple source locations (shot-points), and advanced processing software we achieve excellent data saturation, resulting in a robust and nuanced seismic velocity model.

5.4 DATA ACQUISITION
The SR lines each consisted of 24 geophones spaced at 8-ft intervals along a colinear array.

Each line was comprised of a single seismic array and contained five evenly distributed shotpoints. At each shot-point, multiple stacks (hammer swings) were acquired to increase the signalto-noise ratio and improve data quality. The length of each line was set out at 200-ft along the ground surface, as measured with a fiberglass tape, yielding a maximum depth of investigation estimated at 40-ft.

5.5 SR PROFILES
The results of the SR survey are illustrated by the color contoured seismic velocity cross-sections (profiles) shown on Plates 2, 3 and 4. On each profile, the vertical axis represents elevation (NAVD88), and the horizontal axis represents the survey stationing established for each SR line with the zero-value at the westernmost end of the line. The unit of measure for both axes is the US Survey Foot. The solid black line along the top of the contoured portion of the profiles represents the ground surface.

Seismic p-wave velocity (Vp) is represented by the labeled contours and the color shading between contours and is presented in feet per second (ft/sec). The relationship between color and Vp is specified by the color scale shown near the bottom of each plate. The color scales for all the profiles are identical for ease of comparison.

5.6 SEISMIC VELOCITIES
The Vp measured by the seismic refraction survey range from approximately 1,000 ft/sec near the surface to just over 7,000 ft/sec, generally increasing with depth. As we have no subsurface information for correlation to the profiles, our interpretations are founded on a basic understanding of the site geology, as described in Section 2.0. Based on our experience in similar geologic environments and the mapped geology, we differentiate the range of measured values into three sub-ranges which we define herein as low, moderate, and high.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ 4
• Low Vp range from approximately 1,000 to 4,000 ft/sec and are represented by tan, brown and yellow colors. We interpret Vp in this range to represent unsaturated surficial soils and poorly consolidated sedimentary deposits.
• Moderate Vp range from 4,000 to 6,000 ft/sec and are represented by shades of green and blue. Vp in this range typically represent more consolidated, cemented, or saturated sediments and/or weathered rock. • High Vp range from 6,000 to over 7,000 ft/sec and are represented by varying shades of maroon. These values are interpreted to represent units within the mapped Sonoma Volcanics (USGS SIM 2956).

5.7 INTERPRETATIONS
Our interpretations of the SR profiles are based on the mapped geology (USGS SIM 2956) and the Vp ranges discussed in Section 5.6.
• Lines SR-1 and SR-2 indicate a surficial layer of soils and poorly consolidated sedimentary deposits, represented by tan and yellow colors, that ranges from 5- to 20-ft thick, generally thickening toward the west. • Below this, an apparently westward dipping layer of weathered rock/consolidated sediments is represented by green and blue colors. This layer is relatively thin on Line SR-1 (5- to 10-ft) but is up to 30-ft thick on Lines SR-2 and SR-3. Vp values are lowest on Line SR-3, where maximum values are less than 5,000 ft/sec.
• “Rock velocities,” in maroon, extend across the extent of Line SR-1 at depths of 15- to 27-ft, with an apparent southwestward dip. High Vp values appear only at the southwest end of Line SR-2 and are entirely absent on Line SR-3.

Based on all three SR profiles, it appears that the top of more competent rock becomes deeper toward the west and south, and it appears to be beyond the maximum depth of investigation at the Line SR-3 location. However, since Line SR-3 is equally near the base of the hills to the east, it is possible that the difference in Vp is due to a change in rock type or degree of weathering progressing southward. We note that the geologic map (USGS SIM 2956) shows a change from rhyolite flows to andesite/dacite plugs near this area.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ 5

6.0 METHOD LIMITATIONS
Geophysical methods are a type of remote sensing technology and have inherent limitations based on the physics involved with each specific method. In understanding the results of this investigation, it is important to understand these limitations and the uncertainties involved in the interpretation of data. Please refer to Appendix A – Section 6.0 for details on these limitations.

VICINITY MAP CLIENT: JOB #. PLATE LOCATION: www.terracon.com 321A BLODGETT STREET PH. (707) 796-7170 COTATI, CA 94931 FAX. (707) 796-7175 DRAWN BY: H.PHILSON APPROVED BY: DATE: YOUNTVILLE, CALIFORNIA DELVE UNDERGROUND NS235022 DTH DECEMBER 2023 12/18/2023 ● ● PROFES IONAL GEOPHYSICIST STATE OF CALIFORNIA DAVID T HAGIN No. 1033 1 SITE LOCATION MAP SEISMIC REFRACTION SURVEY NAPA RIVER EMERGENCY CROSSING REPAIR PROJECT SEISMIC REFRACTION LINE LEGEND 0 150 300 (1 inch = 150 feet) SCALE 321A BLODGETT STREET PH. (707) 796-7170
COTATI, CA 94931 FAX. (707) 796-7175
www.terracon.com
PLATE

PROFESSIONALGEOPHYSICIST

STATE OF CALIFORNIA
● ●
DRAWN BY: H.PHILSON
12/18/2023
APPROVED BY: DTH
DATE: DECEMBER 2023
LOCATION: YOUNTVILLE, CALIFORNIA
CLIENT: DELVE UNDERGROUND
JOB #: NS235022
2 SEISMIC REFRACTION PROFILE – LINE SR-1

NAPA RIVER EMERGENCY CROSSING

REPAIR PROJECT
(1 inch = 15 feet)
SCALE
0 15 30
1000
2000
2000
3000
3000
4000
4000
5000
6000
7000
0 15 30 45 60 75 90 105 120 135 150 165 180 195

STATION (FT)
LINE SR-1
45 60
75 90
105

ELEVATION (FT)
45 60
75 90
105
1000 2000 3000 4000 5000 6000 7000

SEISMIC P-WAVE VELOCITY (FT/SEC)
SW NE
321A BLODGETT STREET PH. (707) 796-7170
COTATI, CA 94931 FAX. (707) 796-7175
www.terracon.com
PLATE

PROFESSIONALGEOPHYSICIST

STATE OF CALIFORNIA
● ●
DRAWN BY: H.PHILSON
12/18/2023
APPROVED BY: DTH
DATE: DECEMBER 2023
LOCATION: YOUNTVILLE, CALIFORNIA
CLIENT: DELVE UNDERGROUND
JOB #: NS235022
3 SEISMIC REFRACTION PROFILE – LINE SR-2

NAPA RIVER EMERGENCY CROSSING

REPAIR PROJECT
(1 inch = 15 feet)
SCALE
0 15 30
1000
2000
2000
3000
3000
4000
4000
5000
6000
0 15 30 45 60 75 90 105 120 135 150 165 180 195

STATION (FT)
LINE SR-2
45 60
75 90
105

ELEVATION (FT)
45 60
75 90
105
SW NE
1000 2000 3000 4000 5000 6000 7000

SEISMIC P-WAVE VELOCITY (FT/SEC)
321A BLODGETT STREET PH. (707) 796-7170
COTATI, CA 94931 FAX. (707) 796-7175
www.terracon.com
PLATE

PROFESSIONALGEOPHYSICIST

STATE OF CALIFORNIA
● ●
DRAWN BY: H.PHILSON
12/18/2023
APPROVED BY: DTH
DATE: DECEMBER 2023
LOCATION: YOUNTVILLE, CALIFORNIA
CLIENT: DELVE UNDERGROUND
JOB #: NS235022
4 SEISMIC REFRACTION PROFILE – LINE SR-3

NAPA RIVER EMERGENCY CROSSING

REPAIR PROJECT
(1 inch = 15 feet)
SCALE
0 15 30
1000
2000
2000
3000
3000
4000
4000
0 15 30 45 60 75 90 105 120 135 150 165 180 195

STATION (FT)
LINE SR-3
45 60
75 90
105

ELEVATION (FT)
45 60
75 90
105
NW SE
1000 2000 3000 4000 5000 6000 7000

SEISMIC P-WAVE VELOCITY (FT/SEC)
APPENDIX A:

Seismic Refraction Survey
Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-1
APPENDIX A:

Seismic Refraction Survey

1.0 METHODOLOGY

The seismic refraction method provides information regarding the seismic velocity structure of the subsurface. An impulsive (mechanical or explosive) energy source is used to produce compressional (p-) wave seismic energy at the surface. The p-waves propagate into the earth and are refracted along interfaces caused by an increase in velocity. A portion of the p-wave energy is typically refracted back to the surface where it is detected by sensors (geophones) that are coupled to the ground surface in a collinear array (spread). The detected signals are recorded on a multi-channel seismograph and are analyzed to determine the shot point-to-geophone travel times. These data can be used along with the corresponding shot point-to-geophone distances and elevation data to determine the depth, thickness, and velocity of subsurface seismic layers.

2.0 INSTRUMENTATION
The seismic waveforms produced at each shot point were recorded using a Geometrics Geode 24-channel engineering distributed array seismograph, as pictured in Figure 1, and RT Clark geophones with a natural frequency of 4.5 Hz. The geophones were coupled to the ground surface by a metal spike affixed to the bottom of each geophone case. Seismic energy was produced at each shot point by multiple impacts with a 16-pound sledgehammer against a metal strike plate placed on the ground surface. The seismic waveforms were digitized, processed, and amplified by the Geode, transmitted via a ruggedized Ethernet cable to a field computer and algebraically summed (stacked) until sufficient signal to noise ratio was achieved. The data were displayed on the computer’s LCD screen in the form of seismograms, analyzed for quality assurance and archived for subsequent processing. These images were subsequently used to determine the time required for P-waves to travel from each shot point to each geophone in the array (spread).

Figure 1: Geometrics Geode 24-channel engineering
distributed array seismograph.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-2

3.0 DATA ACQUISITION
We collected SR data along three lines, designated as Lines SR-1 through SR-3, as described in the main body of the report. The line locations are shown by the red lines on the site location map (Plate 1). Data were acquired using arrays of 24 geophones with 8-ft spacing and five shot points at 48- or 52-ft intervals, as shown in Figure 2. Shot points were placed off each end of the geophone arrays as well as distributed equally within each array. The lines were each comprised of a single seismic array, yielding line lengths of 200-ft along the ground surface. The maximum depth of investigation is determined by the greatest shot-to-receiver distance and is estimated to be 40-ft.

Figure 2: SR Array configuration.

4.0 DATA ANALYSIS
The seismic refraction data were processed using the software package SeisImager, written by Oyo Corporation (Japan) and distributed by Geometrics Inc. This package consists of two programs titled Pickwin, Version 5.1.1.2 (2013) and Plotrefa, Version 3.0.0.6 (2014). For each seismic line we used Pickwin to view the seismic records and identify first arriving P-wave energy at each geophone and to determine the shot point to geophone travel time associated with each arrival. We then used Plotrefa to assign elevations to each geophone and to plot the shot point to geophone travel times versus their distance (Station) along the line. A sample Time versus Depth (t-d) graph is shown in Figure 3.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-3
Figure 3: Sample SR Time-Distance Graph. Red circles represent layer 1 (V1), green circles represent V2 and blue circles represent V3.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-4
After examining the t-d graph we assigned velocity layers (1-3) to each travel time and then computed a 2D model using Plotrefa’s time-term routine. This resulted in a 2D layered crosssection (profile) illustrating seismic velocity versus depth. A sample 2D time-term model is shown in Figure 4.

Figure 4: Sample Time-Term Seismic Velocity Model. Velocities are labeled and indicated by the color bar on the right.

Finally, we used the time term model as input to Plotrefa’s tomographic routine. This routine divided the input model into cells according to the geophone spacing and depth range and assigned a velocity to each cell. It then used a ray-tracing routine to compute synthetic travel times through the model from each shot point to every geophone. The synthetic travel times were compared with the observed travel times to determine the goodness of fit. If the fit was not within certain assigned parameters, the program then adjusted the velocity in each cell and reran the ray tracing. This procedure was repeated through as many as 20 iterations in order to achieve the optimum fit between observed and synthetic travel times. A sample tomographic model is shown in Figure 5.

Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-5
Figure 5: Sample tomographic Inverted Seismic Velocity Model. Velocities indicated by color bar on right.

Once the tomographic processing was complete, we used the computer program Surfer 21.2 by Golden Software to construct a color contoured 2D cross-section (profile) illustrating the results for each seismic line. The p-wave velocity profiles are presented on Plates 2 through 4.

5.0 INTERPRETATION
The SR profiles described above are models of the subsurface based on p-wave velocities. How these velocities and their subsurface distribution relate to geology is a matter of interpretation.

This interpretation can be based on experience and a general knowledge of the local geology.

However, the best results are achieved when the models can be correlated with subsurface information provided by other means such as onsite observations, borehole geological and/or geophysical logs, trench logs or projections based on mapped surface geology. This type of information is referred to as “ground truth.”
In any case, the resulting seismic velocity profile represents a model of the subsurface that must be interpreted by the best means available. Thus, the interpreted profile is conceptual in nature, and is not expected to represent an exact depiction of the subsurface.

6.0 LIMITATIONS
Based on the physical properties of refraction (Snell’s Law), for a seismic wave to be refracted back toward the surface, the seismic velocity of the upper layer must be less than the velocity of the lower layer. When higher velocities overlie lower velocities, often referred to as a velocity inversion, the seismic energy will be refracted downward, and the lower layer will not be detected at the surface. As a result, the calculated depths of any deeper higher velocity layers may be over-estimated. Furthermore, some layers may be truncated or too thin to detect. These are referred to as “hidden layers.”
Napa River Emergency Crossing Repair Project
Yountville, California
Terracon Project No. NS235022
Responsive ■ Resourceful ■ Reliable ■ A-6
If the seismic source used for the survey does not produce sufficient energy to propagate through the entire spread at detectable levels, the first arriving p-waves at each geophone may not be visible on the seismic records. Additionally, extraneous seismic energy sources such as wind, traffic or nearby machinery may create “noise” on the recorded waveforms that may mask the first arrivals.

Another common external noise source is overhead power lines. If the cable is laid out parallel to the lines electrical noise may be induced in the cable. Possible internal noise sources may be faulty geophone connections due to dirt or moisture, or use of an unsuppressed power supply.

In noisy conditions many “stacks” (multiple shots) may be necessary to achieve an acceptable signal-to-noise ratio. Stacking consists of superposition of waveforms such that the stacked shot energy builds with successive shots, whereas the noise tends to cancel itself out due to its random nature. In extremely noisy conditions it may not be possible to achieve an acceptable signal-tonoise ratio for the greatest shot-to-receiver distance, possibly reducing the maximum depth of investigation.

Finally, seismic refraction processing algorithms assume that the seismic velocity layers are isotropic. That is, that the velocity is uniform within the length and breadth of each layer. Another assumption is that the velocity distribution does not change in a direction transverse to the seismic line. In other words, that there is true 2D symmetry. If these conditions are not met, the actual subsurface conditions will vary from those represented by the seismic model.

Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix G Volcanic Bedrock Exposure Mapping
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.

TABLE G-1
Project: 6475 Client: Name: Emergency Recycled Water Pipeline Installation Location: Yountville, CA 6/14/2024 Test #
1 2
3 4 1 i 61 20 16.17 1553 39.41 10.41 0.90 9.35 1357
5 2 i 55 34 14.00 2381 48.80 5.88 0.99 5.82 844
6 3 i 49 25 6.55 1559.72 39.49 4.20 0.90 3.78 548
7 8
9 10
Photo 3: BRE-1 Hand Samples After Point Load Tests
Description
(see bedrock descriptor legend in Appendix A)
Andesitic flow breccia (Figure 6.2), massive flow layering, aphanitic to porphyritic texture. Surface is gray to dark gray with discoloration; when freshly exposed, rock has light gray to gray matrix with white and dark gray to black phenocrysts, and is weathered to a light brown to brown silt/clay along fracture surfaces. Slight to moderate weathering on fresh surfaces; moderately severe weathering on outer surface and fracture surfaces. Moderately hard to hard.

Moderately strong to strong. Steep to vertical, close to moderately close, tight fractures, slightly rough fracture surfaces.

Iron staining and weathering penetrates rock
approximately 1-2 inches when broken open. Rock has
generally dull to ringing sound when struck. Rock can be scratched. A few to several medium to hard blows of a
hammer are required to detach hand samples.

Notes
De = the equivalent core diameter.

De2 = D2 for diametral core tests and 4A/π for axial, block and lump tests. 1 Mpa = 145.0377 psi Is = π/De2 F = (De/50)0.45

CALIBRATED
06/09/2013

TEST DEVICE SERIAL NUMBER
Photo 2: BRE-1 Exposed Along Fracture Surface
Photo 1: BRE-1 (looking northeast) Schmidt Hammer Rebound Test Results Horizontal impact direction; see correlation chart in Figure G-1 (Proceq SA, Switzerland 2013)

POINT LOAD TEST TYPE
Rebound Value
AEP transducer
Is(50) Is , psi (50) F , Mpa Is,
Mpa
De,
mm
27 32
MATEST A125 A125/AC/0037
d = diametrical
De2, mm
2 42
42 Load (P),
kN
Diameter
(D), mm
Width
(w), mm Test Type Specimen
number
23 49
32 35
// = parallel to plane of weakness
^ = perpendicular to plane weakness
i = irregular lump
b = block
a = axial
Final Rev. No. 0 / September 2024
West Yost Mapping Date:

Bedrock
Exposure:

Location Map ID

SERIAL NUMBER
914291
BRE - 1
Tsvabsl, see
Figure 6.2

38.394722°,
-122.339167°
See Figure 1, outcrop
located directly
upslope of boring B-2
ROCK POINT LOAD TEST, ASTM D-5731 procedure

READOUT GAUGE
34 32
Schmidt Hammer Rebound
Testing Area
Major Fracture Planes
TABLE G-2
Project: 6475 Client: Name: Emergency Recycled Water Pipeline Installation Location: Yountville, CA 6/14/2024 Test #
1 2
3 4 4 i 71 35 25.87 3164 56.25 8.18 1.05 8.62 1250
5 5 i 29 33 17.28 1218 34.91 14.18 0.85 12.06 1750
6 7
8 9
10 Photo 3: BRE-2 Hand Samples After Point Load Tests
Description
(see bedrock descriptor legend in Appendix A)
Andesitic flow breccia (Figure 6.2), massive flow layering, porphyritic texture. Surface is gray to dark gray with discoloration; when freshly exposed, rock has gray to dark gray matrix with white to light gray phenocrysts, and weathered to a light brown to brown silt/clay along fracture surfaces. Slight weathering on fresh surfaces; moderately severe weathering on outer surface and fracture surfaces. Hard to very hard. Strong to very strong. Steep to vertical, close to moderately close, tight fractures, smooth to slightly rough fracture surfaces.

Iron staining and weathering penetrates rock
approximately 0.5-1 inch when broken open. Rock has
generally ringing sound and yields small rock fragments when struck. Rock can be scratched with difficulty.

Several hard blows of a hammer are required to detach
hand samples.

Notes
1 Mpa = 145.0377 psi Is = π/De2 F = (De/50)0.45
De2 = D2 for diametral core tests and 4A/π for axial, block and lump tests.

De = the equivalent core diameter.

Is(50), Mpa Is(50), psi Load (P),
kN De2
, mm
2 i = irregular lump
^ = perpendicular to plane weakness
// = parallel to plane of weakness
49 34
27 POINT LOAD TEST TYPE
d = diametrical
55 Photo 2: BRE-2 Exposed Along Fracture Surface
29 51
14 a = axial
b = block
De,
mm
Is,
Mpa F
26 Specimen
number Test Type Width (w), mm
Diameter
(D), mm
5 Rebound Value SERIAL NUMBER CALIBRATED
28 MATEST A125 A125/AC/0037 AEP transducer 914291
Final Rev. No. 0 / September 2024
Mapping Date:

Bedrock
Exposure:

Location Map ID
Schmidt Hammer Rebound Test Results
Downward vertical impact direction; see correlation
chart in Figure G-1 (Proceq SA, Switzerland 2013)
West Yost
ROCK POINT LOAD TEST, ASTM D-5731 procedure
BRE - 2

38.395833°,
-122.339722°
See Figure 1
Tsvabsl,
see Figure

6.2 06/09/2013
Photo 1: BRE-2 (looking downward)

TEST DEVICE SERIAL NUMBER READOUT GAUGE
Schmidt Hammer Rebound
Testing Area
Major Fracture Planes
TABLE G-3
Project: 6475 Client: Name: Emergency Recycled Water Pipeline Installation Location: Yountville, CA Test #
1 2
3 4 6 i 55 33 6.37 2311 48.07 2.76 0.98 2.71 393
5 7 i 66 62 3.60 5210 72.18 0.69 1.18 0.82 118
6 8 i 73 50 4.32 4647 68.17 0.93 1.15 1.07 155
7 8
9 10
Photo 2: BRE-3 Exposed Along Fracture Surface
Photo 3: BRE-3 Hand Samples After Point Load Tests
Andesitic flow breccia (Figure 6.2), massive flow layering, aphanitic to porphyritic texture. Surface is light brown to brown with severe discoloration and iron staining; when freshly exposed, rock has light brown to brown matrix with brown and gray phenocrysts, and is weathered to a light brown to brown silt/clay along fracture surfaces. Moderately severe weathering throughout rock.

Moderately hard. Moderately strong. Primary set of steep to vertical, very close to moderately close, tight and open fractures, slightly rough fracture surfaces. Secondary set of horizontal to shallow, close to moderately close, tight and open fractures, slightly rough fracture surfaces. Other random fractures present.

Iron staining, discoloration, and weathering penetrates rock when broken open. Rock has generally ringing
sound and yields small rock fragments when struck.

Rock can be scratched. A few hard blows of a hammer
are required to detach hand samples.

Description
(see bedrock descriptor legend in Appendix A) Notes
MATEST A125 A125/AC/0037 AEP transducer 06/09/2013
Is(50), psi Load (P),
kN Is(50), Mpa
De2 = D2 for diametral core tests and 4A/π for axial, block and lump tests.

Is = π/De2
Mapping Date:

BRE - 3

38.394444°,
-122.338889°
See Figure 1
Tsvabsl,
see Figure

6.2 Bedrock
Exposure:

Location Map ID
West Yost
Rebound Value READOUT GAUGE SERIAL NUMBER CALIBRATED
ROCK POINT LOAD TEST, ASTM D-5731 procedure
F = (De/50)0.45
48 POINT LOAD TEST TYPE
d = diametrical
a = axial
1 Mpa = 145.0377 psi
b = block
i = irregular lump
^ = perpendicular to plane weakness
// = parallel to plane of weakness
De = the equivalent core diameter.

SERIAL NUMBER
68 30
Specimen
number Test Type Width (w), mm
40 29
Final Rev. No. 0 / September 2024
6/14/2024
914291
46 De2, mm
2 De,
mm
Is,
Mpa
60 F
18 52
39 Diameter
(D), mm
Schmidt Hammer Rebound Test Results
Horizontal impact direction; see correlation chart in
Figure G-1 (Proceq SA, Switzerland 2013)
Photo 1: BRE-3 (looking northeast)

TEST DEVICE
Schmidt Hammer Rebound
Testing Area
Major Fracture Planes
5000
6000
7000
8000
8500 ±950
±900
±850
±800 Dispersion (psi) Unconfined Compressive Strength (psi) NOTES:

See Figure 1 for test locations and Tables G-1 through G-3 for test results.

Conversion curves are based on the average compressive strength of a 6"x12" concrete cylinder and the Rebound Value (R). The limits of dispersion are set to include 80% of all compressive strength test results.

The Schmidt Hammer icon shown in the figure indicates the impact direction applied.

Modified from "Original Schmidt Operating Instructions". Proceq SA, Switzerland, 2013. 1 2
3 4
20 35 40 45 50 55
Rebound Value (R)
25 30
2000
3000
4000
±650
±750
±700
1500
G-1
Figure
File No. 6475.0 September 2024
West Yost
Town of Yountville
Emergency Recycled Water Pipeline Installation
Yountville, California
Schmidt Hammer Rebound Test Correlation Chart
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
Appendix H 1977 As-Built Drawings
Emergency Recycled Water Pipeline Installation Final Basis of Design Report Final Rev. No. 0 / September 2024
This page intentionally left blank.
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