Roseville City Council
September 16, 2026

02 20 00 - 2
CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EARTHWORK
PROJECT #08-158
B. Excavation Slope: Excavation slope shall be defined as an inclined surface formed by removing material from below existing grade.

C. Embankment Slope: Embankment slope shall be defined as an inclined surface formed by placement of material above existing grade.

1.04 SYSTEM DESCRIPTION
A. Refer to the project Geotechnical Evaluation Report for project specific information.

1.05 SUBMITTALS
A. The Contractor shall provide submittals as required hereunder.

B. Submit current technical data for each type of material specified to prove compliance with the specifications.

C. Samples of fill materials to be used shall be submitted 20 days in advance of use.

Samples shall consist of 1.0 cubic foot of each type of material proposed. This shall include onsite materials.

1.06 QUALITY ASSURANCE
A. The contractor shall retain a qualified geotechnical engineer and testing laboratory to perform all required soils investigations and provide geotechnical data necessary for the Work. All costs for geotechnical data and reporting shall be borne by the Contractor. The Contractor’s geotechnical work shall apply to the trench fill material and its compaction. The City will provide its own geotechnical study to determine an applicable pavement section for the contractor to use in the road replacement work.

B. The Contractor will take samples and perform tests for compliance with the specifications, including but not limited to Atterberg limits, specific gravity, sand equivalent, R-value, durability, moisture content, gradation, compaction, and density tests during placement of backfill materials. The Contractor shall remove surface material at locations designated by the Owner’s Representative and provide such assistance as necessary for sampling and testing.

C. The Owner’s Representative may direct the Contractor to construct inspection trenches in compacted or consolidated backfill to verify compliance with these specifications. The Contractor will bear the costs for sampling, testing and retesting performed under this Paragraph.

PART 2 - PRODUCTS

2.01 FILL MATERIALS
A. Drain Rock:

1. Drain Rock material shall be clean crushed granular material, commonly known as coarse aggregate, conforming to CALTRANS Standard Specification Section 90-

3.02. 2. Contractor may propose 1-1/2 inch x ¾ inch gradation or 1 inch x No. 4 gradation.

However, once selected the same gradation must be used throughout the project.

3. Drain Rock shall be composed of hard, durable, and sound pieces of rock having a specific gravity of not less than 2.65.

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EARTHWORK
PROJECT #08-158
B. Class 2 Aggregate Base: Class 2 Aggregate Base shall be ¾-inch maximum size free from organic or other deleterious substances, in conformance with CALTRANS Standard Specifications Section 26.

U.S. Standard Sieve Size Percent by Weight Passing
1 inch 100
3/4 inch 90 - 100
No. 4 35 - 60
No. 30 10 - 30
No. 200 2 - 9
Test Minimum Value
Resistance (R Value) 78
Sand Equivalent 22
Durability Index 35
PART 3 - EXECUTION

3.01 GENERAL
A. Removal of Obstructions

1. The Contractor shall remove all brush, trees, logs, stumps, roots, heavy sods, heavy growth of grass, all decayed vegetative matter, fences, and all structures where the proper construction and completion of the Work require their removal.

The Contractor shall also remove all rocks, stones, broken concrete and pavement, debris and all obstructions of whatsoever kind or character, whether natural or artificial, encountered in the Work.

2. Material that is removed as hereinbefore specified, and is not to be incorporated in the Work, shall be properly disposed of off the site.

B. Surplus Material

1. Unless otherwise specified, surplus excavated material shall be disposed of in accordance with applicable ordinances and environmental requirements.

2. No excavated material shall be deposited on private property unless written permission from the Owner thereof is secured by the Contractor. Before the City will accept the work as being completed, the Contractor shall file a written release signed by all property owners with whom the Contractor has entered into agreements for disposal of excess excavated material absolving the City from any liability connected therewith.

3. The Contractor shall satisfy himself that there is sufficient material available for the completion of the required earthwork before disposing of any material inside or outside the site. The Contractor shall replace shortage of material, caused by premature disposal of any material by the Contractor.

4. Material shall not be stockpiled to a depth greater than 5 feet above finished grade within 25 feet of any excavation or structure except for those areas designated to be pre-consolidated. For these areas, the depth of stockpiled material shall be as

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EARTHWORK
PROJECT #08-158
specified. The Contractor shall maintain stability of the soil adjacent to any excavation.

C. Finish Grading

1. Finished grade will be as required for proper drainage, except where a local change in elevation is required to match sidewalks, curbs, manholes and catch basins. Allowance for topsoil and grass cover, and subbase and pavement thickness shall be made so that the specified thickness of topsoil can be applied to attain the finished grade.

2. When the Work is at an intermediate stage of completion, the lines and grades shall be as specified plus or minus 0.5 foot to provide adequate drainage.

3. If the soil is to be cultivated or straw is to be incorporated into the surface, rocks larger than 2-1/2 inches in maximum dimension, roots and other debris on the surface of the slope shall be removed and disposed of prior to cultivation or placement of straw.

D. Control of Erosion

1. The Contractor shall maintain earthwork surface true and smooth and protected from erosion. Where erosion occurs, the Contractor shall provide fill or shall excavate as necessary to return earthwork surfaces to the grade and finish specified.

3.02 FILL
A. Fill material shall be placed in horizontal layers and compacted with power-operated tampers, rollers, idlers, or vibratory equipment. Material type, maximum layer depth, relative compaction, and general application are specified in the following table.

Material Type
Maximum
Loose Layer
Depth, Inches
Minimum
Relative
Compaction,
Percent General Application
Class 2 Aggregate
Base
8 95 Slabs on grade
Class 2 Aggregate
Base
8 95 Below structures except as shown on the
Drawings
Class 2 Aggregate
Base
6 90
95 Structural backfill adjacent to structures
Upper 1 foot of structural backfill
Class 2 Aggregate
Base
8 90
95 Roadway subgrade or embankment fill
Upper 1 foot of roadway or embankment
fill

3.03 EARTHWORK FOR STRUCTURES
A. Structure Excavation

1. The bottom shall not be more than 0.15 foot above or below the lines and grades specified. If the elevation or structure excavation is not specified, the excavation shall be not more than 0.15 foot above or below the elevation specified for fill

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EARTHWORK
PROJECT #08-158
material below the structure. Slopes shall vary no more than 0.5 foot from specified grade unless the excavation is in rock where the maximum variation shall be 2 feet.

2. Unless otherwise specified, excavations shall extend a sufficient distance from walls and footings to allow for placing and removal of forms, installation of services, and for inspection, except where concrete is specified to be placed directly against excavated surfaces.

B. Structural Fill and Backfill

1. Structural Fill and Backfill shall conform to the requirements of this Section or as shown on the Drawings. In the case of a conflict the more restrictive requirement shall govern.

2. After completion of construction below the elevation of the final grade, and prior to backfilling, forms shall be removed and the excavation shall be cleaned of debris.

3. Structure backfill shall not be placed until the subgrade portions of the structure have been inspected. No backfill material shall be deposited against concrete structures until the concrete has developed a compressive strength of not less than the specified 28 day concrete strength.

4. Backfill material shall be placed in uniform layers with uncompacted thickness of not more than 8 inches and shall be brought up uniformly on all sides of the structure. Each layer of backfill shall be compacted to a relative compaction of not less than 90 percent. The top 12 inches shall be compacted to at least 95 percent relative compaction. Where the backfill is under roadway or traffic area, the material within 12 inches below the roadbase shall be compacted to a relative compaction of not less than 95 percent. Compaction by means of water jetting or water ponding shall not be permitted.

5. Unless otherwise specified, backfill around and above pipelines within the excavation line of any structure shall be the same as that specified for structures.

6. Controlled Density Fill may be used for structural backfill as shown on the Drawings.

C. Drain Rock

1. Drain rock below and around structures shall be completely encased in filter fabric. a. Seams shall be overlapped a minimum of 3 feet.
b. Repair all tears and cuts in fabric prior to backfill. c. Take precautions to not damage fabric during backfill.

2. Drain rock to be placed under structures shall be compacted with 2 to 4 passes of a vibrating compactor into an even surface to minimize migration of finer material that may be placed on top of the rocks.

3.04 EXCAVATION AND BACKFILL FOR PIPELINES AND CONDUITS A. Excavation

1. Unless otherwise specified or indicated, excavation for pipelines and conduits shall be open cut. Trenching machines are not recommended for this project. Their use will likely result in damage to existing facilities.

2. Where, in the opinion of the Owner’s Representative, the undisturbed condition of the natural soils below the excavation grades indicated or specified is inadequate for the support of the planned pipeline, the Owner’s Representative will direct the Contractor to over-excavate to adequate supporting soils and backfill the excavated space to the proper elevation.

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EARTHWORK
PROJECT #08-158

3. Unless otherwise shown, trenches shall be excavated at least 6 inches below the final elevation of the barrel of the pipe.

B. Trench Width

1. The maximum and minimum allowable trench width shall be as shown in the City Standard Details or the contract drawings. The maximum width shall be inclusive of all sheeting, lagging and bracing.

2. Wherever the maximum allowable trench width is exceeded for any reason, the Contractor shall provide improved bedding and/or extra strength pipe, as directed by the Owner’s Representative.

3. All pipelines shall have minimum of 6 inches bedding material below the barrel of the pipe. Bedding shall be placed and compacted as specified for initial trench backfill and shall be placed to provide uniform support for the pipe.

4. Where, in the opinion of the Owner’s Representative, stabilization of the undisturbed foundation below the 6-inch bedding of the over-excavated depth as shown is required because of the soft, spongy or unstable condition, backfill selected by the Owner’s Representative shall be placed in the trench bottom.

Stabilization measures will be required per the City’s Standard Details.

C. Initial Backfill

1. After the pipe has been properly laid and inspected, initial backfill shall be placed around the pipe to a depth over the pipe as shown in the Drawings. The backfill material shall be placed in horizontal layers and compacted by power-operated tampers, rollers, or vibratory equipment to the relative compaction in accordance with Fill Requirements. Jetting of bedding or initial backfill is not allowed.

2. Each layer shall be compacted to the specified relative compaction prior to placing subsequent layers. The thickness of the loose layer may be increased, at the City’s discretion, when in-place compaction tests satisfactory to the Owner’s Representative show that the specified relative compaction can be obtained. No further backfilling will be permitted until the Owner’s Representative has accepted the initial backfill.

D. Subsequent Backfill

1. Above the level of initial backfill, the trench shall be filled with material as specified unless otherwise indicated on the Drawings. The backfill material shall be placed in horizontal layers and shall have a moisture content such that the required degree of compaction may be obtained. Each layer shall be compacted by poweroperated tampers, rollers or other suitable equipment to the relative compaction as indicated in same table. Each layer shall be compacted to the specified relative compaction prior to placing subsequent layers.

3.05 SITE FILL
A. Unless otherwise specified general site fill material shall be Select Fill or Engineered Fill compacted to a relative compaction of at least 90 percent. If the existing slope in an area to be filled is steeper than 5:1, the Contractor shall bench the area prior to filling.

END OF SECTION

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT LANDSCAPE REPAIRS
PROJECT #08-158
SECTION 02 49 10

LANDSCAPE REPAIRS
PART 1 - GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish all labor, equipment, and materials necessary to perform the following work as indicated on the drawings and specified herein:

1. Finish Grading

2. Lawn and Grass Restoration

3. Concrete and Hardscape Restoration

4. Soil Preparation

5. Clean Up

6. Maintenance

7. Guarantee

1.02 RELATED WORK AND REFERENCES
A. Section 02 07 50 – Protection, Testing, and Restoration of Existing Facilities ASPA (American Sod Producers Association) -Guideline Specification for Sodding B. Latest Edition of the City of Roseville Design and Construction Standards

1.03 EXISTING CONDITIONS
A. Contractor shall visit the site and become familiar with all conditions relative to landscaping, hardscape, elevations, soils, area of work, clearances, etc.; no extra payment will be allowed for work occasioned by improper appraisal of existing conditions. Contractor shall document existing conditions with photographs and video per the City of Roseville’s Design and Construction Standards and Specification 02 00 70 – Construction Photography.

B. Existing landscaping and hardscape shall be preserved wherever possible.

1.04 PROPERTY OWNER COORDINATION
A. The Contractor is made aware that the City has not made any Right of Entry agreements with property owners within the project area. The Contractor shall be solely responsible for preparing and distributing project notifications and coordinating any activity on private property with the property owner. Contractor is required to provide copies of notification materials in advance for approval. Contractor must also inform the City when properties are provided notifications.

1.05 LANDSCAPING
A. Contractor shall replace all damaged landscaping with plants similar in variety, size, and shape to the existing landscaping. In the event that like landscaping is not commercially available, the Contractor shall coordinate with the property owner for a replacement. In no case will the Contractor be required to replace landscaping to a higher value than the existing without additional considerations from the City.

1.06 HARDSCAPING
A. Concrete, asphalt, pavers, and other hardscaping shall be sawcut as appropriate and replaced. Repairs shall be made to the City of Roseville’s Design and Construction

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT LANDSCAPE REPAIRS
PROJECT #08-158
Standards, contract specifications, and the Owner acceptance. Alternative methods of repair shall be approved by the property owner and the City Representative.

B. Replacement of hardscaped surfaces shall match existing to the fullest extent possible including, but not limited to, exposed aggregate, stamped concrete, colored concrete, brick, stone, bark, wood, planter box, etc.

1. Decorative hardscape repairs or replacements will require the Contractor to matching stamps, colors, paver types, and material type, etc.

C. Contractor’s personnel physically performing this replacement work shall have a minimum of five (5) years of experience in performing related hardscape work and shall demonstrate a high level of competence.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver Sod to the site on palettes within 24 hours of stripping.

B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of manufacturer.

PART 2 - MATERIALS

2.01 SOIL CONDITIONER
A. Shall be treated bark, 1/4" size, Vita-Bark Nursery Mix, or equal.

2.02 GROWING MEDIA
A. Topsoil: Natural, fertile, agricultural soil capable of sustaining vigorous plant growth, not in frozen or muddy condition, containing not less than six (6) percent organic matter, and corrected to pH value of 5.9 to 7.0. Free from subsoil, slag, clay, stones, lumps, live plants, roots, sticks, crabgrass, cough grass, noxious weeds, and foreign matter. Not exceeding twelve (12) inches in depth.

B. Fertilizer: Use commercial fertilizer formulation required by soil analysis. Deliver fertilizer mixed as specified in standard size bags showing weight, analysis, name of manufacturer. Store in a weatherproof storage location in such a manner that it will be kept dry and its effectiveness will not be impaired.

2.03 HYDRO MULCH AND SEEDING
A. Provide hydro-mulch and seeding (if approved in lieu of sod) for any lawn or landscape area disturbed.

PART 3 - EXECUTION

3.01 PRE-CONSTRUCTION DOCUMENTATION
A. Prior to construction, the Contractor will document the conditions of all surface features of the affected areas.

3.02 FINISH GRADING
A. Drainage: make entire area within the impacted area smooth and even and ensure adequate drainage of all areas. There shall be no depressed areas where water is trapped creating wet or ponding areas. Should this be discovered by the City before or after completion of the landscape, the Contractor shall correct the problem at no expense to the City.

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT LANDSCAPE REPAIRS
PROJECT #08-158
B. Finish Grades: Ensure that finish grades shall be 1/2" below surface of paved areas.

C. Scars: Eliminate any erosion or construction scars.

D. Private Concrete and Pavers Areas: The Contractor shall prepare the subgrade under the existing concrete or paver area to match that of the existing condition. Compact subgrade to a minimum 90% relative compaction.

3.03 SOIL PREPARATION
A. All areas to be seeded or shrub planting beds shall be cleared and weeded. Fertilizer shall be applied in accordance with the recommendations of the nursery supplying the plants.

3.04 PLANTINGS
A. Trees: Plant, stake, fertilize and provide initial watering in accordance with supplying nursery recommendations.

B. Shrubs: Plant, support, fertilize and provide initial watering in accordance with supplying nursery recommendations.

C. Sod: Sod shall match the existing grass type and shall be planted, fertilized, and watered in accordance with supplying nursey recommendations.

3.05 WEED CONTROL
A. Apply pre-emergent weed control to all shrub planting beds after completion of all planting. Follow manufacturer's direction. Do not allow any weed control in the seeded areas. After applying the pre-emergent weed control, do not over-water any areas to prevent the washing away of pre-emergent weed control.

B. If the area has existing weed barrier fabric that is damaged, replace in kind.

3.06 MAINTENANCE
A. Until the City’s Acceptance of Project: The 2-month maintenance period will commence upon completion of the repairs and/or tree and shrub planting as verified by the City Representative as a result of an on-site visit. Completion of the maintenance period shall be verified by another on-site visit. The Contractor shall request both on-site visits, in writing, five days in advance. If landscaping or maintenance is unacceptable, the maintenance period shall continue until final acceptance of the job by the City Representative.

B. Replacements: All dead plant materials and all plants not in a vigorous growing condition at the end of the maintenance period shall be replaced as weather conditions permit. Plants used for replacement shall be of the same variety and size (where possible) as those originally planted and shall be planted as specified.

C. Maintenance: Maintenance shall include all watering, reseeding, spraying, pruning, and weeding necessary to keep the planting areas neat and attractive throughout the maintenance period.

D. The Contractor is not expected to engage in long term maintenance of the new plantings. However, he shall maintain the plantings until the completion of the 2- month maintenance period referenced in Section 3.06 or as noted below. While the Contractor is maintaining the plantings, the following conditions shall be met.

1. Water all plants and grass as needed to promote growth and health to re-establish new plantings. Water grass sufficient to moisten soil 3-5 inches deep. Contractor

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT LANDSCAPE REPAIRS
PROJECT #08-158
shall continue watering activities until receiving final project acceptance from the City Representative.

2. Replant damaged areas.

3. Roll when necessary to remove minor depressions or irregularities.

4. Control growth of weeds. When using herbicides, apply in accordance with manufacturer's recommendations. Remedy damage resulting from negligent or improper use of herbicides. Only use herbicides with the permission of the property owner. If the property owner does not allow the use of herbicides, Contractor will not be liable for weed control.

E. Sprinkler Systems

1. With cooperation of the owner, contractor shall operate existing sprinkler system prior to any construction that may affect the system.

2. With cooperation of the owner, ensure sprinkler system settings are adequate to ensure adequate watering of the newly placed plantings.

3. Contractor shall submit a report of findings to the inspector of the system preconstruction condition and post-construction condition. The irrigation system shall not be in worse condition than originally reported.

4. Contractor shall be responsible for watering as necessary to re-establish plantings where no functioning irrigation systems exist.

3.07 CONCRETE AND PAVERS
A. The Contractor shall coordinate with property owner regarding the extent of the repairs and how the Contractor intends to make the repairs. The Contractor shall demonstrate to the property owner’s satisfaction what the repair will look like (e.g. color, texture and pattern, shape) and must get written agreement of the property owners’ satisfaction of the repair or replacement. The Contractor shall submit the written agreements to the City Representative as a condition of acceptance.

3.08 POST CONSTRUCTION DOCUMENTATION
A. Produce Post-Construction photographs and video per the City of Roseville’s Design and Construction Standards and Section 02 00 70 – Construction Photography. **END OF SECTION**

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT CAST-IN-PLACE CONCRETE PROJECT #08-158
SECTION 03 30 00

CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.01 SUMMARY
A. Description of Work: Provide concrete work, complete in-place in accordance with the Contract Documents, including formwork, placement and finishing.

B. Curb, gutter and sidewalk concrete shall be per City Standards. Sidewalks shall be replaced starting and stopping at existing scored joints.

1.02 REFERENCE DOCUMENTS
A. Standard Specifications: Whenever the words "Standard Specifications" are referred to in this Specification, the reference is to the State of California, Department of Transportation (CAL-TRANS), Standard Specifications Latest Edition. Standard Specifications paragraphs regarding measurement and payment are excluded.

1.03 SUBMITTALS
A. Submit all items specified in this Paragraph:

1. Cement Certification

2. Aggregate Certification

3. Curing Method and Curing Material Proposed

4. Admixtures (if any)

5. Mix Design

6. Current (within the last 6 months) break data

1.04 QUALITY ASSURANCE
A. All concrete for the project shall be controlled concrete of specified strengths, of uniform color, and free from defects liable to adversely affect strength or durability of the structure or its components.

B. Workmanship: Materials and methods used for the production and placement of concrete shall be such as to assure the specified quality and shall conform to applicable requirements of the Building Code for Reinforced Concrete (ACI 318 and ACI 614) of the American Concrete Institute, except as otherwise specified in this Section.

C. Defective Concrete Surfaces shall be repaired or replaced as directed at no additional expense to the City.

PART 2 - PRODUCTS

2.01 CONCRETE MATERIALS
A. Portland Cement: ASTM C150, Type II, low alkali. All cement used shall be of one manufacturer.

B. Water: Clean and free from deleterious amounts of acids, alkalis, salts and organic matter.

C. Sand: Clean, washed river sand.

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CIRBY WAY 24-INCH MAIN REPLACEMENT CAST-IN-PLACE CONCRETE PROJECT #08-158
D. Air Entraining Agents shall be used where specified hereinafter.

1. Approved agents are Sika AER, Master Buildings MBAE-10, Darex AERA and Protex AEA.

2. For concrete exposed to freeze/thaw cycles, de-icing chemicals or other chemicals, entrained air content shall be between 5 and 7 percent by volume.

E. Admixtures: Except for air entraining agents and water-reducing admixtures, no other admixtures shall be used without written approval from the Engineer.

1. Calcium chloride will not be permitted for use in concrete under any circumstances.

F. Concrete Mixing

1. Ready-Mixed Concrete: ASTM C94 except as otherwise specified herein.

2. Temperature of concrete shall be 80 degrees Fahrenheit maximum at time of placing.

2.02 MIX DESIGN
A. Cement Content shall contain not less than six 94 lb sacks of Portland cement per cubic yard.

B. Aggregate Size: 3/4"
C. Maximum Slump: 4” for all concrete as determined by ASTM C143.

D. Contractor may substitute fly ash for up to 15 percent of cement at a rate of 1.5 lbs fly ash for each 1 lb of cement.

E. Water cement ratio:

1. Shall not exceed 0.40 for water containment structures.

2. Shall not exceed 0.50 for other structures.

F. Volume ratio of fine to total aggregates:

Coarse
Aggregate
Size
Minimum
Ratio
Maximum
Ratio
3/8"
1/2"
3/4"
1"
1-1/2"

0.45 0.40

0.35 0.30

0.25 0.50

0.50 0.50

0.46 0.42
G. Initial set:

1. 5-1/2 hours +1 hr after water and cement are added to the aggregates as determined by ASTM C403.

2. Adjust retarder quantities to compensate for temperature and job condition variations.

H. Admixtures:

1. Content, batching method, and time of introduction in accordance with the manufacturer's recommendations for compliance with this specification.

2. Include a water reducing admixture.

3. Calcium chloride is not permitted.

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CIRBY WAY 24-INCH MAIN REPLACEMENT CAST-IN-PLACE CONCRETE PROJECT #08-158

4. Superplasticizer may be required. A separate submittal and approval are required.

Slump tests shall be taken at the batch plant prior to addition, if a superplasticizer is used.

I. Strength: Minimum compressive strength as determined by ASTM C39 for concrete structures:

Age
Concrete
Structures
Minimum
Strength
Thrust
Block
Minimum
Strength
7 days
28 days
2,500 psi
3,000 psi
2,000 psi
3,600 psi
J. Consistency:

1. Suitable for the placement conditions.

2. Slump uniform.

3. Aggregate floating uniformly throughout the concrete mass.

4. Flow sluggishly when vibrated or spaded.

2.03 FORM MATERIALS
A. Adequacy of the form, bracing, and shoring shall be the sole responsibility of the Contractor. The design shall meet the requirements of ACI 301.

B. Forms shall be mortar tight.

C. Lumber: Straight; uniform width and thickness; and free from knots, offsets, holes, dents, and other surface defects.

D. Form coating: Industrial lubricants "Nox-crete Form Coating," W. R. Meadows "Durogard," PRECO "Reebol Form Cote," or equal.

2.04 REINFORCING MATERIALS
A. Reinforcing Bars: ASTM A615, Grade 60.

B. All reinforcing bars shall be stored so as to prevent contact with the earth.

C. Insert Anchor: RedHead as manufactured by ITT Phillips Drill Division.

2.05 SEALANT
A. Sealant to seal expansion joints and crack control joints shall be as follows:

1. W.R. Meadows #164 Polymer Sealing Compound or Sof-Seal or equal.

PART 3 - EXECUTION

3.01 ACCEPTANCE AT SITE:

A. Prepare a delivery ticket for each load of ready-mixed concrete.

B. Truck operator shall hand ticket to City Representative at the time of delivery.

C. Ticket to show actual:

1. Quantity delivered in cubic yards

2. Actual amount of each material in batch.

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CIRBY WAY 24-INCH MAIN REPLACEMENT CAST-IN-PLACE CONCRETE PROJECT #08-158
a. Cement - lbs
b. Water – lbs
c. Water-Cement Ratio
d. Coarse aggregate
e. Fine aggregate
f. Additives

3. Outdoor temperature in the shade.

4. Time at which cement was added.

5. Truck, project, and mix design identification number.

6. Time water was added to the load.

D. Failure to provide the delivery ticket will be cause to reject the load.

E. Time Limits:

1. Mix designs including retarder: Failure to arrive at jobsite within 90 minutes after the addition of water will be cause to reject the load.

2. Mix designs not including retarder: Failure to arrive at jobsite within 60 minutes after the addition of water will be cause to reject the load.

3.02 FORMS
A. Build and erect forms to conform to the required shapes, patterns, lines, grades and dimensions indicated. Forms shall be substantial and tight to prevent leakage of mortar and shall be properly braced and tied together to maintain position and shape. Provide chamfered corners where indicated.

B. Concrete work out of alignment, level or plumb, will be cause for rejection of the whole work affected, and if so, rejected such work shall be removed and replaced at no increase in cost to the City.

C. Conform to ACI 347 as modified herein.

D. Surfaces exposed to view.

1. Prefabricated plywood panel forms, job-built plywood forms, or forms lined with plywood or fiberboard.

2. Laid out in a regular and uniform pattern with long dimensions vertical and joints aligned.

3. Produce finished surfaces free from offsets, ridges, waves, and concave or convex areas.

4. Maximum deviation from a true plane: 1/8-inch in 6 feet.

E. Plywood or lined forms are not required for surface (buried by backfill) not normally submerged or not normally exposed to view.

F. Other types of forms may be used:

1. For surfaces not restricted to plywood or lined forms.

2. As backing for form lining.

G. Provide forms above all extended footings.

H. When placing concrete against gravel or crushed rock not containing 25 percent minimum material passing a No. 4 sieve:

1. Provide polyethylene film to protect concrete from water loss.

2. Lap joints 4 inches.

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CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT CAST-IN-PLACE CONCRETE PROJECT #08-158
I. Size and space walers, studs, internal ties and other form supports so proper working stresses are not exceeded.

J. Form concrete column supported beams and slabs so column forms may be removed without disturbing beam and slab form supports.

K. Where the top of a wall will be exposed to weathering, stop form on at least one side at true line and grade.

L. Other locations to be finished to a specified elevation, slope, or contour, bring form to true line and grade and provide a wooden guide strip at the proper location in the forms for finishing the top surface with a screed or template.

M. At horizontal construction joints in walls, stop the forms on one side not more than 2 feet above the joint.

N. Provide temporary opening at the bottom of columns and wall forms and wherever necessary for cleaning and inspection.

O. Install form ties on exposed surfaces in uniformly spaced vertical and horizontal rows.

P. Provide chamfer strips.

1. To bevel salient edges and corners.

2. To bevel salient edges of equipment bases.

3. 3/4-inch bevel.

Q. Do not remove or disturb until concrete has attained sufficient strength to safely support all dead and live loads.

R. Leave shoring beneath beams and suspended slabs in place and reinforce as required by construction equipment and materials.

S. Remove forms carefully to prevent surface gouging, corner or edge breakage and other damage.

3.03 REINFORCEMENT FABRICATION
A. Steel reinforcement shall not be bent or straightened in a manner that will injure the material. Bars with kinks or bends not shown on the Drawings shall not be used.

Heating of the bars for bending or flame cutting will not be permitted.

3.04 REINFORCEMENT PLACEMENT
A. Placement: All reinforcement shall be accurately formed and set in place, lapped, spliced, space rigidly and securely held in place, tied with the specified wire at all splices and crossing points.

B. Cleaning: Reinforcing steel, at the time the concrete is placed around it, shall be cleaned of rust, scale, mill scale or other coatings that will destroy or reduce bond.

C. Except at contact splices, minimum clear distance between bars, is to be the greater of:

1. Nominal diameter of bars.

2. 1.5 times maximum size of coarse aggregate.

3. 1-1/2 inch in columns.

4. 1-inch in beams.

5. 2 inches in other locations.

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D. Where beam reinforcement is placed in 2 layers, place bars in upper layer directly above bars in lower layer.

E. Do not install reinforcement for beams and slabs that are supported by concrete columns until after the concrete for the column has been placed.

F. Fabricate in accordance with ACI 315 and ACI 318 except as specified or indicated on Drawings.

G. Splices:

1. As indicated on the Drawings.

2. Do not weld or tack weld reinforcing steel except where specifically indicated on Drawings.

3. Remove and replace steel upon which any unauthorized welding has been performed.

4. When splicing bars in tie beams subject to tensile loading, splice no more than half the bars within a length of 40 bar diameter and hook each spliced bar end 180 degrees.

H. Do not bend or re-bend reinforcing steel at job site. Bending of steel in locations not shown on Drawings shall be cause for rejection of work.

3.05 EMBEDMENTS:

A. Accurately position and securely anchor in forms all anchor bolts, casting, steel shapes, conduit, sleeves, masonry anchorages, and other materials to be embedded in concrete.

B. Anchor bolts:

1. Provide sufficient threads on anchor bolts to permit a nut on the concrete side of the form or template.

2. Install a second nut on the other side of the form or template.

3. Adjust the nuts to hold the bolt rigidly in the proper position.

C. Clean embedments before installation.

D. Clean concrete spatter and other foreign substances from surfaces not in contact with concrete.

3.06 EXPANSION JOINTS
A. Provide expansion joints of the size and location as shown on the Drawings or as specified. Expansion joint filler shall be installed 1/2-inch below surface of concrete where applicable and sealed with sealant unless otherwise noted.

3.07 CONCRETE PLACEMENT
A. Surrounding Conditions: Before any concrete is placed, the following items of work shall have been completed in the area of placing.

1. Reinforcing steel shall have been placed, tied and supported.

2. Embedded work of all trades shall be in place in the forms and adequately tied and braced.

3. The entire area of deposit shall have been cleaned of wood chips, sawdust, dirt, debris, hardened concrete and other foreign matter.

4. Concrete surfaces to which fresh concrete is to be bonded shall be saw-cut and broken away. Surfaces shall be brush cleaned to remove all dust and foreign

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matter and to expose the aggregate, and then coated with the bonding adhesive herein specified.

B. Conveying concrete from mixer to forms shall be as rapid as possible but shall in no case be longer than one hour from when the cement was added to the aggregate.

C. Placing Concrete:

1. Before starting new pour on or against concrete that has hardened, the hardened concrete shall be roughened and thoroughly cleaned of foreign matter and any laitance.

2. No adjustment of steel reinforcement will be permitted during the placement of concrete.

3. The concrete shall be scheduled so that placing is a continuous operation for the completion of each section between predetermined construction joints. Location of construction joints shall be as indicated on the Drawings or if not shown on the drawings, per ACI standards as interpreted by the Engineer.

3.08 CRACK CONTROL JOINTS
A. Construction joints:

1. Locations:
a. As indicated on the Drawings, and if not shown, joint spacing shall not exceed ACI recommendations as interpreted by the Engineer.

B. Expansion and contraction joints:

1. Contraction joints:
a. Provide as indicated on Drawings.

2. Expansion material:
a. Provide as indicated on Drawings.

3.09 CONCRETE FINISHES
A. All Concrete Work: except as otherwise specified, shall be of a quality that will present a finished appearance upon the stripping of the forms. Only a minimum of patching and finishing should be necessary as required to fill holes left by form ties and to remove any fins or minor irregularities left by the joints in the forms.

B. Finishing surfaces:

1. Finish per City of Roseville Standards.

3.10 CONCRETE CURING
A. Carefully and thoroughly cure all newly placed concrete.

B. Concrete Slabs: Apply the specified liquid curing compound and hardener according to manufacturer's written directions. Apply at maximum rate of 300 square feet per gallon for smooth surfaces and 200 square feet per gallon for rough surfaces.

C. Protect concrete from moisture loss for at least seven (7) days after placement.

3.11 MISCELLANEOUS WORK
A. Patchwork: Where concrete requires patching, filling, or tying into, concrete shall be mixed, placed and finished in the same manner as specified for new concrete.

Surfaces to which new concrete must bond shall be thoroughly cleaned and coated

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with concrete adhesive. Carefully rod or vibrate concrete to eliminate air pockets and ensure concrete is filling holes full. Use low slump concrete to minimize shrinkage.

3.12 CLEANING AND PROTECTION
A. Clean all surfaces and leave in satisfactory condition.

B. Protect concrete surfaces from damage by tools, equipment, materials and workmen.

No traffic, shoring or other loading will be permitted on concrete until it has hardened sufficiently to prevent injury to finish and strength. In any case, all concrete shall be cured a minimum of seven days before the removal of shoring or allowing any loading, including backfill.

END OF SECTION

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CIRBY WAY 24-INCH MAIN REPLACEMENT CONTROLLED LOW STRENGTH MATERIAL PROJECT #08-158
SECTION 03 34 00.13

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.

B. CLSM to be used only where called for in the drawings or where approved by the City or its representative.

1.02 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, backfill adjacent to structures where clearance is limited, pipe abandonment 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.

1.03 SUBMITTALS
A. Mix Design: Identify name and/or number of the mix design. Provide proportions and gradations of materials proposed for CLSM.

B. Certified test results for compressive strength.

C. Anchoring procedures and materials for flotation prevention.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Cement:

1. Conforming to ASTM C150,

2. Type II or III with total alkali content not more than 0.8 percent.

B. Water: Clean, potable water.

C. Fly Ash

1. Mix Designs used for Pipe Bedding and Trench Backfill: Class C in conformance with ASTM C 618.

2. Mix Designs used for Backfill of Excavations: Class F in conformance with ASTM C 618

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D. Aggregate Materials

1. Densely graded rock conforming to the following gradation:

Sieve Size Percentage Passing
1”
No. 8
100
50-100
No. 200 0-5

2.02 DESIGN REQUIREMENTS
A. Minimum Cement Content: 50 pounds per cubic yard.

B. Use fly ash to improve flow-ability of the fresh CLSM and to regulate the strength.

1. Do not use more than 300 pounds per cubic yard.

C. Unit Weight Requirements

1. Density of CLSM when used as backfill of excavations:
a. Between 100 pounds per cubic foot and 130 pounds per cubic foot in the asplaced condition as determined by AST D 6023.

D. Compressive Strength Requirements

1. Mix Designs used for Pipe Bedding and Trench Backfill:
a. Compressive strength at 28 days between 50 psi and 100 psi as determined in accordance with ASTM D 4832.

2.03 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: Between 6 inches and 8 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.

2.04 MEASUREMENT OF MATERIALS
A. Use weighing equipment to determine the amount of cement, fly ash, and aggregate entering into each patch. Where batches are proportioned to contain an integral number of conventional sacks of cement, the cement is delivered at the mixer in the original unbroken sacks, the weight of the cement contained in each sack may be taken without weighing as 94 lbs.

B. Use a suitable water meter or other acceptable method of measuring the quantity of water entering the mixer.

PART 3 - EXECUTION

3.01 PLACEMENT
A. 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.

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B. 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.

C. Flotation Prevention

1. Prevent flotation during CLSM placement by one or more of the following methods:
a. Placing CLSM in two or more lifts, with each lift reaching an initial set before the succeeding lift is placed.
b. Use of soil screw anchors, at a maximum 10 foot spacing. c. Use of concrete “swamp” anchors at a maximum 10 foot spacing.

D. The maximum vertical deflection in the pipe shall not exceed 0.01 feet. At no portion of a stick of pipe or continuous section of pipeline, shall a negative downstream slope be allowed unless specifically shown on the design profile.

3.02 PROTECTION OF CLSM
A. Protect CLSM from equipment, traffic, and backfilling operations until the surface has achieved an initial set and has hardened enough to develop a minimum penetration number of 650 when tested in accordance with ASTM C 403.

B. 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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03 60 00 - 1
CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT GROUT
PROJECT #08-158
SECTION 03 60 00
GROUT
PART 1 - GENERAL

1.01 SUMMARY
A. The work of this Section includes providing grout other than that required for masonry work.

B. The following types of grout are included in the work of this Section:

1. Non-Shrink Grout: This type of grout shall be used wherever grout is required, unless another type is specifically indicated.

2. Cement Grout

3. Epoxy Grout
C. Related Sections
Section Title
03300 Cast-in-Place Concrete
D. Except as otherwise indicated, the current versions of the following apply to the work of this Section:

Reference Title
CRD-C 621 Corps of Engineers Specification for Non-shrink Grout ASTM C109 Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50-mm Cube Specimens)
ASTM C531 Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical- Resistant Mortars, Grouts, and Monolithic Surfacings ASTM C579 Test Methods for Compressive Strength of Chemical-Resistant Mortars and Monolithic Surfacings
ASTM C827 Test Method for Early Volume Change of Cementitious Mixtures ASTM D696 Test Method for Coefficient of Linear Thermal Expansion of Plastics

1.02 SUBMITTALS
A. The Contractor shall provide submittals as required hereunder.

1. Manufacturer's literature containing instructions and recommendations on the mixing, handling, placement, and appropriate uses for each type of non-shrink and epoxy grouts proposed for use in the work.

2. Certified test results verifying the compressive strength, shrinkage, and expansion properties.

1.03 QUALITY CONTROL
A. Field Tests

1. When a product is used without documentation, compression test specimens will be taken during construction from the first placement of each type of grout, and at intervals thereafter as selected by the Engineer to insure continued compliance with these specifications.

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2. Compression tests and fabrication of specimens for cement grout and non-shrink grout will be performed as specified in ASTM C 109. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate.

3. Compression tests and fabrication of specimens for epoxy grout will be performed as specified in ASTM C 579, Method B, at intervals during construction as selected by the Owner’s representative. A set of three specimens will be made for testing at 7 days, and each earlier time-period as appropriate.

B. The cost of all laboratory tests on grout will be borne by the Owner, but the Contractor shall assist the Owner’s representative in obtaining specimens for testing. However, the Contractor shall be charged for the cost of any additional tests and investigation on work performed which does not meet the specifications. The Contractor shall supply all materials necessary for fabricating the test specimens.

PART 2 - PRODUCTS

2.01 CEMENT GROUT
A. Cement grout mix design shall satisfy the same requirement as structural concrete, except that cement grout has no large aggregate requirement when the grout thickness is less than 3”.

2.02 PREPACKAGED GROUTS
A. Non-Shrink Grout

1. Non-shrink grout shall be a prepackaged, inorganic, non-gas-liberating, nonmetallic, cement-based grout requiring only the addition of water. Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of non-shrink grout indicated herein shall be that recommended by the manufacturer for the particular application.

2. Class A non-shrink grouts shall have a minimum 28 day compressive strength of 5000 psi; shall have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C827; and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state when tested in accordance with CRD C 621.

3. Class B non-shrink grouts shall have a minimum 28 day compressive strength of 5000 psi and shall meet the requirements of CRD C 621.

B. Application

1. Class A non-shrink grout shall be used for the repair of all holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all equipment base plates, and at all locations where grout is specified in the contract documents; except, for those applications for Class B non-shrink grout and epoxy grout indicated herein. Class A non-shrink grout may be used in place of Class B non-shrink grout for all applications.

2. Class B non-shrink grout shall be used for the repair of all holes and defects in concrete members which are not water-bearing and not in contact with soil or other fill material, grouting under all base plates for structural steel members, and grouting railing posts in place.

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2.03 CURING MATERIALS
A. Curing materials shall be as indicated in Section 03 30 00 – Cast-in-Place Concrete for cement grout and as recommended by the manufacturer of prepackaged grouts.

2.04 CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the particular application.

B. Unless otherwise noted on contract drawings, grout for base plates and equipment leveling shall have flowable, semi-flowable, and dry pack viscosities.

1. Flowable and semi-flowable consistencies require formwork.

2. Dry pack consistency is such that the grout is plastic and moldable, but will not flow.

2.05 MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using containers.

Shovel measurement is not an acceptable method of measurement.

PART 3 - EXECUTION

3.01 GENERAL
A. All surface preparation, curing, and protection of cement grout shall be as required.

The finish of the grout surface shall be troweled smooth unless noted otherwise.

B. Where pre-packaged product is used, the manufacturer’s representative shall provide on-site technical assistance upon request.

C. Base concrete or masonry must have attained its design strength before grout is placed. When bonding to an existing cementious material is expected, waterblasting or sandblasting to roughen the substrate is required.

3.02 GROUTING PROCEDURES
A. Base Plate Grouting

1. For base plates, the original concrete shall be blocked out or finished off a sufficient distance below the plate to provide for a grout thickness not exceeding 2x the anchor bolt diameter.

2. After the base plate has been set in position at the proper elevation and double nutted on the anchor bolts, the space between the bottom of the plate and the original pour of concrete shall be filled with non-shrink-type grout. The grout shall be placed so there a no voids between the bottom of the base plate and the concrete.

B. Topping Grout

1. All mechanical, electrical, and finish work shall be completed prior to placement of topping or concrete fill. The base slab shall be given a roughened textured surface by sandblasting or waterblasting to ensure bonding to the base slab.

2. The minimum thickness of grout topping and concrete fill shall be one inch. Where the finished surface of concrete fill is to form an intersecting angle of less than 45 degrees with the concrete surface it is to be placed against, a key shall be formed in the concrete surface at the intersection point. The key shall be a minimum of 3-1/2-inches wide by 1-1/2-inches deep.

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3. The base slab shall be thoroughly cleaned and wetted prior to placing topping and fill. No topping concrete shall be placed until the slab is complete free from standing pools or ponds of water. The topping and fill shall be compacted by rolling or tamping, brought to established grade, and floated. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement.

4. The surface shall be tested with a straight edge to detect high and low spots which shall be immediately eliminated. When the topping and fill has hardened sufficiently, it shall be steel troweled to a smooth surface free from pinholes and other imperfections. An approved type of mechanical trowel may be used as an assist in this operation, but the last pass over the surface shall be by hand-troweling. During finishing, no water, dry cement or mixture of dry cement and sand shall be applied to the surface.

END OF SECTION

07 90 00 - 1
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CIRBY WAY 24-INCH MAIN REPLACEMENT SEALANTS
PROJECT #08-158
SECTION 07 90 00

SEALANTS
PART 1 - GENERAL

1.01 DESCRIPTION
A. Work Included

1. Clean and prepare joint surfaces.

2. Sealant and backing materials.

1.02 REFERENCES
Reference Title
ASTM C834 Specification for Latex Sealing Compounds
ASTM C920 Standard Specifications for Elastomeric Sealers ASTM D1056 Flexible Cellular Materials Sponge or Expanded Rubber

1.03 SUBMITTALS
A. The Contractor shall provide submittals as required hereunder.

B. Product Data and Samples

1. Submit manufacturer's written surface preparation and installation instructions.

2. Submit samples of sealant colors.

1.04 WARRANTY
A. Provide one-year warranty in accordance with manufacturer’s standard warranty.

Replace sealants which fail because of loss of cohesion or adhesion, or do not cure.

PART 2 - PRODUCTS

2.01 MANUFACTURERS
A. Manufacturers listed below are approved with regards to their specific products.

2.02 MATERIALS
A. Two-Part Urethane: ASTM C920, Type M, Self-Leveling, Class 25.

1. Bostik Construction Products: Chem-Calk 550.

2. Pecora Corporation: Urexpan NR-200.

3. Sonneborn Building Products: Isolastic SL-2, Paving joint sealant.

4. Sika Corporation: Sikaflex 2c SL.

B. Two-Part Urethane: ASTM C920, Type M, Non-Sag.

1. Bostik Construction Products: Chem-Calk 500.

2. Pecora Corporation: Dynatrol II.

3. Sonneborn Building Products: Sonolastic NP-2.

4. Sika Corporation: Sikaflex 2c NS
C. One-Part Urethane: ASTM C920, Type S, Non-Sag, Class 25.

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PROJECT #08-158

1. Bostik Construction Products: Chem-Calk 900.

2. Pecora Corporation: Dynatrol I-XL.

3. Sonneborn Building Products: Sonolastic NP-1.

4. Sika Corporation: Sikaflex 1a
D. One-Part Silicone: ASTM C920, Type S, Non-Sag, Class 25.

1. Dow-Corning Corporation: 795.

2. General Electric Company: SCS 1000.

3. Pecora Corporation: 895

4. Sonneborn Building Products: Omniseal 50.

5. Sika Corporation: Sika Sil C-995.

E. Latex-Acrylic Sealant: ASTM C834, Non-Sag, Class 25.

1. Pecora Corporation: AC-20.

2. Schnee and Morehead, Inc.: S-M 8200.

3. Sonneborn Building Products: Sonolac.

4. W.R. Meadows, Inc.: Esaply.

F. Immersed Service Sealant:

1. Sika Corporation: Sikaflex 2C.

2. Polymeric Systems, Inc.: PSI 270.

3. Pacific Polymers International: Elasto-Thane 227 R

2.03 ACCESSORIES
A. Primer: Non-staining type, recommended by sealant manufacturer to suit application.

B. Joint Cleaner: Non-corrosive and non-staining type, recommended by sealant manufacturer; compatible with joint forming materials.

C. Joint Filler: ASTM D1056; round, closed cell foam rod; oversized 30 to 50 percent; Grey Flex manufactured by Emseal.

D. Bond Breaker: Pressure sensitive tape recommended by sealant manufacturer to suit application.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Verify joint dimensions, physical and environmental conditions are acceptable to receive work of this Section.

B. Beginning of installation means acceptance.

3.02 PREPARATION
A. Clean, prepare, and size joints in accordance with manufacturer's instructions.

Remove any loose materials and other foreign matter which might impair adhesion of sealant.

B. Verify that joint shaping materials and release tapes are compatible with sealant.

C. Examine joint dimensions and size materials to achieve required width / depth ratios.

D. Use joint filler to achieve required joint depths, to allow sealants to perform properly.

E. Use bond breaker where required.

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3.03 INSTALLATION
A. Perform work in accordance with ASTM C834 for latex compounds and C920 for elastomeric sealants.

B. Install sealant in accordance with manufacturer's written instructions. Apply primer where recommended by manufacturer.

C. Apply sealant within recommended temperature ranges. Consult manufacturer when sealant cannot be applied within recommended temperature ranges.

D. Tool joints as indicated.

E. Joints: Free of air pockets, foreign embedded matter, ridges, and sags.

3.04 SCHEDULE
A. This schedule reflects sealant materials specified in 2.02 of this Section. This schedule denotes sealant generic type and use or location.

Sealant Use or Location Joint Tooling
Two-part Urethane:

Self Leveling.

Horizontal concrete joints
Flat, 1/8” to 1/4” below
finished concrete
surface
Two-part urethane
non-sag
CMU and Concrete vertical joints Concave
Latex-Acrylic Wood joints and trim to be
painted
Flush to concave
Immersed service Submerged or partially
submerged conditions
Concave

END OF SECTION

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PROJECT #08-158

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09 90 00 - 1
CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT PAINTING
PROJECT #08-158
SECTION 09 90 00

PAINTING
PART 1 - GENERAL

1.01 SUMMARY
A. Section includes:

1. Touch up field painting of ductile iron pipe, including surface preparation, finish coats, priming, protection of surfaces and related work. a. Surfaces shall have at least two (2) layers of coating at the conclusion of field painting, unless otherwise specified.
b. Painting shall include painting of all galvanized surfaces. c. All coatings in contact with the potable water stream shall be NSF-61 certified for use with potable water.

B. Ductile iron pipe is specified to be supplied with a bituminous coating. Touch up any damage sustained during shipping or installation pipe.

C. Ensure the selected coating system is compatible with the factory applied coating.

1.02 QUALITY ASSURANCE
A. Field samples:

1. Sampling of material:
a. Provide test samples at random from sealed containers stored on site.

1.03 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver paint to the job site in original unopened containers with labels intact, and include:
a. Manufacturers name.
b. Type of paint.
c. Manufacturers stock number.
d. Color.
e. Instructions for reducing, where applicable.

2. Storage and protection:
a. Store only acceptable project materials on project site. b. Store in a suitable location inside and protect from freezing. c. Restrict storage to paint materials and related equipment. d. Comply with health and fire regulations.
e. Remove immediately any materials delivered open or subject to improper storage.

1.04 SITE CONDITIONS
A. Site requirements:

1. See section 02 00 00.

B. Paint application requirements:

1. Do not apply paint when:
a. Air temperature is below 50 degrees F.

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b. Surfaces of metals, such as surfaces of a pipe containing cold water, have a temperature below 50 degrees F.
c. Metal temperature and atmospheric conditions cause condensation on surface of metal.

2. Comply with manufacturers recommendations for environmental conditions under which coatings and coating systems can be applied.

3. Do not apply finish in areas where dust is being generated.

4. Apply paint when air and surface temperature are within those recommended by manufacturer for coating being applied.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Repair factory coating with materials supplied by the manufacturer or that are certified to be compatible with the factory coating.

2.02 SOURCE QUALITY CONTROL
A. Verification of performance:

1. Use product of single manufacturer for coating systems for each type of surface.

2. Use paint compatible with shop coating or primer for field coating of shop painted or primed surfaces, including verification of compatibility of paints used for Owner furnished equipment.

3. Use only mercury-free, fumeproof paint for intermediate and finish coats.

4. Use only lead-free paint.

5. Use paint that does not discolor in a humid atmosphere.

6. Use only chromate-free primers.

7. Provide tie coats when recommended by the manufacturer.

8. Consistency and viscosity:
a. Factory mix paint to proper consistency and viscosity for hot weather application without thinning.
b. Thin paint only as necessary to obtain recommended coverage at lower application temperatures.
c. Do not reduce wet film thickness of applied paint by addition of paint thinner, or for any other reason, below that represented by the recommended coverage rate.

PART 3 - EXECUTION

3.01 PREPARATION
A. Protection:

1. Use drop cloths, masking tape, or other effective methods to protect surfaces from spraying, spattering, or spilling of paint.

2. Remove paint deposited on surfaces which are not being painted at that time.

3. Exposed concrete or masonry not specified to be painted which is damaged by paint shall be painted in entirety with two (2) coats of paint as directed by Owner.

4. Repair all damage caused by painting to other items of work.

5. Surface clean bituminous paints spilled or dropped and spot paint with aluminum paint prior to specified paint.

6. Paint used in successive field coats shall be by same manufacturer.

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CIRBY WAY 24-INCH MAIN REPLACEMENT PAINTING
PROJECT #08-158

7. Field coats shall not damage shop applied undercoats.

B. Surface preparation:

1. General surfaces:
a. Surfaces to be painted shall:
1) Be dry, free of dirt, dust, sand, grit, mud, oil, grease, rust, loose mill scale, or other objectionable substances.
2) Meet recommendations of paint manufacturer for surface preparation. 3) Be free of oil and grease by use of solvents or detergents before mechanical cleaning is started.
4) Be free of cracks, pits, projections, or other imperfections which would prevent formation of a smooth, unbroken paint film.
5) Perform cleaning and painting operations in a manner which will prevent dust or other contaminants from settling on freshly painted surfaces. 6) Remove gloss and dull the surface of previously painted surfaces for proper adhesion of top coats.
b. Touch-up paint and repair of previously painted surfaces. 1) Clean, sand, or wire brush such surfaces in a manner that edges of adjacent paint are feathered or otherwise smoothed.
2) Touch-up and repair of painted surfaces shall not be noticeable when completed.
3) Completely remove paint made brittle or otherwise damaged by heat of welding and repair as stated above.

2. Abrasive blasting procedures:
a. Not allowed

3. Mixing and tinting:
a. Deliver paints and enamels ready-mixed to job site.
b. Mix only in mixing pails, suitable sized, non-ferrous or oxide metal pans. c. Use tinting colors recommended by manufacturer for specific type of finish. d. Do not add any adulterants or unauthorized thinners. e. Thoroughly mix each time paint withdrawn from container. f. Keep containers closed tightly except while paint is withdrawn. g. All paint factory mixed.
h. Thinning only permitted to obtain recommended coverage at lower application temperatures.
i. Do not thin paint below recommended coverage rate.

3.02 APPLICATION
A. General requirements:

1. Do not apply initial coating until moisture content of surface is within moisture limitations of paint manufacturer.

2. Apply paint with suitable brushes, rollers.
a. Rate of application shall not exceed that as recommended by paint manufacturer for the surface involved.
b. Keep brushes and rollers clean, dry, free from contaminants and suitable for the finish required.

3. Comply with recommendation of product manufacturer for drying time between succeeding coats.

4. Vary slightly the color of successive coats.

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CIRBY WAY 24-INCH MAIN REPLACEMENT PAINTING
PROJECT #08-158

5. Sand the painted surface and capture dust between each coat to remove defects visible from a distance of 5 feet.

6. Finish coats shall be smooth, free of brush marks, streaks, laps or pile up of paints, and skipped or missed areas.

7. Inspection:
a. Do not apply additional coats until completed coat has been inspected by the Owner.
b. Only inspected coats of paint will be considered in determining number of coats applied.

8. Make edges of paint adjoining other materials or colors clean and sharp with no overlapping.

9. Leave all parts of moldings and ornaments clean and true to details with no undue amount of paint in corners or depressions.

10. Apply primer on all Work before glazing.

11. Refinish whole area where portion of finish has been damaged or is not acceptable.

12. Application temperatures: Ambient, substrate and material temperatures must be within manufacturers minimum and maximum range per product data sheet.

13. Relative humidity: per manufacturer.

14. Apply paint in a neat manner with finished surfaces free of runs, sags, ridges, laps, and brush marks.

15. Do not apply successive coats until the re-coating conditions of the manufacturer are met:
a. Apply each coat in a manner that will produce an even film of uniform and proper thickness.
b. Do not apply any coat at a rate of coverage per gallon which is greater than maximum rate recommended by manufacturer.
c. Avoid paint films showing sags, checks, blisters, teardrops, or fat edges:
1) Remove paint containing such defects and repaint.

16. Priming:
a. Provide a brush coat of primer to edges, corners, crevices, welds, bolts, and nuts before specified spot or touch-up painting of metal surfaces. b. Give special attention to filling crevices.
c. Cover prime coats with a tie coat if recommended by manufacturer of finish coating.

17. Repaint abraded and otherwise damaged portions of shop applied paint.

18. Welded seams and other uncoated surfaces:
a. Use specified primer on:
1) Welded seams and other uncoated surfaces.
2) Field installed bolts, nuts, and washers.
3) Surfaces where paint has been damaged by heat.
b. Do not apply finish coats to patch, spot, or touch-up painting until such paint meet the manufacturer’s conditions for recoating.

B. Rate of application:

1. Coverage not greater than value recommended by manufacturer.

2. Do not use paint thinner as means of extending coverage of paint.

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CIRBY WAY 24-INCH MAIN REPLACEMENT PAINTING
PROJECT #08-158
C. Special, paint the following items:

Item Color

1. Miscellaneous metal Light Gray

2. Exposed Piping Light Gray

3.03 FIELD QUALITY CONTROL
A. Mixing and thinning:

B. Thoroughly mix paint each time any is withdrawn from container.

C. Keep paint containers tightly closed except when withdrawing paint.

D. Thin only as necessary to obtain recommended coverage at lower application temperatures.

E. Wet film thickness of applied paint shall not be reduced:

1. By addition of paint thinner or otherwise.

2. Below that represented by the recommended coverage rate.

3.04 CLEANING
A. Touch up and restore finish where damaged.

B. Remove spilled, splashed, or splattered paint from all surfaces.

C. Do not mar surface finish of item being cleaned.

D. Leave storage space clean and in condition required for equivalent spaces in project.

3.05 SCHEDULES
A. All new construction plus existing construction specifically listed or damaged by construction.

B. Surfaces not to be painted:

1. Except as otherwise required or directed, do not paint the following surfaces:
a. Stainless steel.
b. Flexible rubber and plastics.
c. Concrete floors
d. Finished aluminum products.

END OF SECTION

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CIRBY WAY 24-INCH MAIN REPLACEMENT PAINTING
PROJECT #08-158

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CIRBY WAY 24-INCH MAIN REPLACEMENT TRENCH EXCAVATION, BACKFILL PROJECT #08-158 AND COMPACTION
SECTION 31 23 33

TRENCH EXCAVATION, BACKFILL AND COMPACTION
PART 1 - GENERAL

1.01 SCOPE
A. This section governs the work for trench excavation, backfill and compaction for underground pipeline work.

1.02 REFERENCES
A. The following documents are a part of this section insofar as they are specified and modified herein. In case of conflict between the requirements of this Section, and the following documents, the requirements of this section shall prevail.

Reference Title
California Test Method 217 Method of Test for Sand Equivalent ASTM C136 Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM D420 Standard Recommended Practice for Investigating and Sampling Soil and Rock for Construction Purposes
ASTM D1556 Method of Test for Density of Soil in Place by the SandCone Method ASTM D1557 Method of Test for Moisture-Density Relations of Soils, Using 10 lb. (4.5 kg) Hammer and 18 in. (457 mm) Drop
ASTM D2049 Standard Test Method for Relative Density of Cohesionless Soils
ASTM D2922 Standard Test Method for Density of Soil and SoilAggregate In Place by Nuclear Methods (Shallow Depth) ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate
ASTM D3017 Method of Test for Moisture Content of Soil and Soil Aggregates in Place by Nuclear Methods (Shallow
Depth)
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
Caltrans Standard Specifications, Latest edition

1.03 DEFINITIONS
A. Compaction: The degree of compaction is specified as percent of relative compaction.

The relative compactions refer to the maximum relative densities of soil obtainable at optimum moisture content.

B. Excavation Slope: Excavation slope shall be defined as an inclined surface formed by removing material from below existing grade.

C. Embankment Slope: Embankment slope shall be defined as an inclined surface formed by placement of material above existing grade.

1.04 SUBMITTALS
A. Upon request, the following items shall be submitted and approved by the City.

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1. Test results showing gradation, durability and sand equivalent of pipe zone material.

2. Permit and notification form for excavations 5 feet or more in depth as required by Cal-OSHA, including trench excavation or shoring plans. The Contractor shall be solely responsible for trench safety and protection of workers and the public at the construction site.

3. Controlled Low Strength Material (CLSM) mix. See Specifications Section 03 34

00.13 for additional requirements.

1.05 TESTING
A. Testing frequency and location shall be approved by the City.

B. All soils testing will be done by a testing laboratory of the Owner’s choice and expense except as otherwise noted.

C. The Owner’s Representative will take samples and perform tests for compliance with the specifications including Atterburg limits, specific gravity, sand equivalent, R-value, durability, moisture content, gradation, compaction, and density tests during placement of backfill materials to check compliance with these specifications.

D. The Contractor shall remove surface material at locations designated by the Owner’s Representative and provide such assistance as necessary for sampling and testing.

E. The Owner’s Representative may direct the Contractor to construct inspection trenches in compacted or consolidated backfill to determine that the Contractor has complied with these specifications.

F. The Owner will bear the costs for sampling and testing specified in this Paragraph.

The Contractor shall pay costs associated with retesting due to the Contractor’s failure to comply with the specifications.

G. No material may be used on this Project until the City has received certified test results and approved the use of the material.

1.06 POTHOLING
A. The Contractor shall pothole all known utility crossings within the proposed alignment prior to the installation of any new mainline or service laterals. The Contractor will be required to pothole all utility crossings a minimum of two weeks in advance of any work. Document materials, actual depth and location of found utilities versus the signed plans.

B. Contractor to provide a marked-up drawing, two weeks in advance of any work occurring, highlighting any differences in elevation or location of existing utilities. Costs associated with any utility conflicts resulting from inadequate potholing effort shall be the responsibility of the Contractor.

C. The Contractor shall, prior to any pipeline installation, mark with white paint the proposed alignment of the new pipeline, the limits of pavement removal, and the depth of all utilities crossing the proposed alignment.

PART 2 - MATERIALS

2.01 TRENCH EXCAVATION
A. The Contractor shall perform a thorough investigation of the site. The Contractor shall complete all excavations regardless of the type of materials encountered. The

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Contractor shall make his own estimate of the kind and extent of the various materials which will be encountered in the excavation.

2.02 PIPE TRENCH FILL
A. Material for the pipe trench fill shall conform to the following:

1. Materials shall be as shown in the City of Roseville Standard Details.

2. Native Backfill Material:
a. Native Backfill is only allowed for trenching in dirt areas as 6-inches of topsoil. b. Native Backfill shall not contain concrete, rock, or other lumpy material in excess of 6-inches in any dimension.
c. Material of perishable, organic matter, spongy or otherwise improper nature shall not be used.

PART 3 - EXECUTION

3.01 EXCAVATION.

A. Excavation for pipelines, fittings, and appurtenances shall be open trench to the depth and in the direction necessary for the proper installation of the same as shown on the contract drawings or as otherwise approved by the Engineer. Excavation shall only proceed when the necessary materials have been delivered to the site.

B. The Contractor shall bear all costs of disposing of roots and all other waste materials from the excavation. Material shall be disposed of in such a manner as to meet all requirements of the state, county, and local regulations regarding health, safety, and public welfare. Material shall be disposed of off the construction site in an approved location at the Contractor's expense.

C. The Contractor shall remove obstructions within the trench area or adjacent thereto, such as abandoned concrete structures, logs, and debris of all types, without additional compensation. The Engineer may, if requested, make changes in the trench alignment to avoid major obstructions, if such alignment can be made without adversely affecting the intended function of the facility.

D. Existing Pavement Removal

1. Pavement to be removed shall be removed and replaced in the manner prescribed by the Agency issuing the encroachment permit.

2. Existing pavement to be removed in connection with construction shall be neatly saw cut prior to removal.

3. Grading and Stockpiling
a. The Contractor shall control grading in a manner to prevent water running into excavations. Obstruction of surface drainage shall be avoided and means shall be provided whereby storm and wastewater can be uninterrupted in existing gutters, other surface drains or temporary drains.
b. Material for backfill or for protection of excavation in public roads from surface drainage shall be neatly placed and kept shaped so as to cause the least possible interference with public travel.
c. Free access must be provided to all fire hydrants, water valves, meters and private drives.

E. Line and Grade - The Contractor shall excavate the trench to the lines and grades shown on the plans. Any deviations shall first be approved by the Engineer.

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F. The trench shall be excavated to a minimum depth of 6 inches below the bottom of the pipe. The sides of the trench shall be excavated and maintained as nearly vertical as is practical.

G. Trench Support - The trench shall be adequately supported and the safety of workers provided for as required by the standard of the appropriate regulatory agency.

1. All shoring for open excavations shall conform to the State of California, Department of Industrial Relations, and Division of Industrial Safety "Construction Safety Orders."

2. The Contractor shall be responsible for adequately shored and braced excavations so that the earth will not slide, move or settle, and so that all existing improvements of any kind will be fully protected from damage.

3. No shoring once installed, shall be removed until the trench has been approved for backfill operations. Removal of shoring shall only be accomplished during backfill operations and in such a manner as to prevent any movement of the ground or damage to the pipe or other structures.

4. The Contractor shall obtain all permits for any excavations over five feet in depth into which a person is required to descend or any excavation less than five feet in depth in soils where hazardous ground movement may be expected and into which a person is required to descend.

5. Excavated material shall not be placed closer than two feet from the top edge of the trench. Heavy equipment should not be used or placed near the sides of the trench unless the trench is adequately braced.

H. Use of Explosives – Blasting by any means shall not be allowed as part of this project.

I. Preservation of Trees

1. Excavation within the dripline of any tree shall conform to the following and to encroachment permits. Trees shall not be removed outside of fill or excavated areas, except as authorized by the City.

2. Tree roots larger than 2 inches in diameter encountered within the trench section, shall be inspected by the City’s Inspector.

3. For damaged or severed root systems, trees shall be trimmed to compensate for the decreased root system. Trimming shall be done to the satisfaction of the Inspector. All roots shall be neatly cut with saw or sharp cutter.

4. Only trees marked for removal shall be removed.

J. Dewatering

1. The Contractor shall provide and maintain, at all times during construction, ample means and devices with which to promptly remove and properly dispose of all water from any source entering the excavations or other parts of the work.

Dewatering shall be accomplished by methods which will ensure a dry excavation and preservation of the final lines and grades of the bottoms of excavations. Said methods may include well points, sump pumps, suitable rock or gravel placed below the required bedding for drainage and pumping purposes, temporary pipelines and other means, all subject to the approval of the Engineer.

2. Dewatering for the structures and pipelines shall commence when groundwater is first encountered and shall continue until the backfill at the pipe zone has been completed.

3. The Contractor shall dispose of the water from the work in a suitable manner without damage to adjacent property. No water shall be drained into work built or

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under construction without prior consent of the Engineer. Water shall be disposed in such a manner as not to be a menace to public health.

4. The Contractor shall be responsible to obtain all required Local and State Permits and comply with all applicable regulatory requirements. The Contractor shall provide the City with a dewatering plan clearly showing compliance prior to any dewatering activities.

K. Correction of Faulty Grades

1. Any over-excavation carried below the grade as specified or shown, shall be rectified by backfilling with approved sand and/or graded gravel, and shall be compacted to provide a firm and unyielding subgrade and/or foundation, as directed by the Engineer.

L. Structure Protection

1. Temporary support, adequate protection and maintenance of all underground and surface structures, drains, sewers and other obstructions encountered in the progress of the work shall be furnished by the Contractor at his expense and subject to the approval of the Engineer. Any structure that has been disturbed shall be restored upon completion of the work.

M. Protection of Property and Surface Structures

1. Trees, shrubbery, fences, and poles and all other property and surface structures shall be protected unless their removal is shown on the drawings or authorized by the Engineer.

N. Trench Width and Grade

1. The width of the trench within the pipe zone shall be such that the clear space between the barrel of the pipe and the trench wall shall not exceed the amount shown in the City of Roseville Standard Details.

2. Trench widths in excess of those specified must have prior written approval.

3. Maximum Length of Open Trench
a. Unless otherwise specified or directed by the City or the encroachment permit, the maximum length of open trench shall be 100 feet, or the distance necessary to accommodate the amount of pipe installed in a single day, whichever is greater.
b. The distance is the collective length of any location, including open excavation, pipe laying and appurtenant construction and backfill which has not been temporarily resurfaced. Failure by the Contractor to comply with the limitations specified herein may result in an order to halt progress of the work until compliance has been achieved. The Contractor shall provide proper barricades for excavated areas.

3.02 TRENCH FOUNDATION
A. The trench bottom shall be graded to provide a smooth, firm and stable foundation at every point throughout the length of the pipe. Should large gravel and cobbles be encountered at the trench bottom or pipe subgrade, they shall be removed from beneath the pipe and replaced with trench backfill material, which is Class II Aggregate Base which shall be compacted to provide uniform support and a firm foundation.

B. Foundations in Poor Soil

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1. If excessively wet, soft, spongy, unstable or similarly unsuitable material is encountered at the surface upon which the bedding material is to be placed, the unsuitable material shall be removed to a depth as determined in the field by the Engineer.

2. The Contractor's attention is called to Section 3.01 J, regarding his responsibilities in maintaining adequate dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation of water.

3.03 BACKFILL AND COMPACTION
A. Backfill shall be completed within the shortest possible time so that the construction area or street can be opened to traffic. If for any reason construction of the pipeline or appurtenances thereto is delayed, the City may require that the trench be backfilled and such areas or streets opened to traffic. All road closures of any duration shall comply with the requirements of the encroachment permit.

B. Pipe Zone

1. After completion of the trench excavation and proper preparation of the foundation, 6 inches of bedding material shall be placed on the trench bottom for support under the pipe.

2. Bell holes shall be dug to provide adequate clearance between the pipe bell and the bedding material.

3. All pipe shall be installed in such a manner as to ensure full support of the pipe barrel over its entire length.

4. After the pipe is adjusted for line and grade and the joint is made, the remainder of the pipe bedding shall be placed to the limits as shown on the Drawings.

5. All bedding material shall be compacted to a minimum of 90 percent as measured by Test Method California 231, prior to placement of subsequent backfill. 95 percent compaction shall be provided where noted in the drawings or these specifications.

C. The pipe bedding backfill shall be brought to optimum moisture content and shall be placed by hand in layers not exceeding 3 inches in thickness to the centerline (springline) of the pipe and each layer shall be solidly tamped with the proper tools so as not to injure, damage, or disturb the pipe. Backfilling shall be carried on simultaneously on each side of the pipe to assure proper protection of the pipe.

D. Each lift shall be "walked in" and supplemented by slicing with a shovel to ensure that all voids around the pipe have been completely filled. Mechanical compaction such as "pogo sticks" or "wackers", as approved, shall be used for compaction of pipe zone.

E. When backfill is placed mechanically, the backfill material shall be pushed onto the slope of the backfill previously placed and allowed to slide down into the trench. The Contractor shall not push backfill into the trench in such a way as to permit free fall of the material until at least 18 inches of cover is provided over the top of the pipe. Under no circumstances shall sharp, heavy pieces of materials be allowed to be dropped directly onto the pipe or the tamped material around the pipe. Backfill shall be placed in layers not exceeding 8 inches and compacted by an approved method.

F. Heavy duty compacting equipment having an overall weight in excess of 125 pounds shall not be used until backfill has been completed to a depth of 2 feet over the top of the pipe.

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G. If hydro-hammer is used for compaction of overlying materials, at least 4 feet of backfill must be placed over the top of pipe prior to its use. This is required to ensure the pipe is not damaged.

H. Final Backfill

1. Final backfill placed in trenches below roadways or below shoulders of roadways, shall be compacted to a density of not less than 95% or as directed by the encroachment permit.

2. Backfill outside of roadways shall be compacted to 90%.

I. Backfill shall be placed in layers not exceeding 8 inches, compacted and brought up to the subgrade of the roadway.

3.04 EXCESS EXCAVATED MATERIAL
A. The Contractor shall make the necessary arrangements for and shall remove and dispose of all excess excavated material. It is the intent of these specifications that all surplus material not required for backfill or fill shall be disposed of by the Contractor outside the limits of the public right-of-way and/or easements at no liability to the City.

B. No excavated material shall be deposited on private property unless written permission from the owner thereof is secured by the Contractor. Before the City will accept the work as being completed, the Contractor shall file a written release signed by all property owners with whom he has entered into agreements for disposal of excess excavated material absolving the City from any liability connected therewith.

3.05 RESTORATION OF DAMAGED SURFACES AND PROPERTY
A. If any pavement, trees, shrubbery, fences, poles or other property and surface structures have been damaged, removed, or disturbed by the Contractor, whether deliberately or through failure to carry out the requirements of the contract documents, state laws, municipal ordinances, or the specific direction of the City, or through failure to employ usual and reasonable safeguards, such property and surface structures shall be replaced or repaired at the expense of the Contractor.

3.06 FINAL CLEAN-UP
A. After backfill has been completed, the right-of-way shall be dressed smooth and left in a neat and presentable condition to the satisfaction of the City.

END OF SECTION

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31 39 19 - 1
CITY OF ROSEVILLE 12/09/2025
CIRBY WAY 24-INCH MAIN REPLACEMENT EXPANDING GEOPOLYMER PROJECT #08-158 GROUND INJECTION
SECTION 31 39 19

EXPANDING GEOPOLYMER GROUND INJECTION
PART 1 - GENERAL

1.01 SUMMARY
A. This section outlines a performance-based specification for expanding geopolymer injection to stabilize pavements and fill existing voids.

B. Contractor is responsible for selecting materials, equipment, and injection location and methods necessary to achieve specified performance outcomes.

1.02 PERFORMANCE OBJECTIVES
A. Subgrade support beneath pavements and slabs shall be restored to levels required to prevent ongoing settlement.

B. Voids beneath pavements or slabs shall be fully filled with expanding geopolymer.

C. Existing gravity utilities shall be monitored during injection with CCTV before and after injection, and ensure that there is no uplift of pavement. No movement shall be allowed.

D. Grade elevation shall not change by more than ±0.2in unless directed otherwise by the Engineer.

E. Contractor to provide lateral containment on the slopes either side of the roadway down to Cirby Creek.

F. Treated subgrade shall achieve increased stiffness as verified by field testing.

G. All work shall prevent reoccurrence of settlement under anticipated loading conditions.

1.03 SUBMITTALS
A. Contractor shall submit a minimum of 5 references of successfully executed soil stabilization projects of similar scope to the one proposed.

B. Contractor shall submit a Work Plan describing:

1. Selected geopolymer material and properties.

2. Proposed injection strategy and layout.

3. Monitoring and verification methods.

C. Contractor shall maintain daily records of injection points, materials used, and monitored slab movements.

1.04 QUALIFICATIONS
A. Contractor performing geopolymer injection shall have a minimum of 7 years specialized experience in pavement or slab stabilization using polymer injection technologies.

1.05 QUALITY ASSURANCE
A. The City has provided a geotechnical evaluation performed for the design of this project for the Contractors reference.

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B. The Contractor shall perform his own geotechnical study for the design and performance of the geopolymer injection work to meet the Performance Objectives in Section 1.02.

PART 2 - PRODUCTS

2.01 GEOPOLYMER MATERIAL
A. Two-component expanding geopolymer capable of volumetric expansion and curing to a stable, non-degradable solid.

B. Performance Requirements:

1. Unconfined compressive strength: 150 – 250 psi
C. Material shall be insensitive to groundwater and non-toxic upon cure.

PART 3 - EXECUTION

3.01 PERFORMANCE-BASED INSTALLATION REQUIREMENTS
A. Contractor shall determine injection point spacing, depth, and sequencing necessary to achieve required performance outcomes.

B. Contractor shall monitor vertical movement of slabs and paving continuously during injection.

C. Contractor shall adjust injection method based on observed field response.

3.02 VERIFICATION TESTING
A. Contractor shall perform verification testing to confirm improvement in subgrade support.

B. Acceptable verification test methods include:

1. Standard Penetration Test (SPT)

2. Cone penetration Test (CPT)

3. Dynamic Cone Penetrometer (DCP)
C. Minimum Test Frequency: One test per 500ft² or one test for smaller treatment areas.

D. Tests shall demonstrate increased stiffness consistent with preventing future settlement.

3.03 COMPLETION AND RESTORATION
A. Contractor shall remove or cut injection tubes and restore disturbed surfaces to match existing finishes.

B. Contractor shall submit as-built documentation showing injection locations and verification test results.

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CIRBY WAY 24-INCH MAIN REPLACEMENT PAVEMENT RESTORATION PROJECT #08-158
SECTION 32 01 17

PAVEMENT RESTORATION
PART 1 - GENERAL

1.01 DESCRIPTION
A. Work in this section includes reconstruction of all curbs, gutters, sidewalks, mow strips, driveways, road shoulders, pavement and similar items damaged or removed as a result of the work. Reconstruction shall match the original materials and dimensions subject to the minimum requirements of the Contract Documents. All work shall match the appearance of the existing improvements. All valve boxes, rings, manholes, and similar structures shall be adjusted as necessary to match the final grades.

B. Work covered in this section shall be completed in accordance with the City of Roseville Construction Standards and these Technical Specifications. Where discrepancies or conflicts exist between this specification and the specifications listed above, or the approved Encroachment Permit, the more stringent condition shall apply.

1.02 REFERENCE DOCUMENTS
A. Reference Specifications: Whenever the words "Standard Specifications" are referred to in the Specifications, the reference is to the State of California, Department of Transportation (CALTRANS), Standard Specifications (latest edition). Standard Specifications paragraphs concerning measurement and payment are excluded.

B. City of Roseville Construction Standards, Sections 84 & 85

1.03 SUBMITTALS
A. Certification from the material supplier that the materials supplied for this project meet the Specifications.

PART 2 - PRODUCTS

2.01 CONCRETE
A. Concrete shall meet the requirements of Section 03 30 00 Cast-In-Place Concrete.

2.02 AGGREGATE BASE
A. Aggregate base shall meet the requirements of Section 26 of the 2022 Standard Specifications for Class II Aggregate Base, and approved Encroachment Permit.

2.03 ASPHALT CONCRETE PAVEMENT
A. Asphalt Concrete Pavement shall meet the requirements of Section 39 of the 2022 Standard Specifications for HMA (Type A), and approved Encroachment Permit.

B. The grade of asphalt binder for Type A HMA must be PG 64-10.

C. The final lift of HMA shall conform to the ½” gradation requirements.

2.04 TYPE II SLURRY SEAL
A. Aggregate for slurry seal shall be Type II in accordance with the Standard Specifications.

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2.05 TRAFFIC STRIPES AND PAVEMENT MARKINGS
A. Long line traffic stripes and pavement markings meet the requirements for thermoplastic traffic stripes and pavement markings be per the Standard Specifications. Pavement makers shall be per the Standard Specifications.

2.06 SUBGRADE ENHANCEMENT GEOSYNTHETIC
A. Subgrade enhancement geosynthetic shall be Tensar NX 750 geogrid or approved equal.

PART 3 - EXECUTION FOR WATER LINE WORK

3.01 PAVEMENT CUTTING
A. After backfilling trenches or excavations and prior to paving, sawcut existing pavement parallel to the trench or excavation, using a concrete saw, to a minimum depth equal to or greater than one-half the pavement thickness.

B. Any pavement damaged outside these lines shall be re-cut and restored at the expense of the Contractor. Should voids develop under existing pavement during construction, those affected areas shall be sawcut in straight orthogonal lines and replaced after the voids have been filled.

3.02 TEMPORARY PAVEMENT
A. Temporary resurfacing consisting of not less than 2 inches of hot mix asphalt concrete shall be placed and maintained wherever an excavation is made through an existing pavement section. The temporary resurfacing shall be maintained to provide for the safety and convenience of the public.

B. Temporary pavement shall be placed as soon as the condition of the trench backfill is considered by the Agency Representative to be suitable to receive resurfacing.

Temporary resurfacing shall be removed prior to permanent resurfacing. Temporary pavement shall have temporary pavement delineation conforming to Standard Specifications Section 12-6.

3.03 CONCRETE RESTORATION
A. Restore all concrete items within City of Roseville right-of-way per City Construction Standards and City Encroachment Permit.

B. Replace curb, gutter, and sidewalk between the expansion joints at all locations where trenching across them.

C. Sidewalk repair shall be per City Standard Drawing ST-17.

D. Restore all other concrete items to the same dimensions and thickness as the original items. Place concrete in accordance with the requirements of Section 03 30 00 CastIn-Place Concrete. Upper 6 inches of subgrade shall be compacted to a minimum 95 percent relative density prior to placement of concrete. Surface finish shall match existing surrounding surface.

3.04 ASPHALT CONCRETE RESTORATION
A. Shall conform to City Construction Standards and Encroachment Permit and Details on the approved plans, whichever is more stringent.

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3.05 TYPE II SLURRY SEAL
A. Slurry seal shall be Type II installed in accordance with Caltrans specifications latest edition.

3.06 TRAFFIC STRIPES, PAVEMENT MARKERS AND PAVEMENT MARKINGS A. Restore traffic stripes and pavement markings per the Standard Specifications and Encroachment Permit.

B. Before obliterating any traffic stripes, pavement markings, and pavement markers to be replaced at the same location, reference the stripes markings and markers. Include limits and transitions with control points to re-establish the new stripes, markings, and markers. Submit your references to the control points at least 5 business days prior to obliterating the stripes, markings, and markers.

C. High pressure water blasting shall be used to remove longline traffic stripes and pavement markings.

3.07 IN-TRACT PAVEMENT RESTORATION
A. All pavement surfaces on private property disturbed by the Contractor shall be restored in-kind to original or better condition. This shall include, but not limited to asphalt, concrete, pavers, gravel or any other improved surface treatment within driveways, walkways or other pathways.

PART 4 - EXECUTION FOR ROADWAY REPAIR

4.01 PAVEMENT CUTTING
A. After backfilling trenches or excavations and prior to paving, sawcut existing pavement parallel to the trench or excavation, using a concrete saw, to a minimum depth equal to or greater than one-half the pavement thickness.

B. Any pavement damaged outside these lines shall be re-cut and restored at the expense of the Contractor. Should voids develop under existing pavement during construction, those affected areas shall be sawcut in straight orthogonal lines and replaced after the voids have been mitigated.

4.02 ROADWAY REPAIR
A. Shall conform to City Construction Standards and Encroachment Permit and Details on the approved plans, whichever is more stringent.

B. Subgrade enhancement geosynthetic shall be placed per the manufacture’s guidelines including a minimum overlap for adjacent sections.

4.03 TRAFFIC STRIPES PAVEMENT MARKERS AND PAVEMENT MARKINGS A. Restore traffic stripes and pavement markings per the Standard Specifications and Encroachment Permit.

B. Before obliterating any traffic stripes, pavement markings, and pavement markers to be replaced at the same location, reference the stripes markings and markers. Include limits and transitions with control points to reestablish the new stripes, markings, and markers. Submit your references to the control points at least 5 business days prior to obliterating the stripes, markings, and markers.

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C. High pressure water blasting shall be used to remove longline traffic stripes and pavement markings.

END OF SECTION

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SECTION 33 00 00

PIPE AND PIPE FITTINGS
PART 1 - GENERAL

1.01 SUMMARY
A. Section includes:

1. Piping not covered in specific sections of the specifications.

2. Provide piping complete with all fittings, gaskets, jointing materials, supports, saddles, anchors, and necessary appurtenances.

3. Miscellaneous accessories and items.

4. For ductile iron pipe and fittings, See Section 33 11 13.13 - Ductile Iron Piping

1.02 REFERENCES
A. Referenced standards:

1. ANSI/AWWA C600: Standard for Installation of Ductile-Iron Water Mains and Their Appurtenances.

2. ANSI/AWWA C602: Standard for Cement-Mortar Lining of Water Pipelines 4 inches and Larger - in Place.

3. ANSI/AWWA C651: Standard for Disinfecting Water Mains.

4. AWWA M11: Steel Pipe - A Guide for Design and Installation Manual.

5. ASTM A53: Standard Specifications for Pipe – Steel, Black Iron, Hot-Dipped, Zinc Coated, Welded and Seamless.

6. ASTM A307: Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi tensile strength.

7. ASTM D297: Standard Test Methods for Rubber Products - Chemical Analysis.

8. ASTM D395: Standard Test Methods for Rubber Property - Compression Set.

9. ASTM D412: Standard Test Methods for Rubber Properties in Tension.

10. ASTM D2240: Standard Test Methods for Rubber Properties - Durometer Hardness.

11. ASTM D1330: Rubber Flange Gaskets Grade I.

12. ANSI B.16.18-84: Cast Copper Alloy Solder-Joint Pressure Fittings.

13. ANSI B16.22-86: Wrought Copper and Copper Alloy Solder Joint Pressure Fittings.

14. ASTM B447-88: Standard Specification for Welded Copper Tube.

15. ASTM B642-88: Welded Copper Alloy USNS No. C21000 Water Tube.

16. ASTM D2751-83a: Material Standard for ABS Sewer Pipe and Fittings.

17. ASTM D2661-85a: Material Standard for ABS Drain, Waste Vent Pipe and Fittings.

18. ANSI/AWWA C900: Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 inches through 12 inches for Water Distribution.

19. ANSI/AWWA C907: Standard for Polyvinyl Chloride (PVC) Pressure Fittings for Water - 4 inches through 8 inches.

20. AWWA M23: PVC Pipe Design and Installation Manual.

21. ASTM D2241-88: Standard Specifications for Polyvinyl Chloride (PVC) Pressure Rated Pipe (SDR Series).

B. Requirements of regulatory agencies:

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1. In accordance with all municipal codes and ordinances, laws and regulations of the State.

2. In case of apparent conflict, State and City requirements will govern over these specifications.

3. In absence of State and City regulations, National Plumbing Code applies.

1.03 SUBMITTALS
A. Product Data and Shop Drawings:

1. Sufficient data to verify compliance with the specifications.

2. Shop Drawing showing dimensions, sizes, location.

3. Detailed Shop Drawings for all pipe 4-inch size and larger.

4. Schematic Shop Drawings for all pipe under 4 inches in size.

5. Product Data: Describe materials, pipe, fittings, and gaskets.

6. Manufacturer’s published installation instructions.

7. Solvent Cement:
a. Product Data.
b. Copies of solvent cement manufacturer’s report and certification in accordance with ASTM D 2564 for PVC piping, and ASTM F 493 for CPVC piping.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. To ensure undamaged condition.

2. Use wide bearing area slings and wide padded skids.

3. Do not use bare cables, chains, hooks, metal bars, or narrow skids.

4. Support on padded saddles not less than 12 inches wide.

5. Laterally support ends of pipe, fittings, and specials to maintain shape.

6. Separate materials so they do not bear against each other.

7. Securely fasten load to prevent movement in transit.

B. Acceptance at site:

1. Reject products with dents, kinks, abrupt changes of curvature or other injuries.

2. Reject any products dropped from truck or crane.

3. Replace or recondition at Contractor’s expense rejected items.

4. Reconditioning subject to Engineer’s acceptance.

5. Replace coatings as originally specified on reconditioned pipe.

1.05 PROJECT/SITE CONDITIONS
A. Environmental requirements: See Specification Section 02 00 00 PART 2 - PRODUCTS

2.01 MATERIALS
A. Iron-pipe-size brass pipe: Service line repair

1. Pipe: ASTM B43, red brass, regular weight, or FS WW-P-351, Class regular weight.

2. Fittings: ANSI B16.15, 125 lb.

3. Unions: FS WW-U-516, Composition B.

B. PVC, NON-PRESSURE PIPE

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1. SDR 26, Drain repair
a. Pipe shall meet the requirements of ASTM D2241, ASTM D3034 and ASTM F679.
b. Fittings and Joints
1) Push-on:
a) ASTM D3034
b) Gaskets: ASTM F477
C. Schedule 80 PVC, for sprinkler system repair

1. Pipe shall meet the requirements of ASTM D1785.

2. Fittings and Joints:
a. Socket type:
1) Schedule 80: ASTM D2467
2) Solvent weld cement for socket type connections: ASTM D2564.

D. Pipe accessories:

1. Watertight and dust-tight pipe sleeves: O-Z Electrical Manufacturing Company, Incorporated; Thru-wall and Floor Seals, or equal.

2. Modular, rubber, sealing elements: Thunder Line Corporation, “Link Seal,” or equal.

3. Thread tape: Teflon; John Crane “Thread Tape,” Garlock Plasti-Thread,” Hoke “EZ Seal,” or equal.

4. Protective coatings:
a. Tape wrap: FS HH-T-30 Coal Tar Base; Protecto Wrap “200,” Tapecoat “CT,” or equal.
b. Coal tar coating: MIL-C-18480; Kop Coat “Bitumastic No. 50,” Tnemec “46H413 Tneme-Tar,” or equal.

PART 3 - EXECUTION

3.01 INSTALLATION
A. General:

1. Install where indicated on Drawings.

2. Provide unions where required for equipment removal, indicated on the Drawing or specified.

3. Do not install piping to obstruct openings and passageways.

4. Cut pipe to measurement taken at the site, not from the Drawings.

5. Provide taps for pressure-gauge connections with a nipple, snubber, and gauge cock where indicated on Drawings.

6. Slope drain piping a minimum of 1/4 inch per foot.

B. Joints:

1. Make pipe joints carefully and neatly.

2. Threaded:
a. ANSI B2.1, NPT fully and cleanly cut with sharp dies. b. No more than three (3) threads exposed after installation. c. Ream pipe ends after threading to remove burrs.
d. Apply thread tape to joints in all plastic and stainless steel piping. e. Apply thread tape or joint compound to joints in other piping.

3. Compression:

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a. Cut pipe ends squarely, remove burrs.
b. Scratches or grooves in tubing are not allowed.

4. Flared:
a. Cut tubing ends squarely; remove burrs.
b. Scratches or grooves in flared ends are not allowed.

5. Bell and spigot:
a. Install as recommended by manufacturer.
b. 12 inches and smaller outlets, where minimum line is at least twice the diameter of the branch; tee or a tapping saddle is acceptable. c. Mark the centerline of each flange and mechanical joint piece on ductile iron pipe.
d. Finish machine pipe ends and flange faces flat and perpendicular to pipe centerline in a single operation on ductile iron pipe.

6. Flanged: Tighten bolts sufficiently to slightly compress gasket in accordance with manufacturer’s instructions, but not so tight as to distort flanges.

C. Protective coating:

1. Tape-wrap buried steel pipe, including joints.

2. Half-lap tape wrapping, minimum 20 mils thickness.

3. Install polyethylene encasement on ductile iron pipe.

4. Apply one (1) coat of coal tar paint to joints in buried steel piping.

5. Paint exposed threads of submerged piping with zinc-rich paint.

3.02 FIELD QUALITY CONTROL
A. Test each line at the Contractor’s expense in the presence and to the satisfaction of Engineer.

1. Test per Section 33 13 10 - Water Piping System Testing.

B. Provide all testing equipment, materials, tools, appliances and devices, and labor.

C. Leaks:

1. Make all joints and seams watertight and free of leaks.

2. Inspect all exposed shop- and field-welded seams.

3. Mark leaks clearly.

4. Repair all visible leaks on exposed piping.

5. Do not remove marks until leak is corrected.

6. Repair at Contractor’s expense leaks discovered within one (1) year after final acceptance by Owner.

3.03 CLEANING
A. General:

1. The inside of all pipe, valves, and fittings shall be smooth, clean, and free from blisters, loose mill scale, sand, and dirt when erected.

2. Flush and disinfect all lines prior to tie-in per City Standards.

END OF SECTION

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CIRBY WAY 24-INCH MAIN REPLACEMENT DEMOLITION AND ABANDONMENT PROJECT #08-158
SECTION 33 01 90

DEMOLITION AND ABANDONMENT
PART 1 - GENERAL

1.01 SCOPE
A. The work of this section includes the removal or abandonment in place of pipelines and related items, and disposal of salvage items contained herein and as shown on the plans.

B. Demolition must be scheduled to allow all existing services and utilities to remain in continuous operation as long as possible. No interruption in operation will be permitted without authorization from the Owner’s Representative. Contractor shall provide any temporary means and facilities required to keep the required services in operation when the normal means requires interruption.

1.02 HISTORICAL AND ARCHAEOLOGICAL
A. If during the course of construction, evidence of deposits of historical or archaeological interest is found, the Contractor shall cease operations affected the find and shall notify the City Representative. No further disturbance of the deposits shall ensue until the Contractor has been notified by the City Representative that Contractor may proceed. Compensation to the Contractor, if any, for lost time or changes in construction resulting from the find, shall be determined in accordance with changed or extra work provisions of the Contract Documents.

1.03 CONCRETE GROUT
A. Controlled Low Strength Material (CLSM) will be used to fill entire abandoned pipe under paved areas.

B. CLSM will be used to fill the first two feet of abandoned pipe under non-paved areas.

1.04 OTHER MATERIALS
A. All other materials not specifically described but required for the proper completion of the work of this section shall be as selected by the Contractor subject to the approval of the engineer. Portions of existing pipelines that will remain in service (pressurized) after an existing portion of pipe is abandoned and/or disconnected shall be mechanically capped with a mechanical device submitted by the Contractor and approved by the City.

B. Depending on the Contractor’s sequencing thrust blocks may be required at existing valves or new end caps if the existing pipeline is to remain in service (pressurized).

Contractor shall coordinate with the City to determine if thrust blocks are necessary.

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PART 2 - EXECUTION

2.01 ABANDONMENT PLAN
A. Contractor shall submit an abandonment and demolition plan to the City for review and approval. The plan shall be submitted a minimum of two (2) weeks prior to any abandonment or demolition.

B. All questions regarding abandonment type and extents shall be submitted to the City in a Request for Information (RFI) format.

2.02 INSPECTION
A. Prior to all work of this Section, carefully inspect the entire site and all objects to be removed and preserved. Locate all existing utility lines and determine all requirements for disconnecting and capping. Locate all existing active utility lines traversing the site and determine the requirements for their protection.

B. All abandonments shall be coordinated with the City Inspector.

2.03 ABANDONMENT OF WATER PIPELINES
A. Mainlines

1. Abandon in place mainlines as indicated on the drawings in accordance with City standards and as specified below. Mainline abandonment includes removal of all valves, blind flanges, tees, crosses, fittings, etc. as required to abandon the pipe.

This also includes removal of up to 10 feet of pipe and all pavement replacement at each fitting/valve to be removed, as necessary to complete the abandonment.

B. Mainline Valves

1. Shut existing mainline valve to be abandoned. Remove valve box and riser and backfill with CLSM per specifications. Riser shall be removed a minimum of onefoot below grade.

2. Gate valves removed that can be reused shall be returned to the City.

C. Fire Hydrants

1. Hydrants to be removed from abandoned lines shall be placed in the open position for a minimum of 2 days prior to removal to verify all cross overs.

Hydrants shall be removed after inspector’s approval.

2.04 PLUGGING ABANDONED PIPING
A. Construct plugs by placing 2-feet of CLSM into the open ends of abandoned piping as shown on the contract drawings.

2.05 DEMOLITION
A. Remove and dispose of foundation, structures, fences, and other obstructions indicated in the contract documents. Carefully remove designated salvable materials, transport and store in approved containers to approved locations.

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2.06 DISPOSAL
A. Contractor shall legally haul and dispose of debris material from demolition operations. No additional payment will be made for hauling or disposal costs.

B. The Contractor is made aware that existing pipelines in the project area may be asbestos concrete (AC) material which is considered a hazardous material if removed or disturbed. The Contractor should anticipate the need to remove sections of this pipe during tie-ins and abandonments. The contractor shall ensure that all pipe is properly removed and disposed of in accordance with all applicable regulatory requirements. Copies of all disposal records shall be provided to the City prior to final acceptance of the project.

2.07 SALVAGED MATERIAL
A. Carefully remove items to be salvaged and store on City property where indicated, unless otherwise directed. All unsalvaged items removed shall become the property of the Contractor.

B. Salvage items shall be cleaned of all loose debris and delivered to the Agency.

PART 3 - EXECUTION

3.01 GENERAL
A. Protection

1. Demolition shall be performed in such a manner as to not harm adjacent structures, equipment, existing landscaping or natural vegetation. a. The Contractor shall assume full responsibility for such disturbance. b. All costs of any such repair, rehabilitation, or modifications shall be borne by the Contractor.
c. Existing facilities not scheduled for demolition, which are damaged by construction activities, shall be repaired or replaced at the City’s discretion and at the Contractor’s expense.

2. The Contractor shall provide such protection and means as may be required to transfer material to the ground.
a. Throwing, dropping or permitting the free fall of material and debris from heights which would cause damage to other work, existing structures, or equipment; undue noise or nuisance; or excessive dust is expressly prohibited.

3.02 REMOVED MATERIAL AND DEBRIS
A. Where Contractor is directed on the Drawings to “Demolish” or “Remove” material or facilities it is understood that the material will be removed and disposed of offsite unless specifically stated otherwise or directed by the Owner’s Representative.

B. All removed material and debris shall become the property of the Contractor and shall be removed from the site.

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C. Materials and debris generated by demolition activities shall not be allowed to accumulate. Debris shall be removed daily and disposed of in a lawful manner.

3.03 RESTORATION
A. Restore adjacent structures and facilities damaged during demolition to original or better condition.

END OF SECTION

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CIRBY WAY 24-INCH MAIN REPLACEMENT DUCTILE IRON PIPE
PROJECT #08-158
SECTION 33 11 13.13

DUCTILE IRON PIPING
PART 1 - GENERAL

1.01 SUMMARY
A. Refer to City of Roseville Construction Standards, Section 81, with the following additions and exceptions.

B. Section includes:

1. Provide ductile iron piping complete with all fittings, jointing materials, pipe hangers and supports, anchors, blocking, and other necessary appurtenances.

C. Joint deflection: One-half allowed by manufacturer.

1.02 REFERENCES
A. Reference standards:

1. ANSI/AWWA C104/A21.4: Standard for Cement Mortar Lining for Ductile Iron Pipe and Fitting for Water.

2. ANSI/AWWA C105/A21.5: Standard for Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.

3. ANSI/AWWA C110/A21.10: Standard for Ductile Iron and Gray Iron Fittings, 3-In.

Through 48-In., for Water and Other Liquids.

4. ANSI/AWWA C111/A21.11: Standard for Rubber Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

5. ANSI/AWWA C115/A21.15: Standard for Flanged Ductile-Iron Pipe with Threaded Flanges.

6. ANSI/AWWA C150/A21.50: Standard for Thickness of Ductile-Iron Pipe.

7. ANSI/AWWA C151/A21.51: Standard for Ductile Iron Pipe, Centrifugally Cast, for Water and Other Liquids.

8. ANSI/AWWA C153/A21.53: Standard for Ductile Iron Compact Fittings 3-In. through 16-In. for Water and Other Liquids.

9. ANSI/AWWA C600: Standard for Installation of Ductile-Iron Water Mains and Their Appurtenances.

10. ASME/ANSI B16.1: Cast Iron Pipe Flanges and Flanged Fittings.

11. ASTM A48: Standard Specification for Gray Iron Castings.

12. ASTM A377: Standard Index of Specification for Ductile-Iron Pressure Pipe.

13. ASTM A536: Standard Specification for Ductile-Iron Castings.

14. ASTM C150: Standard Specification for Portland Cement.

15. ASTM D1248: Standard Specification for Polyethylene Plastics Molding and Extrusion Materials.

16. ASTM D395-89 Method B: Standard Test Method for Rubber Property - Compression Set.

17. ASTM D412-87: Standard Test Method for Rubber Properties in Tension.

18. ASTM D2240-86: Standard Test Method for Rubber Properties - Durometer Hardness.

19. ASTM A307: Standard Specification for Carbon Steel Bolts and Studs.

1.03 SUBMITTALS
A. Product Data and Shop Drawings:

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PROJECT #08-158

1. Material specification data.

2. Detailed Pipe layout Drawings.

3. Installation instructions.

1.04 DELIVERY, STORAGE, AND HANDLING
A. During loading, transporting, unloading and storage, prevent damage to material.

1. To ensure undamaged condition.

2. Use wide bearing area slings and wide padded skids.

3. Do not use bare cables, chains, hooks, metal bars, or narrow skids.

4. Laterally support pipe, fittings, and specials to maintain shape.

5. Separate materials so they do not bear against each other.

6. Securely fasten load to prevent movement in transit.

B. Do not drop pipe or fittings.

C. Adequately tag or otherwise mark all piping and fittings as to size.

D. Acceptance at site:

1. Reject products with dents, kinks, abrupt changes of curvature or other injuries.

2. Reject any product dropped from truck or crane.

3. Replace or recondition at Contractor’s expense rejected items.

4. Reconditioning subject to Engineer’s acceptance.

5. Replace coatings as originally specified on reconditioned pipe.

1.05 PROJECT/SITE CONDITIONS
A. Environmental requirements: See specification Section 02 00 00 PART 2 - PRODUCTS

2.01 MANUFACTURERS
A. Acceptable manufacturers:

1. U.S. Pipe and Foundry Co.

2. Pacific States.

3. Or equal.

B. Manufacturers for fittings, joints, and couplings are listed with the specific materials in Section 2.02, Materials.

2.02 MATERIALS
A. Pipe:

1. Ductile iron: ANSI/AWWA C151/A21.51 - Classified as listed below:
a. 12 inches and below: Pressure Class 350.
b. 24 inches and above: Pressure Class 250.
c. All pipe burial depth greater than 15 feet below finished grade: Pressure Class 350.

B. Fittings:

1. Ductile iron: ANSI/AWWA C110/A21.10 dimensions, ASTM A536 Grade 80-60-03 or 70-50-05. ANSI/AWWA C153 fittings are allowed.

C. Joints:

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1. All joints shall be restrained.

2. Mechanical joints: ANSI/AWWA C111/A21.11.

3. Mechanical joints with tie rods:
a. Tie rods: ASTM A307.
b. Steel pipe spacers: ASTM A120, standard weight.
c. Washers: ANSI A27.2 plain steel.
d. Plastic plugs: As recommended by pipe manufacturer.

4. Flanged joints:
a. Flanges:
1) General use: ANSI A21.15 or ASME/ANSI/B16.1, 125 lb. b. Bolts: ASTM A307, chamfered or rounded ends projecting 1/4-inch to 1/2-inch beyond outer face of nut, unless otherwise specified.
c. Nuts: ASTM A307, hexagonal, ANSI B18.2, heavy semi-finished pattern, unless otherwise specified.
d. Flanged bolts and nuts shall be type 316 stainless steel for the following conditions:
1) Submerged in water or wastewater.
2) In an enclosed space above wastewater.
3) Buried.
e. Gaskets: Full face, 1/8-inch thick, rubber.

5. Threaded connections: ANSI B2.1 NPT; provide service saddles at all tapped connections.

6. Restrained joint:
a. Mechanical joint with EBAA Iron Megalug or equal.

7. Flanged coupling adapters:
a. 12 inches and under: Smith-Blair Type 912, Dresser Style 127, or equal, with anchor studs and stainless steel nuts, bolts, and washers. b. 14 inches and over: Smith-Blair Type 913, Dresser Style 128, or equal.

8. Service saddles: Ductile iron with double galvanized steel straps and rubber sealing gasket, 250 psi pressure rating, stainless steel nuts, bolts, and washers.

9. Restrained flange adapters:
a. EBAA Iron 2100 Megaflange or equal.

D. Corrosion control:

1. Shop lining and coating:
a. Lining: Mortar, NSF 61 approved
b. Rust-preventative compound: Houghton “Rust Veto 344,” Rust-Oleum “R-9.” c. Coating
1) Buried: Bituminous coating per ANSI/AWWA C104/A21.4. 2) Aboveground: Fusion bonded epoxy per AWWA C116 & C213

2.03 FABRICATION
A. Joints:

1. Type:
a. Buried: Restrained Mechanical and flanged as shown.
b. Exposed: Flanged.
c. Other: As noted on Drawings.

2. 12 inches and smaller outlets, where main line is at least twice the diameter of the branch; tee or a tapping saddle is acceptable.

3. Where tie rods are required, except as indicated on Drawings provide:

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PROJECT #08-158
a. 14 inches and below: Two (2) rods.
b. 16 inches through 20 inches: Four (4) rods.
c. 24 inches through 30 inches: Six (6) rods.
d. 36 inches through 48 inches: Eight (8) rods.

4. Mark the centerline of each flange and mechanical joint piece.

5. Screw flanges onto screwed-on flanged pipe so that pipe extends completely through and flush with the flange.

6. Finish machine pipe ends and flange faces flat and perpendicular to pipe centerline in a single operation.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Examine areas for:

1. Defects such as weak structural components that adversely affect execution and quality Work.

2. Deviations beyond allowable tolerances for piping clearances.

B. Start installation only when conditions are satisfactory.

C. Pipe:

1. Carefully examine pipe and fittings for cracks and other defects prior to installation.

2. Remove all defective pipe from site and replace.

3.02 INSTALLATION
A. Cutting pipe:

1. Cut pipe neatly without damage to pipe or cement lining.

2. Cut smooth, straight, and at right angles to pipe axis.

3. Dress and bevel end of cut pipe to remove roughness and sharp corners.

4. Cut cast iron with mechanical pipe cutters.

5. Cut ductile iron pipe with saw or abrasive wheel.

B. Cleaning:

1. Thoroughly clean pipe and fittings of foreign matter before installation.

2. Keep pipe and fittings clean until final acceptance.

3. Joint contact surfaces:
a. Wire brush, if necessary.
b. Wipe clean.
c. Keep clean until jointing is complete.

C. Piping in buildings or structures:

1. Completed installation should present a neat, orderly appearance.

2. Do not block openings, passageways, or pipe galleries.

3. Run piping parallel to walls of building or structure.

4. Keep piping from contacting walls, structures or installed items.

D. Piping underground:

1. Install in accordance with AWWA C600, except as specified herein.

2. Protect from lateral displacement while placing backfill.

3. Embedment and backfill per Earthwork Section.

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4. Do not lay pipe:
a. In water.
b. Under unsuitable weather conditions.
c. Under unsuitable trench conditions.

E. Jointing:

1. Restrained joints: Restrain all ductile iron joints for this project.

2. Follow manufacturer’s instructions.

3. Below Grade: Mechanical joints
a. If an effective seal is not obtained, disassemble joint, clean thoroughly, and reassemble.
b. Do not over-tighten bolts to compensate for poor installation. c. Carefully align holes in mechanical joints with tie rods to permit installation of the harness bolts.
d. Install flange and mechanical joint pieces so the mechanical joint holes, as well as the flange holes, straddle the top centerline for horizontal piping or the side centerline for vertical piping.
e. Restrain all joints on pressure pipe.

4. Above Grade: Flanged joints
a. Take care when bolting flanges to ensure that there is no restraint on the opposite end of the pipe which would prevent gasket compression or cause unnecessary stress in flanges.
b. Leave one (1) flange free to move in any direction while tightening flange bolts. c. Tighten bolts gradually at a uniform rate to compress gaskets uniformly.

5. Mechanical couplings:
a. Cut pipe ends clean and smooth.
b. Leave a space of 1/2-inch between pipe ends.
c. Restrain all couplings on pressure pipe unless indicate otherwise on the Drawings.

F. Reducers:

1. Provide eccentric reducers.

2. Install with straight side on top to avoid trapping air.

G. Anchorage:

1. In interior locations and where subject to internal pressure anchor or harness piping with mechanically coupled or similar joints to prevent separation of joints.

2. Other location: Provide reaction blocking anchorages or other supports for fittings above grade or exposed in structure as indicated on the Drawings or as required to prevent movement.

3. Concrete blocking:
a. Bearing area as indicated on the Drawings, or as directed by the Engineer. b. Extend from fitting to solid undisturbed earth.
c. Install so joints are accessible for repair.
d. If adequate support against undisturbed earth cannot be obtained, provide restrained joints or metal harness anchorages across the joint and secure by anchoring to the pipes or fittings or other anchorage facilities as required for adequate support.
e. If the lack of a solid vertical excavation face is due to improper excavation, all excess costs shall be borne by Contractor.

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H. Encasement:

1. Provide concrete encasement as indicated on the Drawings.

2. Provide concrete encasement under all buildings to a distance of five (5) feet outside of the footing.

3. Suitably support and block pipe and anchor against flotation.

I. Connection to existing pipelines:

1. Make connections between new and existing piping with suitable fittings.

2. Schedule connection to minimize inconvenience to the Owner.

3. Contractor shall dewater existing piping.

4. The City shall operate all existing valves.

5. Provide facilities for adequate dewatering and disposal of water from dewatered line and excavations without damage to adjacent property. Obtain a Low Threat Discharge Permit as required.

J. Corrosion control:

1. Metal surfaces:
a. See plans for test stations and other corrosion control details. b. Coat all steel clamp rods, bolts, and other metal accessories used in tapping saddles, anchorages or joint harnesses subject to submergence or contact with the earth and not concrete-encased.

K. Alignment:

1. Unless shown otherwise, piping shall be installed parallel to building lines, plumb, and level.

2. Piping shall be installed without springing or forcing the pipe in a manner which would set up stresses in the pipe, valves, or connected equipment.

3. All pipe flanges shall be set level, plumb, and aligned. All flanged fittings shall be true and perpendicular to the axis of the pipe. All bolt holes in flanges shall straddle vertical centerline of pipes.

3.03 FIELD QUALITY CONTROL
A. Testing:

1. New piping
a. Shall be pressure tested, flushed and disinfected prior to returning to service. b. Perform hydrostatic tests in accordance with City Standards. c. Use a test pressure of 150 psi in the new sections of pipe.

2. Existing isolated sections of pipe (Approximately 4,100 feet of 24” pipe) a. Shall be pressure tested, flushed and disinfected prior to returning to service. b. Perform hydrostatic tests in accordance with City Standards. c. Use a test pressure of 100 psi in the new sections of pipe. Test pressure shall be verified with City Engineer two weeks prior to any testing procedures. The purpose of this pressure test is to determine if there are any existing leaks that need repair. The Contractor will not be responsible for the repair of these leaks unless the City contracts with the Contractor to make the repairs.

B. See The City Standards for flushing and disinfecting procedures.

END OF SECTION

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SECTION 33 12 13

WATER CONNECTIONS AND TIE-INS
PART 1 - GENERAL

1.01 DESCRIPTION
A. Tie-ins to the City system shall be performed per the City Construction Standards, Section 81.

B. The following shall also apply.

C. This Section describes the procedures for tie-ins to the existing water main line and at the designated tie-ins to the existing water services.

1.02 SUBMITTALS
A. As specified in the City of Roseville’s Design and Construction Standards or as modified herein.

B. Submit catalog cut sheets, complete with maintenance data and assembly drawings for fittings, valves, and boxes.

C. Submit service line location as-builts for each property.

D. Submit a cross-over plan and abandonment plan each a minimum of 2-weeks before being needed.

1.03 RELATED WORK AND REFERENCES
A. City of Roseville Design and Construction Standards
B. City of Roseville Municipal Code and Plumbing Code
C. California Plumbing Code
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 TIE-IN TO EXISTING SYSTEM REQUIREMENTS
A. The Contractor is made aware that there may be existing pipelines in the project area constructed with asbestos concrete (AC) material which is considered a hazardous material if removed or disturbed.

1. If the Contractor encounters this pipe type, the contractor shall ensure that all pipe is properly protected from damage or disturbance.

B. Existing Water System

1. In order to prevent unnecessary interruption of water flow, a controlled scheduling and sequence of the Contractor's work is necessary. The Contractor shall work in cooperation with the City’s Operations and Maintenance personnel to maintain continuous operation of the system.

2. The Contractor is required to submit a schedule and tie-in plan for City approval a minimum of ten (10) working days prior to starting any of the tie-in work. The plan shall include emergency response measures.

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C. The Contractor shall not operate any City valve or other water appurtenances. This includes any new valve in continuous service (operation), even prior to final acceptance.

D. Connections to Existing Facilities:

1. Existing water mains must remain in service until the new water main is tied in, tested, accepted, and all water services affected by the main are restored.

2. The new lines shall be constructed as close as possible to the tie-in points. The new lines must be completely tested and accepted before tying into the existing lines.

3. New services shall be installed prior to testing of the new water main unless the existing service is to be re-used.

4. The cost of temporary facilities and other items necessary for successful completion of the project shall be included in the Contractor Bid.

5. The Contractor shall be fully prepared to complete the connection in the time allotted and shall not stop work until the facilities are restored to service or until otherwise directed by the City.

6. All possible preparatory work shall be completed to the satisfaction of the City prior to connection to the existing system. The City reserves the right to cancel or delay the tie-ins due to weather, equipment or man-power concerns.

E. Exposing Existing Facilities

1. When connections are to be made to any existing pipe or other appurtenances, a minimum of 24-hours before the tie-in the Contractor shall excavate and expose the existing facility before the connection is made to determine the material, actual size, elevation, or position of the facility.

F. Tie-in Sequencing

1. After successful testing of the new water main line, the new water main line shall be connected to the existing waterline as shown on the plans.

2. Contractor is required to employ adequate resources to ensure that no customer shall be out of service for more than 4-hours at a time (during tie-in to the existing pipeline system). At this time, there are no known instances in which customer service interruption will be caused. However, this requirement shall apply if any such instance is encountered during construction.

3. The Contractor is responsible for determining if a customer will be out of water for more than 4-hours and providing an adequate bypass plan to provide water.

Contractor is responsible for all costs associated with a bypass plan (including obtaining City approval).

4. The Contractor shall notify the City Representative a minimum of 5-working days prior to any shut-downs. The Contractor will be responsible for notifying and coordinating with customers. The Contractor is responsible for any de-watering required to complete the tie-in and shall be included in the Contractors Bid.

5. The Contractor is responsible to keep the City Representative informed of all customer notifications (who was notified and when) throughout the project.

3.02 FLUSHING/DISINFECTION WATER DISCHARGES
A. The following types of non-stormwater discharges are anticipated for the flushing/disinfection phase of the project. Each discharge requires monitoring and notifications as noted below:

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1. Water line flushing
a. Discharges associated with water line flushing are allowed to the City’s storm drain system as allowed by the City of Roseville’s Municipal Code Exemptions for Urban Stormwater Quality Management and Discharge Control (Chapter

14.2).
b. The Contractor must provide the City a plan for flushing which identifies the drainage inlets for flushing, the anticipated flow rate and volume, BMPs to be implemented during flushing, and monitoring procedures. c. BMPs must meet the requirements of the Stormwater Quality BMP Construction Guidance Manual which can be found on the City’s website.

2. Super-chlorinated Discharges
a. Following disinfection of the system discharges of the super-chlorinated water into the sewer will be allowed with specific permission of the Environmental Utilities Department.
b. Contractor is required to coordinate planned discharges to the sewer system with EUD and Wastewater Treatment (Tracie Mueller – (916) 774-5688). c. Discharges to the storm drain system must be dechlorinated and meet the monitoring and reporting requirements of the State General Permit (NPDES) for Drinking Water System Discharges (including specific requirements for chlorine residual, pH, and turbidity.
d. The Contractor will be responsible for discharge fees. **END OF SECTION**

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CIRBY WAY 24-INCH MAIN REPLACEMENT DISINFECTING WATER MAINS PROJECT #08-158
SECTION 33 13 00

DISINFECTING WATER MAINS
See City of Roseville Design and Construction Standards, Section 81 available at:
https://www.roseville.ca.us/government/departments/development_services/engineering_land_d evelopment/construction_management_inspection/design_construction_standards

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CIRBY WAY 24-INCH MAIN REPLACEMENT WATER PIPING SYSTEM TESTING PROJECT #08-158
SECTION 33 13 10

WATER PIPING SYSTEM TESTING
See City of Roseville Design and Construction Standards, Section 81 available at:
https://www.roseville.ca.us/government/departments/development_services/engineering_land_d evelopment/construction_management_inspection/design_construction_standards

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CIRBY WAY 24-INCH MAIN REPLACEMENT GATE VALVES
PROJECT #08-158
SECTION 40 05 61

GATE VALVES
See City of Roseville Design and Construction Standards, Section 81 available at:
https://www.roseville.ca.us/government/departments/development_services/engineering_land_d evelopment/construction_management_inspection/design_construction_standards

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PROJECT #08-158

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CIRBY WAY 24-INCH MAIN REPLACEMENT BUTTERFLY VALVES
PROJECT #08-158
40 05 64

BUTTERFLY VALVES
PART 1 - GENERAL

1.01 SCOPE
A. This specification governs materials and installation of butterfly valves. Valves greater than 12 inches shall be butterfly valves; unless specifically called out on plan sheets for pressure reducing stations.

B. Valves shall be furnished and installed by the contractor at the locations shown on the approved plans, or as required by the City.

1.02 SUBMITTALS
A. Prior to the purchase of butterfly valves to be used in the City system, the following items shall be submitted and approved by the City.

B. Manufacturer's catalog data and detail construction sheets showing the size to be used, valve dimensions, pressure rating and materials of construction.

C. Actuator manufacturer's catalog data and detail construction sheets showing the dimensions, materials, number of turns, and required torque input of the actuator to be used.

D. Manufacturer's catalog data and NSF certification seal on the lining to be used.

PART 2 - MATERIALS

2.01 BURIED BUTTERFLY VALVES
A. General

1. Shall be tightly closing, rubber seated valves conforming to AWWA C-504 suitable for buried service. Valves shall be Class 250-B designed for tight shut-off up to 250 psi in both directions. Valve disc shall rotate 90 degrees from fully open to tightly closed position.

B. Valve body

1. Valve bodies shall be cast iron with integrally cast mechanical joints or flanged ends.

2. Exposed capscrews, bolts, and nuts shall be stainless steel type 304.

C. Valve operators

1. Shall be of the manual traveling nut type.

2. Operators shall be equipped with a two-inch AWWA square operating nut. They shall be sealed and gasketed and lubricated for underground service.

3. The operator shall be capable of withstanding an input torque of 450 ft. lbs. at extreme operator position without damage.

D. Coating and Lining

1. Interior surfaces, excluding seating areas, bronze, and stainless steel pieces, shall be epoxy lined to a dry film thickness of 12 mils. Liquid epoxy linings shall be applied in two coats. Lining of interior valve surfaces shall be performed in a facility

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PROJECT #08-158
with qualified personnel and where the environment can be controlled. Epoxy lining of valves shall not be permitted in the field.

2. Liquid epoxy coating materials shall be listed in the NSF Listing for Drinking Water Additives, Standard 61, as certified for use in contact with potable water. Powder epoxy coating materials shall contain 100% solids. Surface preparation shall include White Metal Blast Cleaning.

3. Exterior surfaces shall be shop coated with two coats of asphalt varnish conforming to AWWA C-504. Flange faces shall be coated with a rust preventive compound.

E. Marking

1. The manufacturer shall show on the valve the valve size, manufacturer, class and year of manufacture.

F. Valve Disc and Shaft

1. Discs shall be cast iron with a stainless steel edge. Shafts shall be type 304 stainless steel.

G. Types of End Connections

1. End connections may be either flanged or mechanical joint type.

2.02 ABOVE GROUND OR VAULT BUTTERFLY VALVES
A. General

1. Shall be tightly closing, triple offset metal seated valves. Valves shall be Class 250- B designed for tight shut-off up to 250 psi in both directions. Valve disc shall rotate 90 degrees from fully open to tightly closed position.

B. Valve boxes

1. All valve boxes in street and other traffic areas shall be designed to H-20 loading conditions.

2. A list of approved manufacturers and part reference numbers include:
a. Christy (Type G5, Type B 17 by 30 H-20)
b. BES
c. D&L (#K-6004)
d. Or approved equal.

C. Valve body

1. Valve bodies shall be stainless steel with integrally cast flanged ends or lug ends.

Exposed capscrews, bolts, and nuts shall be stainless steel type 304. Valves installed in vault applications shall be coated per Specification 09 90 00.

D. Valve operators

1. Gear operators shall have handwheels. The handwheel shall have a minimum diameter of 12 inches. The actuator shall contain a dial indicator which shows the position of the valve disc.

E. Coating and Lining

1. Interior surfaces shall be uncoated stainless steel.

F. Marking

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1. The manufacturer shall show on the valve the valve size, manufacturer, class and year of manufacture.

G. Valve Disc and Shaft

1. Discs shall be 316 stainless steel body seat with a duplex stainless steel and graphite seal ring. Shaft shall be 17-4 PH stainless steel.

H. Types of End Connections

1. End connections may be either flanged or lug type.

PART 3 - EXECUTION

3.01 STORAGE
A. Valves shall be delivered and stored in the field with the port openings covered with plastic, cardboard or wood. These covers shall remain in place until the valves are ready to be installed. Valves shall not be stored in contact with bare ground. Valves shall not be stacked on top of one another.

3.02 BURIED BUTTERFLY VALVES
A. Installation

1. The weight of the valve shall be supported by firm ground or blocking and not the pipe. In vaults or above ground applications the valves shall have an individual pipe support.

2. Flanged Connection
a. Valves shall be installed with the operating nut in the vertical position. Flanges, bolts and nuts shall be cleaned by wire brushing before installing flanged valves. Threads of bolts and nuts shall be clean and threads shall be lubricated with NSF 61 anti-seize compound. Nuts and bolts shall be tightened uniformly and progressively. If flanges leak under pressure testing, the contractor shall loosen or remove the nuts and bolts, reseat or replace the gasket, reinstall or retighten the bolts and nuts, and retest the joints. Joints shall be watertight. b. Bolts shall be tightened in an even manner by a series of steps until the torque required by the manufacturer is reached.

3. Mechanical Joint
a. Valve socket, gland, and pipe plain end shall be wiped clean of all sand, dirt and foreign material prior to valve installation. Bolts shall be tightened in a manner by a series of steps until the torque required by the manufacturer is reached.

4. Polyethylene Encasement
a. Valves and all bolted connections shall be encased with 10 mil polyethylene plastic film wrap installed as follows: The valves shall be wrapped by passing the flat sheet of film under the valve bottom and bringing the ends around the body to the stem and securing it in place with two-inch strips of adhesive tape. b. The polyethylene shall be secured around the valve in such a manner as to leave the stem free to operate. The film shall be brought completely around the flanges and secured to the pipe with a plastic adhesive tape on either side of the valve flange.

5. Operation
a. Immediately before installation, each valve shall be operated through one complete open-close cycle and visually checked for proper operation. Boxing

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of valves shall begin immediately after pipe sections containing the valves have been installed. All valve boxes, paving rings, and lids shall be brought to grade after pavement has been constructed.

3.03 ABOVE GROUND OR VAULT BUTTERFLY VALVES
A. Installation:

1. The weight of the valve shall be supported by an individual pipe support.

2. Flanged or Lug Connection
a. Valves shall be installed with the operating handwheel operator either in the vertical or horizontal position. Contractor shall verify with City Inspector prior to installation of the orientation of the handwheel. Flanges, bolts and nuts shall be cleaned by wire brushing before installing flanged valves. Threads of bolts and nuts shall be clean and threads shall be lubricated with NSF 61 anti-seize compound.
b. Nuts and bolts shall be tightened uniformly and progressively. If flanges leak under pressure testing, the contractor shall loosen or remove the nuts and bolts, reseat or replace the gasket, reinstall or retighten the bolts and nuts, and retest the joints. Joints shall be watertight.

3. Bolts shall be tightened in an even manner by a series of steps until the torque required by the manufacturer is reached.

END OF SECTION

Appendix A

CIRBY WAY SINKHOLES

GEOTECHNICAL

EVALUATION

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Project No. S2871-05-01
July 31, 2025

DRAFT VIA ELECTRONIC MAIL
Carlton D. Allen
Bennett Engineering Services
1082 Sunrise Avenue, Suite 100
Roseville, CA 95661
[email protected]
Subject: GEOTECHNICAL EVALUATION

CIRBY WAY SINKHOLES

CIRBY WAY & INGLIS WAY

ROSEVILLE, CALIFORNIA
References: 1) Gasch Geophysical Services, Inc., Cirby Way Emergency Ground Penetrating Radar Investigation at the Cirby Way Sinkhole Site, GGSI Project No. 2024.10.01, dated March 4, 2024.
2) Gasch Geophysical Services, Inc., Cirby Way Phase 2 Ground Penetrating Radar Investigation at the Cirby Way Sinkhole Site, GGSI Project No. 2024.10.02, dated November 19, 2024.
3) Domenichelli & Associates, Inc. Volume 3 of 4 and Contract Documents for DesignAssist and Construction of Cirby Way Water Pipeline Repair, dated April 8, 2025. 4) City of Roseville, Various email correspondence and photograph documentation of water main rupture and repair, received April and May 2025.

Mr. Allen:

In accordance with the approved Agreement between Bennett Engineering Services and Geocon executed June 12, 2025, we have prepared this summary of our geotechnical evaluation of the sinkholes and pavement distress that has been observed on Cirby Way, near Inglis Way in Roseville, California. The approximate site location is shown on Figure 1.

BACKGROUND
The City has a current project that consists of water pipeline and road repairs on Cirby Way between Inglis Way and Cirby Oaks Way. We understand that the existing 24-inch water main ruptured in December 2023 and water was observed flowing through surface through cracks in the pavement.

Sinkholes later formed in February and July 2024, and were filled in with aggregate base (AB) material followed by asphalt patches. At the time of the water main rupture, we understand that liquefied sandy soil was observed flowing out through cracks in the asphalt. Based on our discussion with City representatives, we are not aware of any locations where water or soil flowed laterally out of the embankment slopes.

DRAFT

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -2- July 31, 2025
Gasch Geophysical Inc. previously performed two geophysical investigations (References 1 and 2) to identify potential subsurface voids and other anomalies. Several anomalies were noted, however the Ground Penetrating Radar (GPR) techniques used by Gasch was limited to imaging approximately six feet deep.

We understand that bid documents have been prepared for the pipeline replacement project, however there is concern that additional voids or otherwise compromised soil may still be present below the depth limitations of Gasch’s geophysical investigative methods. There is also concern that the existing AB section beneath the pavement may have been compromised by flowing water.

According to Volume 3 of the Bid Set prepared by Domenichelli & Associates (Reference 3), the project will include the construction of a new 24-inch water main between stations 1+00 and 5+37 (running east-west, longitudinally with the road), with a minimum depth of 4 feet to the top of the pipe. At approximately Sta. 3+50, an unnamed tributary creek is conveyed through the roadway embankment a 42-inch-diamater reinforced concrete pipe (RCP) culvert. The creek flows north into Dry Creek, parallel to Inglis Way. The existing RCP culvert is estimated to be covered by roadway embankment fill.

PURPOSE AND SCOPE
The purpose of our services has been to perform a geotechnical investigation to evaluate the potential presence of voids within the embankment and the condition of the existing AB beneath the hot mix asphalt (HMA) pavement, and to provide conclusions and mitigation recommendations for the observed sinkholes and settlement. Our evaluation included a geologic/geotechnical literature review, a detailed site reconnaissance, drone-based geologic mapping, a field exploration program including exploratory borings and in-situ cone penetration testing (CPT), a laboratory testing program, engineering analyses, and preparation of this letter report.

We performed the following scope services:
• Reviewed plans, geologic maps, geotechnical reports and other relevant documents. • Participated in a coordination meeting with the project team and discussed logistics, reviewed locations of existing utilities, and select final exploration locations. • Performed a site reconnaissance to review project limits and marked out exploratory boring and in-situ CPT locations for subsequent utility clearance. • Notified subscribing utility companies via Underground Service Alert (USA) prior to performing exploratory excavations at the site.
• Obtained a soil boring permit from the City of Roseville Department of Environmental Utilities. • Prepared a Traffic Control Plan (TCP) and obtained an encroachment permit, as required, from the City of Roseville.
• Retained the services of a traffic control company who provided lane closures, flagging, and signage as required in the approved TCP.
• Retained the services of a private utility locator to further identify potential underground utilities near our boring and CPT locations.
• Retained the services of California C57-licensed drilling subcontractors and performed exploratory borings and
DRAFT
CPT soundings with a truck-mounted equipment.

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -3- July 31, 2025
• Advanced 12 CPT soundings (CPT 1 through 12) at the approximate locations shown on Figure 4 to depths of approximately 31 feet below ground surface, except where refusal was noted. • Drilled twelve exploratory borings (Borings B1 through B12) at the approximate locations shown on Figure 4 using a truck-mounted drill rig equipped with hollow-stem auger drilling capabilities to depths ranging from approximately 1½ feet up to 30½ feet below ground surface, except where refusal was noted.
• Obtained representative bulk samples of AB from each of our borings beneath the existing pavement for laboratory testing.
• Logged the soils encountered in the borings in accordance with the Unified Soil Classification System (USCS) and obtained representative soil samples from the exploratory borings. A Key to Logs, boring logs, and logs of the CPT soundings are in Appendix A. • Upon completion, backfilled the borings with neat cement grout. • Performed laboratory tests to evaluate the pertinent soil index and engineering properties.

Laboratory test results are in Appendix B.
• Analyzed the field and laboratory testing data and prepared this summary report

SITE CONDITIONS
The existing roadway alignment was constructed on a fill embankment that crosses an unnamed tributary of Dry Creek, which flows through a 42-inch diameter RCP culvert approximately 17 to 20 feet below the road surface (Reference 3). Based on conversations with the City of Roseville, the ruptured 24-inch water main predates the current road alignment, and the water line crosses beneath the creek at a depth of roughly 26 feet to the top of pipe, based on the project plans (Reference 3). However, we understand that this is just an estimate as the exact depth of the pipe is unknown. We encountered several obstructions in our borings and CPT soundings at various depths which may have been the water line or other existing buried utilities. Further discussion of these obstructions is provided below. Photos 1 through 3 show the road embankment.

Based on our review of historic aerial photos and topographic maps (www.historicaerials.com and https://mil.library.ucsb.edu/ap_indexes/FrameFinder/), it appears that the portion of Cirby Way between Vernon Street and Riverside Avenue was constructed sometime between 1951 and 1981.

Based on topographic maps of the Citrus Heights 7.5-minute quadrangle published by the United States Geological Survey (USGS) both before (1967) and after road construction (1992) is shown in Figures 2 and 3. The topographic maps indicate the creek channel was between 15 and 20 feet deep prior to construction of the road and nearby residential developments. This is consistent with our subsurface investigation, which encountered embankment fill ranging from 13½ to 22 feet deep.

We visited the site several times between April and July 2025 to perform our site reconnaissance, attend project meetings, and perform aerial drone mapping and subsurface investigations. At the time of our field investigation, the road conditions consisted of several asphalt patches which we understand were required after two sinkholes formed subsequent to the water main rupture (Photo 4). We also understand that the pavement reportedly heaved by several inches in two locations along the southern curb and gutter which also required repair. Since these initial pavement patches were installed last year, additional soil settlement has been noted on around and near the patches and. An aerial site map is presented as Figure 4. The existing utilities are shown in Figure 5, Site Plan with Utilities.

DRAFT

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -4- July 31, 2025

SUBSURFACE CONDITIONS
We identified subsurface conditions by observing and sampling exploratory borings, CPT soundings, and reviewing the referenced geologic literature. Soil descriptions provided below include the USCS symbol where applicable.

Existing Pavement Sections: Our borings encountered HMA and AB of variable thickness across the site. Table 1 summarizes the existing pavement sections as encountered during our field investigation.

TABLE 1
Existing Pavement Sections
Boring Number Hot Mix Asphalt
(Inches)
Aggregate Base
(Inches)
B1 6 10
B2 7 10
B3 7 23
B4 8 10
B5 5½ 10½
B6 7½ 6½
B7 6 10
B8 4 12
B9 8½ 6½
B10 10½ -
B11 7 10
B12 8½ 10
Embankment Fill: Embankment fill was noted in each of our boring and CPT explorations. The fill generally consisted of layers of variably very loose to medium dense sandy silt (ML), clayey to silty sand (SM), poorly graded sand (SP) and soft to hard sandy lean clay (CL). We performed laboratory testing on selected representative soil samples to evaluate the in-situ dry density, laboratory maximum dry density, and relation compaction (ratio of in-situ dry density and maximum dry density) of the fill materials. The results are summarized in Table 2 below.

TABLE 2
Existing Fill Density and Relative Compaction
Sample ID Dry Density
(pcf)
Maximum Dry Density
(pcf - ASTM D1557)
Relative Compaction
(%)
B2-2 108.1 117.9 92
B2-4 104.3 117.9 88
B2-6 95.8 117.9 81
B2-8 104.3 117.9 88
B2-10 106 117.9 90
B2
DRAFT -12 106.4 117.9 90

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -5- July 31, 2025
Sample ID Dry Density
(pcf)
Maximum Dry Density
(pcf - ASTM D1557)
Relative Compaction
(%)
B3-2 95.6 117.9 81
B3-6 90.5 117.9 77
B3-8 93.1 117.9 79
B3-10 109.6 117.9 93
B3-14 101.2 117.9 86
B5-12.5 108.1 120.7 90
B6-3 115.5 120.7 96
B6-4 93.7 120.7 78
B6-8 95 120.7 79
B6-10 106.7 120.7 88
B8-5 102.7 125.3 82
B9-8 117.6 125.3 94
Based on the laboratory maximum dry density of the materials sampled (ASTM D1557), the relative compaction of the fill materials is highly variable, ranging from a low of 77 percent to a high of 96 percent. For comparison purposes, the minimum relative compaction for embankment fill and structure backfill is typically 90 and 95 percent, respectively. This is generally consistent with the variability observed in our borings and CPT soundings. Although some of the dry densities, CPT penetration resistance and sampler blow counts suggest the materials were likely compacted when originally placed, the results of our field investigation and laboratory testing indicates discontinuous soft/loose areas are present within the fill materials which may have been compromised by the water line rupture.

Alluvium: Beneath the fill, we encountered native alluvial soils consisting of very stiff to hard, sandy lean clay (CL) and medium dense to very dense, clayey to silty sand (SC and SM) and poorly graded sand (SP) to the total explored depth of 30½ feet.

GROUNDWATER CONDITIONS
Based on our review of available groundwater data obtained from the California Department of Water Resources website (https://sgma.water.ca.gov/webgis/?appid=SGMADataViewer#gwlevels), static groundwater is indicated to be between 100 and 120 feet below ground surface in the site vicinity. We did not observe flowing water within the creek at the time of our field investigation. However, our CPTs consistently encountered groundwater at a depth of about 15 feet after being open for several hours.

Additionally, isolated boring samples within the poorly graded sand were wet below 15 feet. Boring B6, which was close to the presumed pipeline, encountered perched water at about 24 feet. Therefore, based on this information, it appears that water potentially from the pipe rupture may have settled and soaked into the sandy soil layers below the pipeline. The water may also be the result of leaking culverts, natural seepage, or other sources.

DRAFT

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -6- July 31, 2025

CONCLUSIONS AND RECOMMENDATIONS
We have performed our field investigation, laboratory testing and engineering analysis to address the primary concerns for the proposed water line replacement and pavement restoration project. These concerns are addressed individually below.

Sinkholes and Soil Settlement
There are visible signs of settling pavement, especially around the sinkhole patches. We observed traffic across Cirby Way and noted where dips in the pavement surface were causing the vehicles to bounce.

The most notable area of settlement was noted in the westbound lanes, where Borings B3, B6 and CPT3 CPT8 were located (Photos 4 through 7). CPT9 encountered a 5-inch void space beneath the pavement where the AB has settled (Photos 8 and 9). Settlement was also noted around the manhole between Borings B3 and B12 (Photo 8). Another depression was observed in the eastbound lanes near CPT12 (Photos 10 and11).

Our borings and CPT soundings encountered relatively loose/soft soil at various locations and depths.

Although these zones do not appear to be continuous, they are pervasive and were encountered as deep as 25 feet (see logs for Boring B6 and CPT7). According to the previous geophysical surveys performed by Gasch (References 1 and 2), anomalies were identified in several locations at various depths which appear to be consistent with zones of loose/soft soil identified in our subsurface investigation.

Figure 6 presents an overlay of Standard Penetration Test (SPT) 60% energy blow count (N60) values interpreted from the CPT soundings. These N60 values roughly correlate to the blow counts measured in our exploratory borings and presented on the boring logs. The loose/soft zones shaded in red and yellow, based on CPT data, nearby boring data and observations made during our field investigation. In general, the loose/soft zones extend from near the bottom of the pavement to depths ranging from 21 to 26 feet, the approximate thickness of the embankment fill and existing utility trench backfill. The loose/soft zones are apparently isolated/discontinuous in the soundings located in the Westbound and Eastbound No. 2 lanes and more continuous in the soundings located in the Westbound No. 1 lane and center lane.

Existing Utility Trenches
As previously stated, we observed perched water in several borings and CPT soundings which we believe may be residual water from the previous pipeline rupture or other local sources. Based on the numerous existing utilities that cross the site, it is likely that water from the rupture flowed into the nearby utility trenches, such as around the manhole near Boring B12 where the surrounding soil is settling. Therefore, it is possible that voids and/or loose soil are present at depth in these areas.

We encountered physical obstructions in CPT6, CPT9, and Borings B5 and B9 which may be underground utilities. The borings and CPTs were terminated at the first sign of obstruction, and it does not appear that any damage occurred.

Loose/Soft Soil Mitigation Recommendations
We did not observe obvious patterns in the location or depth of the loose soil, other than the soft zones which are nearly continuous in the Westbound No. 1 lane and center lane. It is likely that water from the pipeline rupture
DRAFT
and other sources transmitted along preferential pathways (e.g. granular soil, pipe

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -7- July 31, 2025
bedding aggregate, granular trench backfill, AB, etc.) to the ground surface and into nearby utility trenches. Since the existing water main is believed to be more than 15 to 20 feet deep, the water had to travel a significant vertical distance to make it to the road surface.

It is reasonable to assume, based on our subsurface investigation, that there are still voids and areas of loose soil present at depth which have not yet propagated to the surface, including around existing utilities. Without mitigation, we anticipate that settlement will continue, and additional sinkholes may form in the future.

These conditions may be mitigated by injecting geopolymer foam into the subsurface at regular spacing intervals throughout the site. We recommend retaining a specialty contractor who can develop a sitespecific injection program. We anticipate that minimum injection depths of 20 feet will be required, or deeper, depending on the depth to existing utilities. Since voids and loose soil may also be present around the existing utility trenches, the specialty contractor should pay special attention to the location and depth of existing utilities and their associated trench backfill. The recommended mitigation area is shown in Figure 5.

Once injected and cured, the geopolymer foam should be readily excavatable to allow for any future utility repairs that may be needed. The geopolymer foam may also be suitable for filling in the existing pipeline to be abandoned, depending on the material type and methods to be developed by the specialty contractor. We can provide references to specialty contractors, if needed.

In addition to the geopolymer injection, we have provided additional mitigation recommendations as part of the flexible pavement recommendations below.

Aggregate Base
We understand that there is concern that the fines and sand sized particles in the existing AB may have been washed out during the water main rupture, potentially compromising the structural integrity of the AB. We collected samples of the existing AB in 11 of our 12 borings. Boring B10 did not encounter any AB beneath the asphalt pavement. We performed gradation analyses (Caltrans C136) on each of the 11 AB samples, the results of which are presented in Appendix B. Table 3 provides a summary of the results along with the Caltrans Class 2 AB gradation specifications.

TABLE 3
Existing Aggregate Base Gradation Test Results
Sieve
Size
(Percent
Finer)
B1 B2 B3 B4 B5 B6 B7 B8 B9 B11 B12
Average
of All
Samples
Caltrans Class
2 AB
Gradation
Specification
(Percent Finer)
1" 100 100 100 100 100 100 100 100 100 100 100 100 100.0 3/4" 99.7 99.9 100 100 100 100 100 98.6 100 99.8 100 99.8 90.0 - 100.0 1/2" 90.6 88 85.1 90 93.5 94.3 90.2 78.7 94.5 85.4 85.2 88.7 3/8" 78.7 74.7 70.6 79.5 83.6 84.7 80.4 66.3 88.1 69.4 70.2 76.9 #4 58.7 55.3 47.3 58.8 63.5* 63.5* 57.7 43 72.4* 45.4 45.9 55.6 35.0 - 60.0 #8 47.4 43.2
DRAFT
35 46.4 48.1 47.7 45.3 28.2 61.7 32.8 31.3 42.5

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -8- July 31, 2025
* Results fall outside Caltrans Class 2 AB Gradation Specification The test results indicate that several samples are outside of the Caltrans specifications. However, the averages for all samples fall within the gradation specifications. Also, in the cases highlighted above, the percent finer was higher than the operating range which means the sample has a higher percentage of fine particles. This suggests that the AB material did not lose a significant fraction of fines as a result of the water main rupture. Since the as-constructed original gradation is unknown, we can only use the ranges from the Caltrans spec as an approximation. We note that boring B1 is likely well outside of the affected area (control sample) and still had two sieve sizes that were outside the specified range. This suggests that these results are generally consistent across the site. Based on the relatively consistent gradations and the age of the road, it is likely that the existing AB will perform adequately. Additionally, the mitigation recommendations provided below include thickened pavement sections and geogrid reinforcement to bridge over localized soil settlements.

Pavement Reconstruction Recommendations
We understand that the current pavement restoration plans (Reference 3) call for a HMA grind and overlay for the majority of the affected area, with a t-cut over the proposed water line replacement trench. However, based on the discontinuous but widespread zones of loose soil encountered during our field investigation, we recommend additional mitigation measures be taken before restoring the pavement (see Loose/Soft Soil Mitigation Recommendations above). We also recommend a more robust pavement reconstruction method consisting of removal and replacement with a geogridreinforced pavement section.

We performed Resistance-Value (R-Value) testing on a representative bulk soil sample in accordance with California Test Method (CTM) 301. Our testing resulted in an R-Value of 17. To account for subgrade soil variability resulting from site grading, we recommend using an R-Value of 15 f or pavement design.

The average thickness of existing HMA and AB encountered in our borings is approximately 7 inches over 10 inches, respectively, indicating an approximate as-is Traffic Index between 7 and 8. The project civil engineer should determine the appropriate Traffic Index (TI) for pavement design.

Table 4 provides alternative pavement sections based on various TIs. We can provide additional section designs upon request.

Sieve
Size
(Percent
Finer)
B1 B2 B3 B4 B5 B6 B7 B8 B9 B11 B12
Average
of All
Samples
Caltrans Class
2 AB
Gradation
Specification
(Percent Finer)
#16 39.2 34.9 27 35.4 36.3 36.3 37 21 51.8 25 22.6 33.3 #30 32.3* 28.2 21.2 25.6 26.7 26.8 29.8 16.5 39.8* 19.5 16.8 25.7 10.0 - 30.0 #50 25.2 21.8 15.6 16.3 17.5 17.8 22 12.7 26 14.4 11.6 18.3 #100 19.3 15.9 11.3 10.5 10.7 10.9 14.2 9.3 15.6 9.8 7.8 12.3 #200 15.1* 11.5* 8.3 7.2 6.6 6.4 8.1 6.7 10.1* 6.1 5.4 8.3 2.0 - 9.0 DRAFT

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -9- July 31, 2025
TABLE 4
New Flexible Pavement Sections
Traffic Index 7.0 8.0 9.5 10.0 11.0
HMA (in.) 6.5 6.5 7 7.5 7.5
AB (in.) 10 12 15 18 21
Total Section Thickness (in.) 16.5 18.5 22 25.5 28.5
In areas outside of the waterline trench zone and within the area of observed pavement distress and settlement, the existing HMA and AB should be completely removed to a depth sufficient for the new pavement section listed in Table 4. The existing AB may be stockpiled for reuse provided it can be removed, segregated, and stockpiled without contaminating the AB with soil. The stockpiled AB should be sampled and tested prior to re-use to verify compliance with Caltrans gradation requirements. The exposed subgrade should be scarified, moisture conditioned to at least the optimum moisture content, and recompacted to at least 95 percent relative compaction (as determined by ASTM D1557). The subgrade should be proof rolled under the observation of our representative to help identify isolated areas of instability that could require deeper removals and/or recompaction. Prior to placing AB, we recommend placing a layer of Tensar NX750 geogrid (or equivalent) directly on the subgrade soil followed by compacted AB. The geogrid should be installed per the manufacturer’s guidelines including a minimum overlap for adjacent sections.

The recommended alternative pavement sections are based on the following assumptions:

1. Subgrade soil has an R-Value of at least 15.

2. Class 2 AB has a minimum R-Value of 78 and meets the requirements of Section 26 of the latest Caltrans Standard Specifications.

3. Class 2 AB is compacted to 95% or higher relative compaction at or near optimum moisture content.

Prior to placing HMA, the AB should be proof-rolled with a loaded water truck to verify stability.

4. Pavement subgrade should be compacted in accordance with the recommendations presented in this report.

5. HMA should conform to Section 39 of the latest Caltrans Standard Specifications.

6. Periodic maintenance of HMA pavement is performed.

Testing and Observation Services
The recommendations provided in this report are based on the assumption that we will continue as Geotechnical Engineer of Record throughout the construction phase. It is important to maintain continuity of geotechnical interpretation and confirm that field conditions encountered during construction are similar to those anticipated during design. Testing and observation services by the Geotechnical Engineer of Record are necessary to verify that construction has been performed in accordance with this report, approved plans, and specifications. If we are not retained for these services, we cannot assume any responsibility for other’s interpretation of our recommendations or the future performance of the project.

DRAFT

Cirby Way Sinkholes
Geotechnical Evaluation
Geocon Project No. S2871-05-01 -10- July 31, 2025

LIMITATIONS AND CLOSURE
The recommendations of this report pertain only to the site investigated and are based only upon observation and experience. No subsurface investigation or laboratory testing was performed. The evaluation or identification of the potential presence of hazardous materials or environmental contamination was not part of our scope of services.

Changes in the conditions of a site can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. Additionally, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated partially or wholly by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years.

Our professional services were performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices used in the site area at this time. No warranty is provided, either express or implied. Please contact us if you have any questions regarding this letter or if we may be of further service.

Sincerely,
GEOCON CONSULTANTS, INC.

Tom C. DeSimone, PG, CEG Jeremy J. Zorne, PE, GE
Senior Geologist Senior Engineer
Attachments:

Figure 1, Vicinity Map
Figure 2, 1951 Topographic Map
Figure 3, 1992 Topographic Map
Figure 4, Aerial Site Map
Figure 5, Site Plan with Utilities
Photographic Log
Appendix A – Boring and CPT logs
Appendix B – Results of Laboratory Testing
DRAFT

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
FIGURE 1 – VICINITY MAP
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Site
Source - Open Street Maps

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
FIGURE 2 – 1951 TOPOGRAPHIC MAP
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Site
Source - USGS Citrus Heights 7.5-minute Quadrangle Topographic Map

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
FIGURE 3 – 1992 TOPOGRAPHIC MAP
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Site
Source - USGS Citrus Heights 7.5-minute Quadrangle Topographic Map

Base Map: Aerial imagery captured by Geocon via drone on June 3, 2025.

Figure 4
Cirby Way Sinkholes AERIAL SITE MAP Roseville, California 3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – FAX 916.852.9132 GEOCON Project No. S2871-05-01 August 2025 0 10 20
Approx. Scale in Feet
Soil Boring with AB Sample
AB Sample Only
CPT Location

Base Map: Aerial imagery captured by Geocon via drone on June 3, 2025. Utility layout taken from Drawing No. C3 – Overall Site Plan, Sheet 7 of Cirby Way Water Pipeline Repair Bid Set, prepared by Domenichelli & Associates, dated April 8, 2025.

Figure 5
Cirby Way Sinkholes
Roseville, California

SITE PLAN
WITH UTILITIES 3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – FAX 916.852.9132 GEOCON Project No. S2871-05-01 August 2025 0 10 20
Approx. Scale in Feet
Soil Boring with AB Sample
AB Sample Only
CPT Location
Recommended Mitigation Area

FIGURE 6
Cirby Way
CPT OVERLAYS Roseville, California
3160 GOLD VALLEY DR – SUIT E 800 – R A N C H O CORDOVA, CA 9574 2 PHONE 9 1 6 . 8 5 2 . 9 1 1 8 – F AX 9 1 6 . 8 5 2 . 9 1 3 2 GEOCON Project No. S2871-05-01 August 2025
Westbound Lane 2
(northernmost lane)
Westbound Lane 1 & Center Lane
(Nearest to Ruptured Water Main)
Eastbound Lane 2
(southernmost lane)
Equivalent N60 value Extrapolated SPT N60 value Potentially loose area based on equivalent SPT N60>12 Potentially loose area based on extrapolated data

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTOS 1 & 2
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Northern Road Embankment Slope
Southern Road Embankment Slope

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 3
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Aerial imagery obtained by Geocon on June 3, 2025.

Looking west, with approximate water main alignment in blue

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 4
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Aerial imagery obtained by Geocon on June 3, 2025.

Original sinkholes
Pavement
uplift
along
shoulder
Settlement around manhole
Settlement west of
pavement patch
Void beneath pavement
Pavement settlement
Currently settling pavement shown in blue
GPR Anomaly identified
by Gasch October 2024

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 5
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Westbound lanes, looking east at settling pavement

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 6
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Westbound lanes, looking south at settling pavement (shown in blue)

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 7
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Westbound lanes, looking south at settling pavement – note dip in pavement below straight pipe.

CPT3

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 8
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Westbound lanes, looking east at settling pavement (shown in blue) CPT9

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 9
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Westbound lanes, looking east at settling settlement
CPT9

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 10
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Eastbound lanes, looking north at settling pavement.

CPT11/B9

August 2025
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 PHONE 916.852.9118 – F AX 916.852.9132
PHOTO 11
Cirby Way Sinkholes
Roseville, California
Geocon Project S2871-05-01
Eastbound lanes, looking northeast at settling pavement.

CPT12/B8

APPENDIX A

Cirby Way Sinkholes
Geotechnical Evaluation

APPENDIX A

FIELD EXPLORATION
Our geotechnical field exploration was performed on June 24th through 26th, 2025, and consisted of drilling twelve (12) exploratory borings (B1 through B2) and twelve (12) Cone Penetration Tests (CPT1 through CPT 12). Approximate boring and CPT locations are depicted on figures 4 and 5.

Exploratory borings were performed using a truck-mounted, CME-55 drilling rig equipped with 8-inch outside diameter (OD) hollow-stem augers and 5-inch solid-flight augers provided by V&W Drilling of Galt, California. Soil sampling was accomplished using an automatic 140-pound hammer with a 30-inch drop. Samples were obtained with a 3-inch OD, split spoon (California Modified) sampler and a 2½-inch OD Standard Penetration Test (SPT) sampler. The number of blows required to drive the samplers the last 12 inches (or portion thereof) of the 18-inch sampling interval were recorded on the boring logs. Upon completion, the boreholes were backfilled with neat cement grout.

Subsurface conditions encountered in the borings were visually examined, classified and logged in general accordance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D2488-90). This system uses the Unified Soil Classification System (USCS) for soil designations. The logs depict soil and geologic conditions encountered and depths at which samples were obtained. The logs also include our interpretation of the conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We determined the lines designating the interface between soil materials on the logs using visual observations, drill rig penetration rates, excavation characteristics, and other factors. The transition between materials may be abrupt or gradual. Where applicable, the field logs were revised based on subsequent laboratory testing. Logs of exploratory borings are presented herein.

COMPACTION CURVE (ASTM D1557)
CORROSION ANALYSIS (CTM 422, 643, 417)
DIRECT SHEAR (ASTM D3080)
EXPANSION INDEX (ASTM D4829)
GRAIN SIZE ANALYSIS (ASTM D422)
MOISTURE CONTENT (ASTM D2216)
PLASTICITY INDEX (ASTM D4318)

LABORATORY TEST KEY
CP –
CR –
DS –
EI –
GSA –
MC –
PI –
R-VALUE (CTM 301)
SAND EQUIVALENT (CTM 217)

CONSOLIDATED UNDRAINED
TRIAXIAL (ASTM D4767)

UNCONSOLIDATED UNDRAINED
TRIAXIAL (ASTM D2850)
R –
SE –
TXCU –
TXUU –

UNCONFINED COMPRESSIVE
STRENGTH (ASTM D2166)
UC – KEY TO LOGS Figure A1
P H O N E 9 1 6 . 8 5 2 . 9 11 8 – FA X 9 1 6 . 8 5 2 . 9 1 3 2 3160 GOLD VALLEY D R – S U I T E 8 0 0 – R A N C H O C O R D O VA , C A 9 5 7 4 2

Soil Boring Number: B1

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729394, -121.296525 DATE STARTED 06/26/2025 COMPLETED 06/26/2025 DEPTH 5' SURFACE ELEVATION ~150' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 Graphic Log
USCS
ML
Water Levels
Material Description
ASPHALT; 6 inches
AGGREGATE BASE; 10 inches
FILL
Very stiff, moist, brown, Sandy SILT, fine grained,
with clay
End of Boring
Sample Information
Sample Graphic
Sample Type
Bulk
Bulk
SPT
Sample Number
B1-AB
B1-BULK
B1-1.5
Blow Counts/6”
4 11
15 Penetration Resistance
(blows/foot)
26 Laboratory Results
Dry Density (pcf)
Moisture Content (%)

15.6 % Fines

15.1 Water Levels
No free water encountered on 06/26
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B2

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 9403, -1 1. 96707 DATE STARTED 06/ 6/ 0 5 COMPLETED 06/ 6/ 0 5 DEPTH 6' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SC
SP
SM
CL
Water Levels
Material Description
ASPHALT; 7 inches
AGGREGATE BASE; 10 inches
FILL
Medium dense, moist, brown, Clayey SAND, fine
to coarse grained
Increase in silt
Increase in clay
Medium dense, moist, brown, Poorly Graded
SAND, fine to medium grained
Medium dense, moist, gray, Silty SAND, fine to
medium grained

ALLUVIUM
Hard, moist, bluish gray, Sandy LEAN CLAY
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B -AB
B -1.5,
B -BULK
B -3.5,4
B -5.5,6
B -7.5,8
B -9.5,10
B -11.5,1
B -15.5,16
Blow Counts/6”
9 1
14 9
18 0
9 19
4 9
14 19
6 7
9 7
7 15
6 17
31 Penetration Resistance
(blows/foot)
6 38
43 33
16 48
Pocket
Penetrometer (tsf)

1.0 . 5

4.0 3.75

4.5 3.0
.5

4.5 4.5
Laboratory Results
Dry Density (pcf)
108.1
104.3

95.8 104.3
106.0
106.4
109.8
Moisture Content (%)

16.1 17.8

3. 1 .4

14.9 15.9

17.3 % Fines

11.5 Water Levels
No free water encountered on 06/ 6
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 5
Graphic Log
USCS
SM
SC
Water Levels
Material Description
Medium dense, wet, bluish gray, Silty SAND, fine
to medium grained
Very stiff, moist, bluish gray, Sandy LEAN CLAY,
medium plasticity
Very dense, moist, light brown, Clayey SAND, fine
to coarse grained; hard drilling
Sampler wet but no water in hole
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Modified
CA
Modified
CA
Sample Number
B - 0.5,
1 B - 5, 5.
5 Blow Counts/6”
9 14
16 5
50/6"
Penetration Resistance
(blows/foot)
30 75/1 "
Pocket
Penetrometer (tsf)
. 5

4.5+
Laboratory Results
Dry Density (pcf)
107.7
11 .9
Moisture Content (%)

0.5 13.7
% Fines
Water Levels
No free water encountered on 06/ 6
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B3

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 9398, -1 1. 96761 DATE STARTED 06/ 6/ 0 5 COMPLETED 06/ 6/ 0 5 DEPTH 6' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SC-SM
SC-SM
Water Levels
Material Description
ASPHALT; 7 inches
AGGREGATE BASE; 3 inches
FILL
Medium dense, damp to moist, light brown, Silty,
Clayey SAND; with angular, yellow sandstone
fragments
With Few gravel, fine to coarse grained; up to 1"
Brown; decreased sandstone fragments
Blow counts drop

ALLUVIUM
Medium dense, moist, brown, Silty, Clayey SAND
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B3-AB
B3-1.5,
B3-BULK
B3-3.5,4
B3-5.5,6
B3-7.5,8
B3-9.5,10
B3-13.5,14
B3-15.5,16
Blow Counts/6”
5 10
14 6
13 14
7 9
1 7
10 1
1 1
16 16
11 13
10 1
1 Penetration Resistance
(blows/foot)
4 7
1 8
4 33
Pocket
Penetrometer (tsf)

4.5+

3.5 4.0

4.5 4.5+
.5

1.75 4.5+
Laboratory Results
Dry Density (pcf)

95.6 90.5

93.1 109.6
101.
109.4
Moisture Content (%)

9.0 9.7

11.3 11.8

11.3 14.6

14. % Fines

8.3 44.7
Atterberg Limits
LL: 6
PI: 7
Water Levels
No free water encountered on 06/ 6
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B3
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 5
Graphic Log
USCS
SC-SM
CL
SC
SP-SM
SC
Water Levels
Material Description
Very stiff, moist, dark brown, Sandy LEAN CLAY
Soft, wet, dark gray to brown, Clayey SAND
Medium dense, wet, dark grayish brown, Poorly
Graded SAND, fine to medium grained, with silt
Dense
Very dense, moist, light brown, Clayey SAND, fine
to coarse grained
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Modified
CA
Modified
CA
Sample Number
B3- 0.5,
1 B3- 5, 5.
5 Blow Counts/6”

10 11
6 50/4"
Penetration Resistance
(blows/foot)
1 76/10"
Pocket
Penetrometer (tsf)

1.5 0.5
Laboratory Results
Dry Density (pcf)
114.9
Moisture Content (%)

19. 16.3
% Fines
Atterberg Limits
Water Levels
No free water encountered on 06/ 6
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B4

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729405, -121.296991 DATE STARTED 06/26/2025 COMPLETED 06/26/2025 DEPTH 5' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 Graphic Log
USCS
SM
Water Levels
Material Description
ASPHALT; 8 inches
AGGREGATE BASE; 10 inches
FILL
Medium dense, moist, brown, Silty SAND, fine to
medium grained, with trace clay; with yellow
sandstone fragments
End of Boring
Sample Information
Sample Graphic
Sample Type
Bulk
Bulk
SPT
Sample Number
B4-AB
B4-BULK
B4-1.5
Blow Counts/6”
6 13
15 Penetration Resistance
(blows/foot)
28 Laboratory Results % Fines

7.2 Water Levels
No free water encountered on 06/26
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B5

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 938 , -1 1. 96713 DATE STARTED 06/ 4/ 0 5 COMPLETED 06/ 4/ 0 5 DEPTH ' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SM
ML
SC
SM
CL
SP
Water Levels
Material Description
ASPHALT; 5.5 inches
AGGREGATE BASE; 10.5 inches
FILL
Medium dense, moist, dark brown, Silty SAND,
fine to coarse grained
Light brownish gray, fine grained; with lenses of Silt
Dark bluish gray
Hard, moist, light brownish gray, Sandy SILT,
fine to medium grained; with small sandstone clasts,
moderately cemented
Light brownish gray with dark brown mottling, with
some clay
Loose, moist, olive brown, Clayey SAND, fine to
coarse grained, with trace gravel, fine grained
Medium dense, moist, grayish brown, Silty SAND,
fine to coarse grained, with trace gravel, fine
grained
Greenish gray
Increase in silt

ALLUVIUM
Very stiff, moist, bluish gray, Sandy LEAN CLAY,
fine grained
Medium dense, moist, bluish gray, Poorly Graded
SAND
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B5-AB
B5-1,1.5,
B5-BULK
B5-3,3.5,4
B5-5,5.5,6
B5-7,7.5,8
B5-9.5,10
B5-1 ,1 .5
,13
B5-15,15.5
,16
Blow Counts/6”
5 8
15 14
1 18
5 14
16 5
5 6
3 3
4 14
15 8
18 7
Penetration Resistance
(blows/foot)
3 30
30 11
7 9
45 Pocket
Penetrometer (tsf)

4.5+

4.5+

3.5 Laboratory Results
Dry Density (pcf)
108.1
115.7
Moisture Content (%)

16.8 13.4

13.1 19.0

13.1 % Fines

6.6 Water Levels
No free water encountered on 06/ 4
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B5
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 Graphic Log
USCS
SP
CL
Water Levels
Material Description
Tree rootlets on augers
Very stiff, moist, bluish gray, Sandy LEAN CLAY,
fine to medium grained
Refusal on concrete
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Modified
CA
Sample Number
B5- 0, 0.
5, 1
Blow Counts/6”
6 1
6 Penetration Resistance
(blows/foot)
38 Pocket
Penetrometer (tsf)

3.75 Laboratory Results
Dry Density (pcf)
Moisture Content (%)
% Fines
Water Levels
No free water encountered on 06/ 4
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B6

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 9358, -1 1. 96764 DATE STARTED 06/ 4/ 0 5 COMPLETED 06/ 4/ 0 5 DEPTH 30.5' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SC-SM
ML
SC
CL
CL
Water Levels
Material Description
ASPHALT; 7.5 inches
AGGREGATE BASE; 6.5 inches
FILL
Medium dense, moist, brown, Silty, Clayey SAND,
fine to coarse grained, with trace gravel, fine
grained
Light brown with light gray and orange
Dark gray
Hard, moist, light brown, Sandy SILT, fine grained
Dark bluish gray
Light brownish gray, moderately cemented; with less
sand
Loose, moist, olive brown to yellowish brown,
Clayey SAND, fine to medium grained
Brown with yellowish brown, reddish brown, and
light gray
Stiff, moist, brown with yellowish brown, Sandy
LEAN CLAY, fine grained
Root present

ALLUVIUM
Hard, moist, bluish gray, Sandy LEAN CLAY, with
trace gravel, fine grained
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA
Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B6-AB
B6-1,1.5,
B6-BULK
B6-3,3.5,4
B6-5,5.5,6
B6-7.5,8
B6-9,9.5,1
0 B6-11,11.5,
1 B6-14,14.5
,15
Blow Counts/6”
6 9
19 1
14 14
8 10
10 3
3 4

4 4
6 4
7 17
Penetration Resistance
(blows/foot)
18 8
0 7
6 8
4 Pocket
Penetrometer (tsf)

4.0 4.5+

1. 5

4. 5
Laboratory Results
Dry Density (pcf)
1 1.9
115.5

93.7 95.0
106.7
11 .9
Moisture Content (%)

13.4 13.7

4.6 1.4

16. 19.9

16.3 % Fines

6.4 Water Levels
Perched water encountered @ 4' on 06/ 4
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B6
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 5
30 Graphic Log
USCS
CL
SC
Water Levels
Material Description
Stiff, dark bluish gray, fine to coarse grained
Wet
Soft, dark gray
Very dense, moist, brown, Clayey SAND, fine to
coarse grained
Yellowish brown
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Modified
CA
Modified
CA
Bulk
Modified
CA
Sample Number
B6- 0, 0.
5, 1
B6- 5, 5.
5, 6
B6- 6.5
B6-30
Blow Counts/6”
6 6
9 x
x
6 50/6"
Penetration Resistance
(blows/foot)
15 6
50/6"
Pocket
Penetrometer (tsf)

1. 5
Laboratory Results
Dry Density (pcf)
118.8
Moisture Content (%)

1.3 17.
% Fines
Water Levels
Perched water encountered @ 4' on 06/ 4
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B7

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729355, -121.296620 DATE STARTED 06/24/2025 COMPLETED 06/24/2025 DEPTH 1.5' SURFACE ELEVATION ~150' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) Graphic Log USCS Water Levels Material Description
ASPHALT; 6 inches
AGGREGATE BASE; 10 inches
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Bulk
Sample Number
B7-AB
Blow Counts/6”
Penetration Resistance
(blows/foot)
Laboratory Results % Fines

8.1 Water Levels
No free water encountered on 06/24
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B8

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 9 70, -1 1. 9669 DATE STARTED 06/ 5/ 0 5 COMPLETED 06/ 5/ 0 5 DEPTH 5.5' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SC-SM
CL
SC
ML
Water Levels
Material Description
ASPHALT; 4 inches
AGGREGATE BASE; 1 inches
FILL
Medium dense, moist, reddish brown, Silty, Clayey
SAND, fine to coarse grained
Pale brown, fine grained
Dark brown; with rootlets
Hard, moist, light brownish gray with yellowish
brown striations, LEAN CLAY, weakly cemented
Lense of Clayey Sand
Medium dense, moist, brown, Clayey SAND, fine
to coarse grained
Grayish brown to reddish brown, with yellowish
brown
Olive brown
Olive brown with yellowish brown
Olive brown to grayish brown
Lenses of Silty Clay
Dark grayish brown with bluish gray
Hard, moist, dark gray with bluish gray, SILT, with
trace sand, fine grained and trace clay
Weakly cemented
Dark bluish gray
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
Bulk CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B8-AB
B8-1.5,
B8-BULK
B8-3,3.5,4
B8-5,5.5,6
B8-7,7.5,8
B8-9,9.5,1
0 B8-1 ,1 .5
,13
B8-15,15.5
,16
Blow Counts/6”
7 8
14 4
9 13
6 9
17 5
13 18
6 13
18 11
1 5
13 14

Penetration Resistance
(blows/foot)

6 31
31 37
36 Pocket
Penetrometer (tsf)

4.5+

4.5+

4.5+

1.5 Laboratory Results
Dry Density (pcf)
10 .7
Moisture Content (%)

17. 17.7

16.8 % Fines

6.7 51.7
Atterberg Limits
LL: 6
PI: 10
Water Levels
No free water encountered on 06/ 5
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B8
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 5
Graphic Log
USCS
ML
SC
Water Levels
Material Description

ALLUVIUM
Medium dense, moist, bluish gray, Clayey SAND,
fine to coarse grained
Yellowish brown
Very dense, dark gray
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Modified
CA
SPT
Modified
CA
Sample Number
B8- 1.5
B8- 5
Blow Counts/6”
9 8
0 5
14 31
50/6"
Penetration Resistance
(blows/foot)
8 45
50/6"
Pocket
Penetrometer (tsf)
Laboratory Results
Dry Density (pcf)
Moisture Content (%)
% Fines
Atterberg Limits
Water Levels
No free water encountered on 06/ 5
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B9

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S 871-05-01 LATITUDE / LONGITUDE 38.7 9 70, -1 1. 96744 DATE STARTED 06/ 5/ 0 5 COMPLETED 06/ 5/ 0 5 DEPTH 0' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
15 Graphic Log
USCS
SC
CL
SC
Water Levels
Material Description
ASPHALT; 8.5 inches
AGGREGATE BASE; 6.5 inches
FILL
Loose, moist, brown, Clayey SAND, fine to coarse
grained
With light brown inclusions
Medium stiff, moist, light brown with brown, Sandy
LEAN CLAY, fine to medium grained, with trace silt
With moderately to strongly cemented clasts of Silt
Stiff
Loose, moist, reddish brown with pale brown,
yellowish brown, and dark brown, Clayey SAND,
fine to coarse grained
Very loose, grayish brown
Loose, with trace gravel, fine grained; trace rootlets
Decrease in clay
Very loose
Pea gravel on augers
Pea gravel cuttings
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
SPT
Sample Number
B9-AB
B9-1.5, B9-BULK
B9-3.5,4
B9-5,5.5,6
B9-7.5,8
B9-9,9.5,1
0 Blow Counts/6”
6 6
10 3
3 6
4 6
8 4

3 4
1 1
1 1
Penetration Resistance
(blows/foot)
16 9
14 6
7 4

Pocket
Penetrometer (tsf)

1. 5
Laboratory Results
Dry Density (pcf)
117.6
Moisture Content (%)

19.0 14.5

14.1 % Fines

10.1 Water Levels
No free water encountered on 06/ 5
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Cirby Way Sinkholes
Boring No.: B9
Contract No.: S 871-05-01
Page: of
Depth (ft)
0 Graphic Log
USCS
SC
Water Levels
Material Description
Likely in utility trench alignment, abandon boring
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Sample Number
Blow Counts/6”
Penetration Resistance
(blows/foot)
Pocket
Penetrometer (tsf)
Laboratory Results
Dry Density (pcf)
Moisture Content (%)
% Fines
Water Levels
No free water encountered on 06/ 5
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B10

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tyler Henderson PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729271, -121.296978 DATE STARTED 06/25/2025 COMPLETED 06/25/2025 DEPTH 12.5' SURFACE ELEVATION ~152' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) 5 10
Graphic Log
USCS
SC
ML
SC
CL
Water Levels
Material Description
ASPHALT; 10.5 inches
FILL
Medium dense, moist, brown with light brown striations, Clayey SAND, fine to coarse grained
Brown with reddish brown inclusions, with little silt
Dark gray
Dark gray with black and red mottling
Hard, moist, greenish gray, Sandy SILT, fine grained
Dense, moist, bluish gray, Clayey SAND, with some silt
Yellowish brown with green, red, and dark brown mottling Medium dense, bluish gray with pale brown, fine grained Bluish gray, fine to coarse grained
Hard, moist, dark gray with bluish gray, Sandy LEAN CLAY, fine grained
With white striations; with bluish gray moderate cementations Boring Terminated
Sample Information
Sample Graphic
Sample Type
Bulk
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Modified
CA
Sample Number
B10-BULK
B10-1,1.5,2
B10-3,3.5,4
B10-5,5.5,6
B10-7,7.5,8
B10-9,9.5,10
B10-11,11.5,12
Blow Counts/6”
8 9
12 8
12 20
12 16
25 12
26 29
13 16
27 13
17 24
Penetration Resistance
(blows/foot)
21 32
41 55
43 41
Pocket
Penetrometer (tsf)

4.5+
Water Levels
-
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B11

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729402, -121.296664 DATE STARTED 06/26/2025 COMPLETED 06/26/2025 DEPTH 1.5' SURFACE ELEVATION ~150' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) Graphic Log USCS Water Levels Material Description
ASPHALT; 7 inches
AGGREGATE BASE; 10 inches
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Bulk
Sample Number
B11-AB
Blow Counts/6”
Penetration Resistance
(blows/foot)
Laboratory Results % Fines

6.1 Water Levels
No free water encountered on 06/26
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Soil Boring Number: B12

PROJECT NAME Cirby Way Sinkholes LOGGED BY Tom DeSimone PROJECT NUMBER S2871-05-01 LATITUDE / LONGITUDE 38.729400, -121.296803 DATE STARTED 06/26/2025 COMPLETED 06/26/2025 DEPTH 1.5' SURFACE ELEVATION ~151' LOCATION Roseville, CA RIG TYPE CME-55
DRILLING FIRM V&W Drilling HAMMER TYPE Auto
METHOD Continuous Flight Auger BORING DIAMETER 5 in HAMMER WEIGHT 140 lb BACKFILL METHOD Neat Cement Grout capped with Rapid-Set Concrete HAMMER DROP 30 in Depth (ft) Graphic Log USCS Water Levels Material Description
ASPHALT; 8.5 inches
AGGREGATE BASE; 10 inches
Boring Terminated
Sample Information
Sample Graphic
Sample Type
Bulk
Sample Number
B12-AB
Blow Counts/6”
Penetration Resistance
(blows/foot)
Laboratory Results % Fines

5.4 Water Levels
No free water encountered on 06/26
-
DRAFT
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN APPLIES ONLY TO THE SPECIFIC BORING OR TRENCH LOCATION AT THE DATE INDICATED AND MIGHT NOT REPRESENT SUBSURFACE CONDITIONS AT OTHER LOCATIONS OR TIMES. THE STRATIGRAPHY PRESENTED REPRESENTS THE APPROXIMATE BOUNDARY BETWEEN SOIL TYPES; THESE TRANSITIONS COULD BE GRADUAL.

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-01 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:03 PM 1 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-02 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:03 PM 2 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.68 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-03 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:04 PM 3 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-04 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:04 PM 4 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-05 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:04 PM 5 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 20.18 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-06 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:05 PM 6 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-07 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:05 PM 7 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-08 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:05 PM 8 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 17.06 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-09 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:06 PM 9 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.51 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-10 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:06 PM 10 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 30.84 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-11 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:06 PM 11 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

Project: Cirby Way Sinkholes
Geocon Consultants, Inc.

Total depth: 31.00 ft, Date: 7/17/2025
Surface Elevation: 0.00 ft
Roseville, CA
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-12 - Basic
Location:

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.2.0.2.7 - CPTU data presentation & interpretation software - Report created on: 7/17/2025, 1:39:07 PM 12 Project file: R:\GEOCON WORKING FILES\S2850-S2899\S2871-05-XX City of Roseville On-Call Geotech\S2871-05-01 - Cirby Way Sinkholes\CPT data\CPeT-IT Analysis 7.17.25.cpt

APPENDIX B

Cirby Way Sinkholes
Geotechnical Evaluation

APPENDIX B

LABORATORY TESTING PROGRAM
Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were tested for their in-situ density and moisture content, pavement support characteristics, and moisturedensity relationship. The results of the laboratory tests are presented on the following pages.

Some laboratory testing (plasticity characteristics, grain size distribution) was still in progress at the time this draft report was prepared. The remaining laboratory test results will be provided in the final version of this report.

TABLE B1

RESISTANCE VALUE TEST RESULTS
ASTM D2844
Sample Number Sample Depth
(feet) Average Density (pcf) Average Moisture
Content (%) R-Value
B10-Bulk 0 – 5 118.2 14.3 17

B1-1.5 1.5 --- 15.6
B2-2 2 --- 16.1 108.1
B2-4 4 --- 17.8 104.3
B2-6 6 --- 23.2 95.8
B2-8 8 --- 12.4 104.3
B2-10 10 --- 14.9 106.0
B2-12 12 --- 15.9 106.4
B2-16 16 --- 17.3 109.8
B2-21 21 --- 20.5 107.7
B2-25.5 25.5 --- 13.7 112.9
B3-2 2 --- 9.0 95.6
B3-4 4 26 19 7 --- 44.7 9.7
B3-6 6 --- 11.3 90.5
B3-8 8 --- 11.8 93.1
B3-10 10 --- 11.3 109.6
B3-14 14 --- 14.6 101.2
B3-16 16 --- 14.2 109.4
B3-21 21 --- 19.2
B3-25.5 25.5 --- 16.3 114.9
B5-5 5 --- 16.8
B5-7 7 --- 13.4
B5-10 10 --- 13.1
B5-12.5 12.5 --- 19.0 108.1
B5-16 16 --- 13.1 115.7
B6-1.5 1.5 --- 13.4 121.9
B6-3 3 --- 13.7 115.5
B6-4 4 --- 24.6 93.7
B6-8 8 --- 21.4 95.0
B6-10 10 --- 16.2 106.7
B6-12 12 --- 19.9
B6-15 15 --- 16.3 112.9
B6-20.5 20.5 --- 21.3
B6-26.5 26.5 --- 17.2 118.8
B8-4 4 26 16 10 --- 51.7 17.2
B8-5 5 --- 17.7 102.7
B8-10 10 --- 16.8
B9-4 4 --- 19.0
B9-8 8 --- 14.5 117.6
B9-10 10 --- 14.1
Dry
Density
(pcf)
Water
Content
(%)
Plasticity
Index
Plastic
Limit
Liquid
Limit
%<#200
Sieve
Maximum
Size
(mm)
Depth
(feet) Sample ID
Sheet 1 of 1
Summary of Laboratory Results
Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: 916-852-9118
LAB SUMARY GEOTECH 2 NO FIGURE S2871-05-01 CIRBY WAY SINKHOLES.GPJ US_LAB.GDT 7/26/25

0 10
20 30
40 50
60 0 20 40 60 80 100
Liquid
Limit
Plastic
Limit
Plasticity
Index Sample No.
26 26

ATTERBERG LIMITS (ASTM D4318)
CH
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.

CL-ML
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X

LIQUID LIMIT
% Pass
#200
Sieve
Preparation
Method
B3-4
B8-4
19 16
7 10

44.7 51.7
Unified Soil Classification
Description
ML
CL
MH
dry
dry

SILTY, CLAYEY SAND(SC-SM)

SANDY LEAN CLAY(CL)
Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: 916-852-9118
PI COPY 2 NO FIGURE S2871-05-01 CIRBY WAY SINKHOLES.GPJ US_LAB.GDT 7/26/25

0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100

0.0010.010.1110100

60 fine
200 3
PL
4 3 810 14
19 16
26 26
D10
4 1 16 20 30
U.S. SIEVE NUMBERS
7 10

1.5 Cc
40 50
%Silt %Clay
100 140
.
.
.
.
.
.
.
.
.
.

Classification
Sample No.

Sample No. LL
3/4 1/2

HYDROMETER

55.3 48.3
U.S. SIEVE OPENING IN INCHES
B3-4
B8-4
B3-4
B8-4

0.0 0.0

COBBLES GRAVEL SAND SILT OR CLAY

44.7 51.7

GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT
2 fine coarse medium
6 D100 D30
Cu

PI
GRAIN SIZE DISTRIBUTION (ASTM D422, D6913)
3/8
coarse SILTY, CLAYEY SAND(SC-SM)

SANDY LEAN CLAY(CL)
%Gravel %Sand

4.75 4.75
6 D50

0.11 Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: 916-852-9118
GSA COPY 2 NO FIGURE S2871-05-01 CIRBY WAY SINKHOLES.GPJ US_LAB.GDT 7/26/25

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.3 41.0 13.5 16.5 13.6 15.1 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B1-AB Date Sampled:

Client:

Project:

Project No: Figure
1 .75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

99.7 90.6

78.7 58.7

47.4 39.2

32.3 25.2

19.3 15.1
100.0

90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0
X
X

12.5015 11.0563 5.0454

2.8538 0.4805
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.1 44.6 14.4 15.9 13.5 11.5 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B2-AB Date Sampled:

Client:

Project:

Project No: Figure
1 .75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

99.9 88.0

74.7 55.3

43.2 34.9

28.2 21.8

15.9 11.5
100.0

90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0 X

13.3113 11.8905 5.9622

3.5892 0.7222 0.1325
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 52.7 14.5 14.5 10.0 8.3 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B3-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

85.1 70.6

47.3 35.0

27.0 21.2

15.6 11.3

8.3 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

14.2520 12.6766 7.4019

5.3126 1.5772 0.2754

0.1143 64.77 2.94
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 41.2 15.0 23.1 13.5 7.2 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B4-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

90.0 79.5

58.8 46.4

35.4 25.6

16.3 10.5

7.2 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

12.7134 11.0301 5.0047

2.9636 0.8180 0.2643

0.1365 36.66 0.98
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 36.5 18.5 23.0 15.4 6.6 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B5-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

93.5 83.6

63.5 48.1

36.3 26.7

17.5 10.7

6.6 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0
X

11.3680 9.9068 4.1069

2.5982 0.7638 0.2398

0.1359 30.21 1.05
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 36.5 18.9 22.5 15.7 6.4 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B6-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

94.3 84.7

63.5 47.7

36.3 26.8

17.8 10.9

6.4 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0
X

11.0453 9.5986 4.1420

2.6573 0.7584 0.2337

0.1330 31.15 1.04
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 42.3 14.5 17.2 17.9 8.1 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B7-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

90.2 80.4

57.7 45.3

37.0 29.8

22.0 14.2

8.1 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

12.5960 10.8305 5.1816

3.2589 0.6094 0.1625

0.0946 54.76 0.76
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 1.4 55.6 17.1 11.4 7.8 6.7 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B8-AB Date Sampled:

Client:

Project:

Project No: Figure
1 .75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

98.6 78.7

66.3 43.0

28.2 21.0

16.5 12.7

9.3 6.7
100.0

90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

15.5781 14.2484 8.0229

5.9868 2.6498 0.4628

0.1765 45.45 4.96
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 27.6 12.9 26.7 22.7 10.1 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B9-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

94.5 88.1

72.4 61.7

51.8 39.8

26.0 15.6

10.1 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0
X
X
X

10.3144 8.3786 2.0775

1.0551 0.3696 0.1417
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.2 54.4 14.8 13.7 10.8 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B11-AB Date Sampled:

Client:

Project:

Project No: Figure
1 .75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

99.8 85.4

69.4 45.4

32.8 25.0

19.5 14.4

9.8 6.1
100.0

90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

13.9296 12.6056 7.7572

5.7185 1.8993 0.3275

0.1549 50.08 3.00
7/3/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

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
3/4" Aggregate Base
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

0.0 0.0 54.1 17.1 14.7 8.7 5.4 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

TEST RESULTS
Opening Percent Spec.* Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:

Tested By:

Checked By:

Title:

Sample Number: B12-AB Date Sampled:

Client:

Project:

Project No: Figure
.75
.5
.375
#4
#8
#16
#30
#50
#100
#200
100.0

85.2 70.2

45.9 31.3

22.6 16.8

11.6 7.8

5.4 90.0 - 100.0

35.0 - 60.0

10.0 - 30.0

2.0 - 9.0

14.1821 12.6435 7.5555

5.5458 2.1756 0.4797

0.2313 32.66 2.71
7/23/25
JF
MR
LM
Cirby Way Sinkholes
S2871-05-06
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
* 3/4" Aggregate Base
GEOCON CONSULTANTS, INC.

95 100
105
110
115
120
125
130
135
140
145
150
0 5 10 15 20 25 30 10

2.80 2.70

2.60 120
110
Optimum Water Content
0 145
150
125
115

MOISTURE-DENSITY RELATIONSHIP
20 25 30
US_COMPACTION COPY 2.GPJ US_LAB.GDT 1/26/07
PCF
CURVE NO. B2-Bulk
%
5 DRY DENSITY, pcf
PI
Source of Material
Description of Material
WATER CONTENT, %
105
15 Maximum Dry Density

TEST RESULTS
Test Method
95 100
130
135
117.9
LL PL
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: (916) 852-9118
Fax: (916) 852-9132
140
D1557A
Brown Lean CLAY (CL)

ATTERBERG LIMITS
Curves of 100% Saturation
for Specific Gravity Equal to:

DRY DENSITY, pcf

12.4 Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01

95 100
105
110
115
120
125
130
135
140
145
150
0 5 10 15 20 25 30 10

2.80 2.70

2.60 120
110
Optimum Water Content
0 145
150
125
115

MOISTURE-DENSITY RELATIONSHIP
20 25 30
US_COMPACTION COPY 2.GPJ US_LAB.GDT 1/26/07
PCF
CURVE NO. B6-Bulk
%
5 DRY DENSITY, pcf
PI
Source of Material
Description of Material
WATER CONTENT, %
105
15 Maximum Dry Density

TEST RESULTS
Test Method
95 100
130
135
120.7
LL PL
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: (916) 852-9118
Fax: (916) 852-9132
140
D1557A

ATTERBERG LIMITS
Curves of 100% Saturation
for Specific Gravity Equal to:

DRY DENSITY, pcf

12.3 Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01

95 100
105
110
115
120
125
130
135
140
145
150
0 5 10 15 20 25 30 10

2.80 2.70

2.60 120
110
Optimum Water Content
0 145
150
125
115

MOISTURE-DENSITY RELATIONSHIP
20 25 30
US_COMPACTION COPY 2.GPJ US_LAB.GDT 1/26/07
PCF
CURVE NO. B9-Bulk
%
5 DRY DENSITY, pcf
PI
Source of Material
Description of Material
WATER CONTENT, %
105
15 Maximum Dry Density

TEST RESULTS
Test Method
95 100
130
135
125.3
LL PL
Geocon Consultants, Inc.
3160 Gold Valley Drive, Suite 800
Rancho Cordova, CA 95742
Telephone: (916) 852-9118
Fax: (916) 852-9132
140
D1557A

ATTERBERG LIMITS
Curves of 100% Saturation
for Specific Gravity Equal to:

DRY DENSITY, pcf

10.2 Project: Cirby Way Sinkholes
Location: Roseville, CA
Number: S2871-05-01

ORDINANCE NO. 7106

ORDINANCE OF THE COUNCIL OF THE CITY OF ROSEVILLE
AUTHORIZING CERTAIN AMENDMENTS TO THE FISCAL YEAR 2026-27

BUDGET AND DECLARING THIS ORDINANCE TO BE IMMEDIATELY

EFFECTIVE AS AN APPROPRIATION MEASURE
THE CITY OF ROSEVILLE ORDAINS:

SECTION 1. The City of Roseville Annual Budget, Fiscal Year 2026-27, is hereby amended as listed on the attached budget adjustment for the Cirby Way Water Pipeline Repair Project.

SECTION 2. This ordinance is hereby declared to be an appropriation measure, immediately effective pursuant to the provisions of Section 5.03 of the Charter.

SECTION 3. The City Clerk is hereby authorized and directed to post a true copy of the foregoing ordinance in each of three (3) conspicuous locations in the City and she shall immediately after such posting enter in the ordinance book, under the record of the ordinance, a certificate under her hand stating the time and place of such publication by posting.

PASSED AND ADOPTED by the Council of the City of Roseville, this day of , 2026, by the following vote on roll call:

AYES COUNCILMEMBERS:

NOES COUNCILMEMBERS:

ABSENT COUNCILMEMBERS:

MAYOR
ATTEST:

City Clerk

REQUEST FOR BUDGET ADJUSTMENT
Updated 06/03/2026
Please complete the cells highlighted in yellow.

REQUESTER NAME & TITLE: FISCAL YEAR:

PREPARER NAME & TITLE: ORDINANCE:

DEPARTMENT/DIVISION:

EXPENDITURES/EXPENSES/TRANSFERS OUT
ACCOUNT STRING BUDGET ($)
Fund Account Center Project Adjustment DESCRIPTION
6130 6587 84001 500550 4,480,000 Increase project budget to fund constructions costs for the Cirby Way Water Pipeline Repair project
6130 5080 84001 500550 300,000 Increase internal project labor budget for the Cirby Way Water Pipeline Repair project
EXPENDITURES/EXPENSES/TRANSFERS OUT TOTAL 4,780,000

REVENUES/TRANSFERS IN
ACCOUNT STRING BUDGET ($)
Fund Account Center Project Adjustment DESCRIPTION

REVENUES/TRANSFERS IN TOTAL -
NET ADJUSTMENT 4,780,000

FUND BALANCE
ACCOUNT STRING BUDGET ($)
Fund Account Center Project DESCRIPTION
6130 3601 00000 000000 (4,780,000) Decrease Water Rehabilitation Fund Balance 3601 00000 000000
3601 00000 000000
3601 00000 000000
3601 00000 000000
3601 00000 000000
FUND BALANCE TOTAL (4,780,000)
Justification for Budget Adjustment:

The Environmental Utilities Department is requesting a budget adjustment of $4,780,000 to increase the budget for the Cirby Way Water Pipeline Repair project (500550). This adjustment will cover construction costs and additional staff time using available resources from the Water Rehabilitation Fund.

The current project budget is $170,000, which was initially approved for staff time and design services. With this adjustment, the revised project budget will total $4,950,000.

Mario Guadamuz, Process Engineer 2026-27
Joseph Barrow, EU Business Analyst
EU/Water

Notice of Exemption
To: Placer County Clerk From: City of Roseville
Recorder’s Office Development Services Dept.
2954 Richardson Drive 311 Vernon Street
Auburn, CA 95603 Roseville, CA 95678
Project Title: Cirby Way Water Pipeline Repair Project
Project Location: Cirby Way between Inglis Way and Cirby Woods Apartment Homes, Roseville, CA 95678.

Project Description: The Roseville Environmental Utilities (EU) Department proposes to replace approximately 400 feet of existing 24-inch water pipeline within Cirby Way located between Inglis Way and Cirby Woods Apartment Homes. In December 2023, a pipeline failure of the existing pipeline resulted in a sinkhole that led to a traffic incident. The Water Utility field staff responded to the incident and was able to isolate the affected pipeline, construct a temporary bypass to maintain water service to the area, and repair the affected road sections. The area of the leak was identified and now must be replaced to ensure that the system can continue to operate properly. The pipeline is over 50 years old and will be replaced with another 24-inch pipeline.

There will be no increase in size or capacity; the project will replace the pipeline in kind to repair the existing pipeline and ensure the system’s reliability.

The project would also include subsurface stabilization within a 100-foot section of Cirby Way to stabilize the ground where the sinkhole formed. The contractor will bore holes into the pavement of the roadway and inject polymer beneath the surface to stabilize the soils beneath the roadway and prevent future damage to the pipeline and pavement.

The last component of the project would require some excavation approximately 1,800 feet northwest of the repaired pipeline along Vernon Street near EU’s Valve 209. EU staff will tap into the closed main at that location to flush the water line, with water discharging to the nearby sewer, Number 118. The excavation would require some tree trimming near Valve, which will be completed with the guidance of the City Arborist to ensure that trimming and project activities are done in a manner that will ensure the continued health of the tree. The project is intended to replace the damaged pipeline and restore this section of the water supply system to normal.

There would be no expansion of use or removal of trees.

Public Agency Approving Project: Roseville City Council Agency Carrying Out Project: Roseville Environmental Utilities Department Reason why this Project is Exempt: This project qualifies for a Class 1 Exemption as described in Section 15301 of the California Environmental Quality Act (CEQA) guidelines which states:
“Class 1 consists of the…repair…[and] minor alteration of existing public …. facilities….or topographical features, involving negligible or no expansion of existing or former use….

Examples include but are not limited to: (b) Existing facilities of both investor and publiclyowned utilities used to provide electric power, natural gas, sewerage, or other public utility services; [and] (d) Restoration or rehabilitation of deteriorated or damaged structures , facilities, or mechanical equipment to meet current standards of public health and safety…”

The project involves replacement of an existing 24-inch water pipeline with another in-kind 24- inch pipeline to repair an area of leaking pipeline that failed and caused a sinkhole in 2023 and subsurface soil stabilization beneath Cirby Way. The repairs do not result in expansion of use.

No sensitive resources are present on the project site. Therefore, the Class 1 Exemption is applicable to the proposed project.

Lead Agency Contact Person: Jose Bygoytia, Roseville Environmental Utilities Department, 2005 Hilltop Circle, Roseville, CA 95747 (916) 866-2798.

Signature: Date: 8/14/20264
Jessica Lynch, Environmental Coordinator
City of Roseville

City Council
Communication
Meeting Date: 9/16/2026
Item #: VI.17
File #: 0400-04-04 & 1001
Item ID: 2026-732
Title: North Central Roseville Specific Plan Parcel 42C - Shea Apartments Easement Abandonment
Contact: Kinarik Shallago 916-746-1309 [email protected]

SUMMARY
Staff recommends approval of the summary vacation of an existing 15-foot-wide water line easement and an existing 16-foot-wide sewer line easement for an apartment project located at 572 Gibson Drive, and to authorize the City Manager to execute any related documents necessary to facilitate the summary vacation. These actions have no fiscal impact on the City's General Fund.

RECOMMENDATION
Staff recommends that the City Council adopt a resolution to summarily vacate the existing 15-foot-wide water line easement and 16-foot-wide sewer line easement located at 572 Gibson Drive, and to authorize the City Manager to execute any related documents necessary to facilitate the summary vacation.

BACKGROUND
The project site is located at 572 Gibson Drive (APN 363-011-099-000), on Parcel 42C of the North Central Roseville Specific Plan (see Attachment 1 – Vicinity Map). The site has a zoning designation of Multi-Family Housing (R3) with a land use designation of High Density Residential (HDR). On January 12, 2024, the Planning Division approved a development application consistent with the City’s Objective Design Standards (ODS) for a proposed affordable housing development located at 572 Gibson Dr. (file #PL22-0428). The project, referred to as Shea Roseville, consists of 356 units (352 low-income units and 4 manager’s units) with associated parking, lighting, and landscaping. The project is currently under construction.

Parcel 42C includes an existing 15-foot-wide water line easement and an existing 16-foot-wide sewer line easement which both conflict with the development (see Exhibits A and B of the resolution, attached), which do not contain any utilities. Thus, the project proposes to abandon these easements.

Government Code Section 8300 et. Seq. (Streets and Highways Code) states that an easement may be terminated (vacated) by adopting a resolution of vacation. There are two pathways for vacation: summary or general. An abandonment request is eligible for the simpler summary vacation when any one of the following three potential conditions applies:

1. The easement has not been used for the purpose for which it was dedicated or acquired for five consecutive years immediately preceding the proposed abandonment.

2. The easement has been in place for less than five years (making it ineligible for condition 1 above), but has been in place for at least a year and has not been used for the purpose for which it was dedicated or acquired.

3. The need for the easement has been superseded by relocation, and there are no other public facilities in the easement.

The easements were originally recorded with the large lot parcel map for Parcel 42C and do not contain utilities. The Shea Roseville project will record new easements to serve public utilities which do not conflict with the approved development. The proposed summary vacation was routed to all utilities which could be affected by the project, and no objections were received. The need for the easements has been superseded by relocation and there are no other public facilities in the easements. For these reasons, staff concludes that condition 3 (as described above) for a summary vacation applies and recommends approval of the vacation request as depicted in Exhibits A and B.

FISCAL IMPACT
There is no fiscal impact on the City's General Fund associated with this approval.

ENVIRONMENTAL REVIEW
The summary vacation is exempt from the provisions of the California Environmental Quality Act (CEQA) Guidelines pursuant to Section 15305 (Minor Alterations in Land Use Limitations) and Section 305 of the City of Roseville CEQA Implementing Procedures.

CITY COUNCIL STRATEGIC PLAN/OVERARCHING GOALS

4. Invest in well-planned infrastructure and growth
Respectfully Submitted,
Kinarik Shallago, Associate Planner
Mike Isom, Development Services Director
ATTACHMENTS:

1. Attachment 1 Vicinity Map

2. Resolution 26-343

3. Exhibit A Legal Description

4. Exhibit B Abandonment Exhibit
REVIEWERS:

Kinarik Shallago, Development Services - Planning Created/Initiated - 8/25/2026 Lauren Hocker, Development Services - Planning Approved - 8/25/2026 Greg Bitter, Development Services Department Approved - 8/26/2026 Mike Isom, Development Services Department Approved - 9/2/2026 Kelly Aye, City Attorney Department Approved - 9/3/2026 Katrina Six, City Clerk Department Approved - 9/3/2026
Ryan DeVore, City Manager Department - Assistant City Manager Approved - 9/4/2026 Dennis Kauffman, City Manager Department - Assistant City Manager Approved - 9/4/2026 Michelle Sheidenberger, City Attorney Department Approved - 9/4/2026

Dominick Casey, City Manager Department - City Manager Approved - 9/7/2026 Katrina Six, City Clerk Department Final Approval - 9/8/2026

Vicinity Map
City of Roseville, Vantor
Placer Parcel
<all other values>
Roseville Parcel
8/19/2026, 2:31:14 PM 0 0.03 0.06 0.12 mi
0 0.05 0.1 0.19 km
1:4,514
City of Roseville - Development Services
City of Roseville | Development Services
CC ATTACHMENT 1

RESOLUTION NO. 26-343

ORDERING SUMMARY VACATION OF PUBLIC UTILITY
EASEMENTS AT 572 GIBSON DRIVE
BE IT RESOLVED by the City Council of the City of Roseville as follows:

WHEREAS, in accordance with the provisions of Section 8333, et seq., of the Streets and Highways Code (Chapter 4, Summary Vacation), it is hereby found that a 15-foot-wide water line easement and a 16-foot-wide sewer line easement at 572 Gibson Drive, described in Exhibits “A” and “B”, which are attached hereto and incorporated herein by reference, are no longer needed, and there are no other public facilities in the easements; and WHEREAS, the easements have not been used for the purpose for which they were dedicated or acquired for five consecutive years immediately preceding the proposed abandonment; and
IT IS HEREBY ORDERED:

1. That the portions of the water line easement and sewer line easement at 572 Gibson Drive as described in Exhibits “A” and “B” are hereby vacated pursuant to Streets and Highways Code Section 8335, and shall, as of the date of adoption of this resolution, no longer constitutes a public utility easement; and

2. The City Manager is hereby authorized to execute any other documents required to effectuate the conveyance of the abandoned/vacated easements to the respective property owners.

3. City Clerk is hereby directed to cause a certified copy of this Resolution and Order, attested to by said Clerk under the seal of the City of Roseville, to be recorded in the Office of the County Recorder, and take any other actions necessary to effectuate the intent of this Resolution and Order.

PASSED AND ADOPTED by the Council of the City of Roseville this day of , 2026, by the following vote on rollcall:

AYES COUNCILMEMBERS:

NOES COUNCILMEMBERS: ABSENT
COUNCILMEMBERS:

MAYOR
City Clerk

City Council
Communication
Meeting Date: 9/16/2026
Item #: VI.18
File #: 0206-03-01
Item ID: 2026-713
Title: Community Facilities District No. 4 (Public Services), Annexation 11 (Oak Leaf Estates) - Intention to Annex Territory
Contact: Jeannine Thrash 916-774-5473 [email protected]

SUMMARY
Staff recommends approval of a Resolution of Intention to Annex Territory to Community Facilities District (CFD) No. 4 (Public Services) and to Authorize the Levy of Special Taxes Therein, and set Wednesday, October 21, 2026, at 6:00 p.m. in the Roseville Civic Center Council Chambers at 311 Vernon Street, Roseville, California, as the time and place to conduct a public hearing. On September 12, 2024, the Planning Commission approved a Tentative Subdivision Map to subdivide Infill Parcel 13, an existing 4.24- acre parcel, into 17 residential lots and adopted the Oakleaf Estates Subdivision Initial Study Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. Per the conditions of approval, the subject property shall be annexed into the existing CFD No. 4 (Public Services) prior to approval of the Final Parcel Map to fund ongoing maintenance obligations. The annexation of the property into infill CFD No. 4, will not impact the City's General Fund. The property owners will pay an annual special tax to fund the applicable CFD maintenance costs.

RECOMMENDATION
Staff recommends that the City Council adopt a Resolution of Intention to Annex Territory to Community Facilities District (CFD) No. 4 (Public Services) and to Authorize the Levy of Special Taxes Therein, and set Wednesday, October 21, 2026, at 6:00 p.m. in the Roseville Civic Center Council Chambers at 311 Vernon Street, Roseville, California, as the time and place to conduct a public hearing.

BACKGROUND
On September 12, 2024, the Planning Commission approved the Tentative Subdivision Map to subdivide Infill Parcel 13, an existing 4.24-acre parcel, into 17 residential lots and adopted the Oakleaf Estates Subdivision Initial Study Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program.

Per the conditions of approval, the subject property shall be annexed into the existing Infill CFD No. 4 prior to approval of the Final Parcel Map to fund ongoing maintenance obligations. The List of Authorized Services is included in the attached documents. Parcels within this subdivision will be subject to the maximum tax rate applicable to Tax Zone 1 of the Rate and Method of Apportionment, which is also attached.

FISCAL IMPACT
The annexation of the property into Infill CFD No. 4 will not impact the City's General Fund. The property owners will pay an annual special tax sufficient to fund the applicable CFD maintenance costs.

ENVIRONMENTAL REVIEW
The California Environmental Quality Act (CEQA) does not apply to activities that will not result in a direct or reasonably foreseeable indirect physical change in the environment, or is otherwise not considered a

project as defined by CEQA Statute §21065 and CEQA State Guidelines §15060(c)(3) and §15378.

Adoption of the resolution described herein meets the above criteria and is not subject to CEQA. No additional environmental review is required.

CITY COUNCIL STRATEGIC PLAN/OVERARCHING GOALS

4. Invest in well-planned infrastructure and growth
Respectfully Submitted,
Jeannine Thrash, Management Analyst
Scott Pettingell, Finance Director
ATTACHMENTS:

1. Resolution 26-347

2. Proposed Annexation Map
REVIEWERS:

Jeannine Thrash, Finance Department Created/Initiated - 8/25/2026 Scott Pettingell, Finance Department Approved - 8/28/2026 Kelly Aye, City Attorney Department Approved - 9/1/2026 Katrina Six, City Clerk Department Approved - 9/2/2026
Ryan DeVore, City Manager Department - Assistant City Manager Approved - 9/2/2026 Dennis Kauffman, City Manager Department - Assistant City Manager Approved - 9/3/2026 Michelle Sheidenberger, City Attorney Department Approved - 9/3/2026 Dominick Casey, City Clerk Department Approved - 9/4/2026 Katrina Six, City Clerk Department Final Approval - 9/4/2026

RESOLUTION NO. 26-347

A RESOLUTION OF INTENTION TO ANNEX TERRITORY TO COMMUNITY

FACILITIES DISTRICT AND TO AUTHORIZE THE LEVY OF SPECIAL TAXES

THEREIN

CITY OF ROSEVILLE
Community Facilities District No. 4
(Public Services)
Annexation No. 11 (Oakleaf Estates)
RESOLVED by the City Council (the “Council”) of the City of Roseville (the “City”), County of Placer, State of California, that:

WHEREAS, this Council has conducted proceedings to establish Community Facilities District No. 4 (Public Services) (the “CFD”) pursuant to the Mello-Roos Community Facilities Act of 1982, as amended (the "Act"), Chapter 2.5 of Part 1 of Division 2 of Title 5, commencing at Section 53311, of the California Government Code; and
WHEREAS, under the Act, this Council, as the legislative body for the CFD, is empowered with the authority to annex territory to the CFD, and now desires to undertake proceedings to annex territory to the CFD.

NOW, THEREFORE, IT IS HEREBY ORDERED as follows:

1. Findings. This Council hereby finds and determines that public convenience and necessity require that territory be added to the CFD.

2. Territory Described. The name of the existing CFD is “City of Roseville Community Facilities District No. 4 (Public Services).” The territory originally included in the existing CFD is set forth in the map of the CFD heretofore recorded in the Placer County Recorder’s Office on May 3, 2005, in Book 3 at Page 50 of Maps of Assessment and Community Facilities Districts, to which map reference is hereby made, as such map has been supplemented in connection with subsequent annexations.

The territory now proposed to be annexed to the CFD is as shown on the Annexation Map for the captioned Annexation No. 11 (Oakleaf Estates) to the CFD, on file with the Clerk, the boundaries of which territory are hereby preliminarily approved and to which map reference is hereby made for further particulars. The City Clerk is hereby directed to cause to be recorded such Annexation Map, showing the territory to be annexed, in the office of the County Recorder of the County of Placer within 15 days of the date of adoption of this resolution.

3. The Services. The types of public services financed by the CFD and pursuant to the Act consist of those public services (the “Services”) as described in Exhibit A to the Resolution of Formation with respect to the CFD adopted by the Council as Resolution No. 05-227 on May 18, 2005 (the “Resolution of Formation”). It is presently intended that the Services will be

provided, without preference or priority, to the existing territory in the CFD and the territory proposed to be annexed to the CFD.

4. Special Tax. Except to the extent that funds are otherwise available to the CFD to pay for the Services, a special tax sufficient to pay the costs thereof is intended to be levied annually within the CFD, and collected in the same manner as ordinary ad valorem property taxes.

The special tax proposed to pay for Services to be supplied within the territory proposed to be annexed will be equal to the special taxes levied to pay for the same Services in the CFD, except that a higher or lower tax may be levied within the territory proposed to be annexed or to be annexed in the future to the extent that the actual cost of providing the Services in that territory is higher or lower than the cost of providing those Services in the CFD.

The proposed rate and method of apportionment of the special tax among the parcels of real property within the CFD, as now in existence and following the annexation proposed herein, in sufficient detail to allow each landowner within the territory proposed to be annexed to the CFD to estimate the maximum amount such owner will have to pay, are described in the Resolution of Formation.

5. Hearing. Wednesday, October 21, 2026 at 6:00 p.m. or as soon as possible thereafter, in the City Council Chambers, 311 Vernon Street, Roseville, California, be, and the same are hereby appointed and fixed as the time and place when and where this Council, as legislative body for the CFD, will conduct a public hearing on the matters described in this Resolution.

6. Notice. The City Clerk is hereby directed to cause notice of said public hearing to be given by publication one time in a newspaper of general circulation in the area of the CFD, including the area to be annexed to the CFD. The publication of said notice shall be completed at least 7 days before the date herein set for said hearing. The City Clerk may also cause a copy of such notice and a copy of this Resolution to be mailed to each landowner within the territory proposed to be annexed, which notice and resolution shall be mailed at least 15 days before the date of said hearing. Such notice shall be substantially in the form specified in Section 53339.4 of the Act, with a summary form specifically authorized.

7. Effective Date. This Resolution shall take effect upon its adoption. * * * * * *

I hereby certify that the foregoing resolution was duly and regularly adopted by the City Council of the City of Roseville, California, at a regularly scheduled meeting thereof, held on the _______ day of __________, 2026 by the following vote of the City Council:

AYES: COUNCILMEMBERS
NOES: COUNCILMEMBERS
ABSENT: COUNCILMEMBERS
ABSTAIN: COUNCILMEMBERS
Mayor
ATTEST:

City Clerk of the City of Roseville

EXHIBIT A

CITY OF ROSEVILLE
COMMUNITY FACILITIES DISTRICT NO. 4
(PUBLIC SERVICES)

RATE AND METHOD OF APPORTIONMENT OF SPECIAL TAX
A Special Tax applicable to each Assessor’s Parcel in Community Facilities District No. 4 (Public Services) [herein “CFD No. 4”] shall be levied and collected according to the tax liability determined by the City Council, acting in its capacity as the legislative body of CFD No. 4, through the application of the appropriate Special Tax rate, as described below. All of the property in CFD No. 4, unless exempted by law or by the provisions of Section E below, shall be taxed for the purposes, to the extent, and in the manner herein provided, including property subsequently annexed to CFD No. 4 unless a separate Rate and Method of Apportionment of Special Tax is adopted for the annexation area.

A. DEFINITIONS
The terms hereinafter set forth have the following meanings:
“Acreage” or “Acre” means the land area making up an Assessor’s Parcel as shown on an Assessor’s Parcel Map, or if the land area is not shown on an Assessor’s Parcel Map, the land area shown on the applicable final subdivision map or other parcel map recorded at the County Recorder’s Office.
“Administrative Expenses” means the costs incurred by the City to determine, levy and collect the Special Tax, including salaries of City employees and fees of consultants and the costs of collecting installments of the Special Taxes upon the general tax rolls; preparation of required reports, and any other costs required to administer the CFD as determined by the Finance Director.
“Administrator” means the person or firm designated by the City to administer the Special Taxes according to this Rate and Method of Apportionment of Special Tax. “Annual Tax Escalation Factor” means an annual increase in the Maximum Special Tax following the Base Year in an amount not to exceed four percent (4%). “Assessor’s Parcel” or “Parcel” means a lot or parcel shown in an Assessor’s Parcel Map with an assigned Assessor’s Parcel number.
“Assessor’s Parcel Map” means an official map of the County Assessor designating parcels by Assessor’s Parcel number.
“Authorized Services” means the public services authorized to be funded by CFD No. 4 as set forth in the documents adopted by the City Council when the CFD was formed. “Base Year” means Fiscal Year 2005-06.
“City” means the City of Roseville.
“City Council” means the City Council of the City of Roseville, acting as the legislative body of CFD No. 4.
“County” means the County of Placer.

“Developed Property” means, in any Fiscal Year, all Parcels of Taxable Property for which a use permit or building permit for new construction of a residential or non-residential structure was issued prior to June 30 of the preceding Fiscal Year. “Finance Director” means the Finance Director for the City of Roseville or his or her designee. “Fiscal Year” means the period starting on July 1 and ending on the following June 30. “Land Use Class” means, for a particular Parcel, Non-Residential Property, Multi-Family Property, Single Family Detached Property, or Single Family Attached Property. “Maximum Special Tax” means the maximum Special Tax determined in accordance with Section C below that can be levied on Taxable Property in any Fiscal Year. “Multi-Family Property” means any Parcel of Developed Property for which a building permit or use permit has been issued for construction of a residential structure with Units that are offered for rent to the general public.
“Non-Residential Property” means any Parcel of Developed Property within CFD No. 4 that is not Multi-Family Property, Single Family Detached Residential Property, or Single Family Attached Property.
“Public Property” means any property within the boundaries of CFD No. 4 that is owned by the federal government, State of California, County, City, or other public agency. “Single Family Attached Property” means, in any Fiscal Year, all Parcels in CFD No. 4 for which a building permit was issued for construction of a residential structure consisting of two or more Units that share common walls and are offered as for-sale Units, including such residential structures that meet the statutory definition of a condominium contained in Civil Code Section 1351.
“Single Family Detached Property” means, in any Fiscal Year, all Parcels in CFD No. 4 for which a building permit was issued for construction of a Unit that does not share a common wall with another Unit.
“Special Tax Requirement” means the amount of revenue needed in any Fiscal Year to pay for the following: (i) Authorized services, maintenance expenses, sinking fund payments and capital reserves authorized to be funded by CFD No. 4, (ii) Administrative Expenses, (iii) amounts needed to cure any delinquencies in the payment of Special Taxes which have occurred or (based on delinquency rates in prior years) may be expected to occur in the Fiscal Year in which the tax will be collected.
“Special Tax” means any tax levied pursuant to the Act on property within CFD No. 4. “Taxable Property” means all Assessor’s Parcels within the boundaries of CFD No. 4 which are not exempt from the Special Tax pursuant to law or Section F below. “Taxable Public Property” means, in any Fiscal Year, all Assessor’s Parcels in CFD No. 4 that had, in prior Fiscal Years, been taxed as Developed Property and subsequently came under the ownership of a Public Agency.
“Tax Zone” means one of the twenty-eight (28) mutually exclusive tax zones identified in Attachment 1 of this Rate and Method of Apportionment of Special Tax, as may be updated to

include new Parcels added to the CFD as a result of future annexations (which may be noncontiguous with Parcels already in the Tax Zone).
“Unit” means an individual single-family detached unit or an individual residential unit within a duplex, triplex, fourplex, townhome, condominium, or apartment structure. “Undeveloped Property” means all Parcels of Taxable Property within the boundaries of CFD No. 4 that are not Developed Property, as determined by the Administrator.

B. DATA COLLECTION FOR ANNUAL TAX LEVY
Each Fiscal Year, the Administrator shall identify the current Assessor’s Parcel number for all Parcels of Taxable Property within CFD No. 4 and shall determine within which Tax Zone each Assessor’s Parcel is located. Upon each annexation of property into CFD No. 4, the Administrator shall update Attachment 1 to include the new Assessor’s Parcel number(s).

Based on review of building permit records for property within the CFD, each Parcel shall be categorized as either Developed Property or Undeveloped Property for purposes of levying the Special Tax pursuant to Section E below. For Single Family Attached Property or Multi-Family Property, the number of Units shall be determined by referencing the condominium plan, apartment plan, site plan or other development plan for the property.

If a Parcel in the CFD is rezoned prior to such Parcel becoming Developed Property, the City may in its sole discretion, move the Parcel to a different Tax Zone based on the new Land Use Class that can be developed on the Parcel after the rezone. If a Parcel rezones after the Parcel has been taxed as Developed Property in prior Fiscal Years, the City can either continue to apply the Maximum Special Tax to the Parcel that had applied prior to the rezone or, in the City’s sole discretion, allow for the Parcel to be moved to a different Tax Zone based on the Land Use Class that will be allowed after the rezone is approved.

C. MAXIMUM SPECIAL TAX
The following Maximum Special Tax rates apply to all Parcels of Developed Property within CFD No. 4:

MAXIMUM SPECIAL TAX RATES
(FISCAL YEAR 2005-06, REVISED 2006-07) *
Tax Zone
Maximum Special Tax
(Fiscal Year 2005-06) *
1 $ 50 per Unit
2 $ 75 per Unit
3 $ 100 per Unit
4 $ 125 per Unit
5 $ 150 per Unit
6 $ 175 per Unit
7 $ 200 per Unit
8 $ 225 per Unit
9 $ 250 per Unit
10 $ 275 per Unit
11 $ 300 per Unit
12 $ 350 per Unit