Roseville City Council
April 3, 2024

TABLE OF CONTENTS

TABLE OF CONTENTS
SECTION 00 31 46 PERMITS
SECTION 01 10 00 SUMMARY OF WORK
SECTION 01 57 23 STORM WATER POLLUTION CONTROL
SECTION 03 30 00 SITE CONCRETE
SECTION 05 12 00 STRUCTURAL AND MISCELLANEOUS STEEL (GENERAL) SECTION 09 91 00 PAINTING AND FINISHES (GENERAL)
SECTION 12 93 00 SITE FURNISHINGS
SECTION 26 00 00 SITE ELECTRICAL
SECTION 31 10 00 CLEARING AND GRUBBING
SECTION 31 20 00 EARTHWORK
SECTION 32 12 16 ASPHALT CONCRETE PAVING
SECTION 32 15 13 INFIELD FINE SURFACING
SECTION 32 31 13 CHAIN LINK FENCING
SECTION 32 84 00 IRRIGATION SYSTEM
SECTION 32 90 00 PLANTING
SECTION 33 00 00 UTILITIES

APPENDICES
A: Geotechnical Report (provided by the City/Project Owner) 52 pages

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April 2024
Section 00 31 46: Permits

SECTION 00 31 46

PERMITS
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The intent of this Section is to furnish bidders with the known list of required permits for the Work under the Contract Documents. Bidders should note that the list is not necessarily complete and that additional requirements may exist or arise.

1.02 Permits
A. The Contractor shall obtain copies of the following permits from the Project Manager. Copies of these shall be obtained prior to start of work and shall be kept on the jobsite.

1. State Water Resources Control Board General Permit for Discharges of Storm Water Associated with Construction Activity:

The City has prepared and submitted the SWPPP and Notice of Intent (NOI) to the State Water Resources Control Board. Prior to starting construction, Contractor shall obtain coverage under and comply with the General Permit for Discharges of Storm Water Associated with Construction Activity (Construction General Permit Order 2009-0009-DWQ). The City will prepare and submit the NOT when permanent BMP’s have been installed.

2. City of Roseville Department of Development Services, Improvement Permit for all Work related to this project.

3. City of Roseville Department of Development Services, Building Permit for all structural items associated with this project, including, but not limited to, lighting, backstops, restrooms, shade structures, drinking fountain (plumbing code), and miscellaneous electrical.

B. Contractor shall comply with the conditions of these permits, and will be solely responsible for all costs associated with meeting permit conditions unless specifically specified otherwise in these Contract Documents.

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C. A copy of the permit is included in the Appendix of the Project Manual. A trench/excavation permit must be on file with the City. Submit a copy of the notification letter to CAL OSHA, which outlines the project, and contracted scope of work.

PART 2 - PRODUCTS
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PART 3 - EXECUTION
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END OF SECTION

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John Byouk Park
April 2024
Section 01 10 00: Summary of Work

SECTION 01 10 00

SUMMARY OF WORK
PART 1 - GENERAL

1.01 General
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Special Conditions shall be in addition to the standards provided herein.

1.02 Project Description
A. Project Name and address:

John Byouk Park, 4651 Upland Dr. Roseville, CA 95747
B. Upland DriveProject description/scope of work:

The scope of work for the base bid includes, but is not limited to, a City Standard Comfort Station, playground, picnic area, softball field with backstop and dugouts, parking lot with infrastructure for EV-charging stalls (EV chargers by others), walking paths, a multi-use turf area, planting and irrigation. Additive alternates include a shade structure at the picnic area, a swing set, and sod in lieu of seed for the turf areas.

C. The Contractor, prior to submission of his bid, shall visit the site and become familiar with the physical site conditions, the plans and specifications. All existing site conditions, apparent in a detailed, on-site inspection, shall be a part of the project. Submission of a bid shall represent the Contractor’s acknowledgment of the existing site conditions and its effect on the implementation of the contract documents.

1.03 Engineering
A. Field Engineering, as a part of this contract, shall include:

1. Layout of the work and establishment of lines and grades.

2. Said work to be performed by a California Registered Civil Engineer or a California licensed Land Surveyor.

3. When discrepancies between the drawings and actual site conditions are discovered, notify the Inspector for instruction on how to proceed.

4. All work shall:
a) Establish indicated layout in relation to the property survey and existing reference points.

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b) Establish and preserve permanent reference points during the course of construction.
c) Set locations and elevations of all site elements as required for proper completion of the work.

1.04 Permits, Fees and Notices
A. The Contractor and/or his assigned Subcontractors shall obtain any and all required permits (beyond those provided in the Appendix) from all governing authorities, including other City Departments, prior to start of construction.

1.05 Construction Plans
A. Any discrepancies or omissions found in the Contract Documents shall be reported to the City’s project manager immediately. The City’s project manager will clarify discrepancies or omissions, in writing, within a reasonable time.

B. In resolving inconsistencies among two or more sections of the Contract Documents, precedence shall be given in the following order:

1. Notice to Contractors

2. Special Provisions

3. City of Roseville Parks Construction Standards

4. City of Roseville Design and Construction Standards

5. Drawings
Addenda shall take precedence over all sections referenced therein. Figure dimensions on Drawings shall take precedence over scale dimensions.

Detailed Drawings shall take precedence over general Drawings.

1.06 Definitions
A. The term “accepted” where used within, shall mean accepted in writing by the City of Roseville’s Project Manager.

B. The term “Inspector”, where noted, shall mean the project representative, appointed by the City of Roseville, who will oversee the project on a day-today basis.

C. The term “Project Manager”, where noted, shall mean the project representative appointed by the Parks Department.

D. The term “Consultant”, where noted, shall mean the prime Consultant listed on the cover sheet of these Specifications.

E. The term “accepted equal”, where used herein, shall mean the equal in the opinion of the Project Manager, in consultation with the Consultant, when necessary, and as accepted in writing by the Project Manager.

F. The term “Project Owner”, where used herein, shall mean the landowner or developer.

G. The term “provide”, where used herein, shall mean furnish and install complete.

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Section 01 10 00: Summary of Work

H. The term “as selected”, where used herein, shall mean as selected by the Consultant and as accepted by the Project Manager.

I. The term “substantially complete”, where used herein, shall mean the state of which the project can be used in the manner of which it is intended with the exception of minor items as determined by the Project Manager.

J. See Section 1 of the General Conditions for additional definitions and terms.

1.07 Standards
A. Numerous standards are referenced in these contract documents. The referenced standards shall be the current edition as of the date of these contract documents. Also, see Section 4 - 1.02 of the General Conditions.

B. The codes adopted by the City, County, State and federal agencies shall govern minimum requirements for this project. Where codes conflict with these Specifications, the more stringent shall apply, and such conflicts shall be brought to the attention of the Project Manager. Caltrans Standards shall be applied where specifically referenced. In the absence of specific reference requirements in the contract documents, the applicable codes shall govern.

C. In addition to the standards noted in individual sections of these Specifications, standards of the following organizations shall be noted by initials only.

1. ANSI: American National Standards Institute.

2. ASTM: American Society for Testing and Materials.

1.08 Submittals
A. All submittals shall be submitted at one time within ten (10) working days from issuance of Notice to Proceed. The review time for submittals shall be as noted in Section 2 - 1.04 of the Special Conditions. Items returned for re- submittal shall be returned to the City within two weeks
B. The Contractor shall include a cover sheet indicating the following (A sample is provided in Section 5: Forms):

1. Drawing sheet or specification section reference (by section, paragraph and sub-paragraph numbers);

2. Item description;

3. Indication whether this item is “as specified” or “proposed substitution” and

4. A space for itemized response summary, e.g. “reviewed” or “resubmit”.

C. Contractor shall provide submittals electronically in PDF file format and physical product samples as required in specifications. It shall be the Contractor’s responsibility to ensure that the summary sheet is included in the submittal package. Incomplete submittal packages (i.e., the lack of a summary sheet or lack an appropriate product sample) will not be reviewed.

D. Proposed substitution requests must include a comparison between the originally specified item and the proposed substitute. The burden of proof of

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compliance for proposed substitutions with project requirements rests with the Contractor. Coordination of the installation of accepted substitutions, including incidental changes/modifications to accommodate proposed products shall be at no additional cost to the Owner.

E. Where required in specified Section of these Specifications, submittals shall include proof of order of site furnishings, play equipment or other materials within two weeks (ten working days) of receipt of the returned, approved submittal. Submittals of orders shall be made at one time. Exceptions will be considered, with justification.

1.09 Tests
A. In addition to Section 4 - 1.03 of the General Conditions, testing and inspections may be performed by a private testing laboratory. The testing laboratory, provided by the City, shall be under the direction of a California registered civil engineer. All work shall conform to requirements set forth by ASTM B329, and shall be acceptable to the City.

B. Copies of the laboratory reports/results of each test or inspection shall be provided to the Project Manager, Inspector and Contractor.

1.10 Temporary Facilities
A. Sanitary provisions shall be the responsibility of the Contractor. Existing restroom facilities shall be not utilized by the Contractor, his Sub-contractors, or employees thereof, unless specifically accepted by the Project Manager.

Provide chemical toilets or water closets and urinals connected to the sewer in a location accepted by the Project Manager.

B. Barricades shall be the responsibility of the Contractor and shall be erected as necessary to protect the property, the construction and the public from hazards due to construction.

C. Signs, other than those identified in these Specifications, shall be prohibited.

Notices, required by law, shall be posted and maintained.

1.11 Utilities
A. All utility fees, including, but not limited to, connection fees, installation fees, meters, monthly service fees and cost of utilities used during the course of construction and establishment are considered a direct cost and are the responsibility of the Contractor until project acceptance by City Council.

1.12 Dust/Noise Control Requirements
A. Dust and other air pollution nuisances on or adjacent to the site shall be abated, per Section 2 - 1.07 of the General Conditions. Dirt shall not be allowed to accumulate on streets or sidewalks nor be washed into sewer.

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Section 01 10 00: Summary of Work

B. Noise from construction operations shall be kept to a minimum. Allowable hours of operations shall be from 7 a.m. to 7 p.m. Monday through Friday. Work on weekends and holidays must be approved by the project manager. Work on weekends and holidays shall not begin before 8 a.m. and must be completed by 8 p.m.

1.13 Tree Replacement Schedule
A. Trees damaged or removed without prior approval shall be replaced at an inch per inch basis on-site, except otherwise accepted. New stock shall follow the table provided:

Plant Size Inch Value
3 Five Gallon Stock One Inch
1 Fifteen Gallon Stock One Inch
1 24” Box Stock Two Inches
1 36” Box Stock Three Inches

1.14 Inspection of Construction
A. In addition to the routine inspections performed by the Parks Inspector, portions of work may be inspected by the other city departments. Notify the Parks Inspector and Project Manager a minimum of 48 hours prior to date of inspection.

B. The Parks Inspector shall be the main line of communication between the site superintendent, the project manager and other City department inspectors.

Changes in scope of work or standards shall be approved by the project manager.

C. Refer to the parks inspection record. This shall be issued at the PreConstruction meeting and shall be utilized by the Contractor throughout the course of construction. A completed “hard card” shall be submitted to the Project Manager along with required turn in items (See 1.19 this Section) upon final acceptance of the project. The Notice of Completion shall not be filed until all record documents have been received and accepted.

1.15 Adverse Impacts to Site Conditions Due to Construction A. Impacts that affect the site conditions to the detriment of the park or streetscape Impacts that affect the site conditions to the detriment of the park or streetscape construction or long term viability of the site shall be mitigated by the contractor prior to acceptance of the project. Such impacts shall include, but are not limited to:

1. Soil compaction in non-structural areas;

2. Diesel or gas fuel leaks/spillage;

3. Buried concrete or other construction debris;

4. Hazardous material contamination;

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5. Lime treatment in planting areas;

6. and more.

1.16 Pre-final (Punch List) Review
A. Notify, in writing, to the Parks Construction Inspector, that the work is substantially complete. Substantially complete is defined as “the state of work where it may be used in a suitable and intended manner with exception of minor corrections”. Partial acceptances will not be granted. Items to be reviewed as a part of substantial completion include:

1. All construction items

2. Installation of all site furnishings, including lights and signs

3. Seeding or sodding of all turf areas

4. All planting, including weeding of planted areas

5. The irrigation system is fully functioning as designed and as confirmed by the landscape irrigation audit.

B. Within five workings days of receipt of notification, the Parks Construction Inspector will confirm substantial completion. The Parks Construction Inspector will schedule the punch list walk (pre-final review) within five working days after the project has been determined as substantially complete. A formal punch list will be developed at the punch list walk. The Parks Construction Inspector will provide a copy of the formal punch list to the Contractor within five working days of punch list walk. Performance of the punch list walk does not automatically trigger the start of establishment.

1. If at any point during this review that it becomes apparent that the Contractor has not properly prepared for the site review, the inspection shall immediately be terminated and re-scheduled at such a time as the site has been readied for a review. Any costs for the re-scheduling of the review shall be the responsibility of the Contractor. Lack of site preparation could delay start of the establishment period.

C. Concurrent to the pre-final review, the City will make a formal request for all required turn-in items to be submitted to the City. All turn-in items shall be submitted to the City (single point of contact), at one time and only by appointment. Do not drop off the turn-in items at the front counter and without an appointment.

D. Once all turn-in items have been confirmed to be complete and accurate, the establishment period may be considered to begin. The City shall have sole discretion in determining the appropriateness of the commencement of the establishment period and shall notify the developer/contractor in writing of the start and end dates. Portions of the project will not be accepted for establishment prior to the substantial completion of the entire project.

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Section 01 10 00: Summary of Work

1.17 Establishment Period
A. The duration of the establishment period shall be:

1. For seeded turf in parks: Ninety (90) calendar days, minimum, and until the Notice of Completion (NOC) for City-built parks has been approved by the City Council, or the deed transferring property ownership, has been recorded at the County for Developer-built parks.

2. For sodded turf in parks: Forty-five (45) calendar days commencing between March 1st and October 31st and sixty (60) calendar days commencing between November 1st and February 28th, and until the Notice of Completion (NOC) for City-built parks has been approved by the City Council, or the deed transferring property ownership, has been recorded at the County for Developer-built parks.

3. For streetscapes: Thirty (30) calendar days, minimum, and until final acceptance of all related street improvements subject to approval of a Notice of Completion by the City Council.

B. Active maintenance is required throughout the entire establishment period.

Active maintenance is defined as:

1. All areas within the project site shall be protected against damage including vandalism, erosion, trespass, rodents and other acts. Immediately repair all damaged areas.

2. All walkways and paved areas shall be kept clean and all debris within planting and turf areas shall be immediately removed.

3. Automatic irrigation controller shall be fully utilized and irrigation system monitored and adjusted as described in Section 32 84 00 4.03.

4. All plant and turf maintenance as described in Section 32 90 00 3.11 C. Prior to the start of the final thirty (30) days of establishment:

1. All punch list items shall be completed.

2. All certifications and testing shall be completed.

3. All plantings and turf shall be thriving and in a healthy condition.

4. The lack of active maintenance prior to the final thirty (30) days may constitute a delay in the start of the final thirty (30) days of the establishment period.

1.18 Final Review
A. One (1) week prior to the end of the establishment period, a final on-site review shall be conducted to review project readiness for final turn-over. All punch list items must be satisfactorily addressed prior to the final review.

B. The project shall be prepared and cleaned per Section 2 - 1.12 of the General Conditions; the turf shall be mowed; and the irrigation heads shall be adjusted appropriately one day prior to the scheduled final review.

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C. Acceptance of the project shall be considered “field accepted” and a recommendation will be forwarded to the City Council for “final acceptance” per Section 7 - 1.01 of the General Conditions.

D. An unaccepted project shall extend the establishment period until such time as the unaccepted portions of the project have been reviewed and field accepted by the Inspector and Project Manager.

E. Turn over for City maintenance shall occur only after:

1. The specified duration of the establishment period has been successfully completed.

2. If required, the deed transferring property ownership, has been recorded at the County.

3. A Notice of Completion (NOC) for city-built parks and for streetscapes has been approved by the City Council.

F. Contractor shall provide a written guarantee covering all improvements associated with this project. See 1.19 – Warrantees and Guarantees.

1.19 Record Documents
A. Record documents or as-built plans shall be maintained on-site and updated routinely as specified in Section 2 - 1.13 of the General Conditions. Record documents shall include all items under the contracted scope of work.

B. Record documents shall be submitted:

1. one full size set of final as-built drawings (verified/initialed by the Parks Inspector during the establishment period)

2. one set of 11 x 17 reductions of the complete as-built package; and

3. two sets 11 x 17 laminated reductions of the irrigation plan illustrating with colors the individual controller stations; and

4. one USB storage device containing PDF scanned images (in color) of the verified/initialed as-built drawings.

5. For City of Roseville CIP projects, SWPPP binder.

1.20 Warranties and Guarantees
A. Warranties are required under various Sections of these Specifications. Prior to final acceptance, the Contractor shall assemble all warranties into a single, bound or stapled package. All warranties shall be clearly labeled and the number of years highlighted. Also, see Sections 7 - 1.10 and 7 - 1.11 of the General Conditions.

1. Warranties for equipment shall be submitted in the manufacturer’s standard form and shall be countersigned by the subcontractor or supplier and the Contractor.

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Section 01 10 00: Summary of Work

2. All other warranties shall be provided in the following format, written on subcontractor’s or supplier’s letterhead, signed by the subcontractor or supplier and countersigned by the Contractor:

WARRANTY FOR YEARS
“We hereby warrant that the product which we have installed at project name has been done in accordance with the contract documents, and that the work, as installed will fulfill the warranty requirements included in the Specifications.

We agree to repair or replace any or all of our work, together with any other adjacent work which may be displaced by so doing, that may prove to be defective in its workmanship or material within the warranty period stated above commencing from the date of final acceptance of the above named project by the City of Roseville’s City Council, without additional expense to the City, ordinary wear and tear and unusual abuse or neglect excepted.

In the event of failure to comply with the above conditions within thirty (30) days of notification by the City, we collectively or separately do hereby authorize the City to proceed with the repairs or replacement of such defects at our expense. Payment of said costs and charges will be forwarded to the City upon demand.

Signed:

Subcontractor or Supplier Date
Countersigned:

Contractor Date
B. Guarantees shall be a minimum of one (1) year for all plant material, including trees and shrubs. The guarantee shall state that plant materials (trees & shrubs) to be free of all defects or disease and all plants are in a healthy and thriving condition at the completion of the contract. Deciduous plant material shall be warranted beyond the time of contract completion until such time as growth becomes evident.

PART 2 - PRODUCTS
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PART 3 - EXECUTION
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END OF SECTION

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Section 01 57 23: Storm Water Pollution Control

SECTION 01 57 23

STORM WATER POLLUTION CONTROL
PART 1 - GENERAL

1.01 General
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Special Conditions shall be in addition to the standards provided herein.

1.02 References
A. State Water Resources Control Board Order No. 2009-0009-DWQ National Pollutant Discharge Elimination System General Permit No. CAS0000002, for Storm Water Discharges Associated with Construction and Land Disturbance Activities.

B. CASQA California Stormwater BMP Handbook – Construction, November 2009

1.03 Definitions
A. NOI: Notice of Intent
B. NOT: Notice of Termination
C. QSP: Qualified SWPPP Practitioner
D. QSD: Qualified SWPPP Developer
E. SWPPP: Storm Water Pollution Prevention Plan
F. SWRCB: State Water Resources Control Board
G. NPDES: National Pollutant Discharge Elimination System General H. WDID: Waste Discharger Identification number
I. BMP: Best Management Practices
PART 2 - PRODUCTS
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PART 3 - EXECUTION

3.01 SWPPP
A. Comply with State Water Resources Control Board Order No. 2009-0009- DWQ National Pollutant Discharge Elimination System General Permit No.

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CAS0000002, for Storm Water Discharges Associated with Construction and Land Disturbance Activities.

B. A SWPPP has been developed for this project. The SWPPP is a dynamic document and will change as conditions (weather or construction phases) warrant.

C. Implementation of the SWPPP is the responsibility of the Contractor and a part of this project. Costs associated with implementation and maintenance of the BMPs per the SWPPP shall be included in the lump sum base bid.

D. Major changes to the SWPPP shall be reviewed by the City’s QSD prior to implementation. Cost associated with the major changes will be paid for using the unit cost listed in the Additions or Deletions Sheet of the Proposal E. The City’s QSP will perform weekly inspections of the jobsite. Implementation of and minor changes to the SWPPP as directed by the City’s QSP shall be incidental to the Work. Contractor shall start all inspection corrective actions within 72 hours of observation, and complete as soon as possible.

F. All BMPs installed will be inspected by the City’s QSD/QSP for compliance with the SWPPP and BMP Fact Sheets. BMPs that are not in compliance shall be brought into compliance by the Contractor at no cost to the City.

G. Keep one copy of the SWPPP and amendments at the project site.

H. The SWPPP shall be readily available throughout the course of construction and until the NOT has been accepted by SWRCB. The SWPPP shall be made available upon request by a representative of the Regional Water Quality Control Board, State Water Resources Control Board, United States Environmental Protection Agency, or City’ storm water staff.

I. At the end of the establishment period, the Contractor shall submit the project site copy of the SWPPP including copies of all inspections, Rain Event Action Plans (REAPs), reports, and sampling and analysis results to the City’s Project Manager.

3.02 Schedule
A. Contractor shall develop a Water Pollution Control Schedule that describes the timing of grading or other work activities that could affect water pollution. The schedule shall be updated by the Contractor to reflect changes in the Contractor’s operations that would affect the necessary implementation of water pollution control practices. The typical sequence of work shall be adjusted by the Contractor based on weather conditions and forecasted rain events. The schedule is considered an appropriate and applicable BMP.

3.03 Penalties and fines
A. Contractor is responsible for all penalties and fines assessed to or levied on the project related to the implementation of the SWPPP.

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B. In an effort to maintain compliance with the General Permit, the Contractor may be asked to make changes to the BMPs. If the Contractor is unable to perform these services in a timely manner the City reserves the right to address any areas of concern and deduct the cost from the contract.

3.04 BMP’s
A. Construction BMP’s shall be installed per the Erosion / Sediment Control Plan and project SWPPP, and in accordance with the CASQA California Stormwater BMP Handbook. Use of alternative BMP’s will be reviewed and accepted at the discretion of the City’s QSD.

3.05 Cleaning
A. Thoroughly clean all areas where work has occurred. Remove from the site excess material, debris and rubbish.

B. Take all precautions to protect completed work. Immediately repair or replace all damaged areas due to tire ruts, erosion, compaction failure, etc. Keep all erosion control measures intact.

Delete this article if winter suspension is not required

3.06 Winter Construction Suspension
A. Contractor shall include a winter construction suspension as part of the construction schedule. The counting of working days will be suspended during the winter suspension period. It is at the City’s sole and complete discretion to determine the start and end dates of the winter construction suspension. The City will notify the Contractor 10 working days before the start of the winter construction suspension. The City will notify the Contractor 10 working days before the end of the winter construction suspension. The Contractor shall begin work within 15 calendar days after receiving the notice of the end of the winter construction suspension.

B. Contractor shall include an allowance of ($15,000) for the winter construction suspension. Costs associated with preparing the site for the winter construction suspension and costs associated with corrective actions required during the winter construction suspension will be paid for using the allowance on a Time & Materials Basis according to the allowable mark-ups in the project’s General Conditions, or per an approved lump sum or unit price quote. Costs to implement and maintain the BMPs per the Erosion and Sediment Control Plan are excluded from the winter suspension allowance and shall be included in the lump sum base bid.

C. Prior to the winter construction suspension, stabilize all exposed soils at the direction of the City’s QSD/QSP. In addition, all adjacent drainage inlets shall be protected and perimeter control shall be installed and in good repair.

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D. Traffic on the construction site shall be kept to minimum. All traffic entering or exiting the site must use the stabilized construction entrance.

E. Where there are areas of concentrated runoff flows, Contractor shall protect the soil from erosion.

F. Per the Construction General Permit Requirements, inspections by the City’s QSD/QSP will continue into and through the winter suspension period.

Inspections will occur before, during, and after each qualifying storm event (0.5” or more precipitation) and at least once per week. Contractor shall start all inspection corrective actions within 72 hours of observation, and complete as soon as possible.

G. Should rain be forecast at 50% or better by NOAA, the City’s QSD/QSP will prepare a Rain Event Action Plan (REAP) and email such document to the Contractor. Contractor shall complete all corrective actions within the REAP prior to the start of precipitation.

H. The City’s QSD/QSP will be sampling all discharge to ensure compliance with runoff standards for pH and turbidity. If the water sampling indicates compliance issues, Contractor shall make repairs or adjustments to BMPs immediately, and respond to any such requests within 24 hours.

END OF SECTION

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Section 03 30 00: Site Concrete

SECTION 03 30 00

SITE CONCRETE
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the City of Roseville Design and Construction Standards and the City of Roseville Parks Construction Standards, latest editions, shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of all concrete work, flatwork and poured-in-place as shown in the Plans and as specified herein.

1.03 References
A. Caltrans Standard Specifications, latest edition.

B. California Building Code (CBC) and California Administrative Code (Title 24), latest editions.

1.04 Quality Assurance
A. For all flatwork, the Contractor shall pour a six-foot by six-foot (6‟ x 6‟) sample of each type of finish specified for review and acceptance by the Project Manager prior to pouring any concrete. The accepted samples shall remain onsite and intact until all concrete work has been completed. The quality of the concrete work shall be measured by the accepted samples.

B. During the course of construction, a qualified testing laboratory shall obtain samples as determined by the Inspector and conforming to federal and state codes and standards. Such costs shall be paid for by the City. Re-tests and removal of below acceptable strength concrete shall be borne by the Contractor.

The Contractor shall cooperate with the testing during the course of obtaining such samples.

C. Variances in surface grades of more than 1/8”, as measured by a straight edge ten feet (10‟) long, shall be corrected to the satisfaction of the Inspector.

Remove all areas where standing water occurs, including any surface irregularities.

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1.05 Handling and Storage
A. Comply with ATSM C-94, “Specifications for Ready Mix Concrete” for the batch, mix and transport of concrete.

B. Mix and deliver only the amount that will be poured immediately.

1.06 Record Drawings
A. The Contractor shall keep an accurate record of the as-built conditions of the site concrete. These records shall be updated daily and kept at the construction site. At any time, the Inspector may examine the conditions of the “as-builts” to ensure compliance of the above.

PART 2 - PRODUCTS

2.01 Concrete
A. Concrete for play area curbs, sidewalks, and accessible ramps shall conform to the provisions of Section 90-2 “Minor Concrete” of the Caltrans Standard Specifications. Cementitious material shall be „Type II Modified” and shall contain no less than 505 pounds of cementitious material per cubic yard.

Aggregate shall be not greater than one-inch or smaller than 3/8-inch. Submit concrete analysis for review and acceptance prior to placement of concrete.

2.02 Fiberglass Reinforcement
A. Fibers for concrete shall be Fibermesh 150, as manufactured by Propex Operating Company; or accepted equal. Fibers shall contain 100 percent virgin polypropylene multifilament fibers, e3 patented technology, containing no reprocessed olefin materials. The fibers shall conform to ASTM C1116 Type III and manufactured specifically for the secondary reinforcement of concrete.

2.03 Expansion Joint Material
A. Fiber expansion joint shall conform to ASTM-1751 and shall be a nonextruding resilient filler. Filler shall have preserve attributes and high quality bituminous materials.

B. Apply Sikaflex elastomeric sealant, or accepted equal, over all expansion joints.

2.04 Concrete Forms
A. All forms shall be new at the start of the project and shall be construction grade Douglas Fir. Minimum size lumber shall be 2 x 6.

B. Radius bends shall be formed by spring steel forms or laminated boards, as required.

C. Plywood shall be 5/8”, Class I, exterior grade as outlined in APA “Guide to Plywood Grades”. Omit mill oiling treatment.

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Section 03 30 00: Site Concrete

PART 3 - EXECUTION

3.01 Poured-In-Place Concrete Forms
A. Concrete for hardscape or flatwork shall be placed on subgrade compacted to 95% relative compaction. Prior to placement of concrete, a soils compaction test must be performed by an accepted soils testing professional on a representative number of locations along the flatwork area. The City or project owner shall provide the initial test. The results of these tests must be available and meet acceptable levels prior to pouring. Re-tests and re-work of any area, as directed by the soils professional, shall be the responsibility of the Contractor.

B. Construct forms to conform to the shapes, dimensions and details shown on the Plans. All forms shall be true to lines, plumb, level and square.

C. Forms shall not leak, spread, shift or settle when concrete is placed.

D. All forms shall carry dead and live loads and shall not deflect more than 1/8” between supports after placement of concrete.

E. All forms shall be thoroughly soaked a minimum of twelve (12) hours prior to pouring of concrete. Forms shall be treated per manufacturer’s recommendations.

F. Reuse of forms may be allowed at the discretion of the Inspector. Reused forms shall be cleaned and free of defects that would affect the final concrete finish.

G. Concrete footings shall be formed only when excavations slump or cave in.

Over-excavate the trench or footing diameter to accommodate the forms’ installation and removal. Apply water to moisten soil. Do not allow water to create mud or ponding.

3.02 Fiberglass Reinforcement
A. Install per manufacturer’s instructions. Apply at the batch plant prior to delivery.

Thoroughly mix fiber material to avoid “clumping”.

3.03 Expansion Joints
A. Expansion joints shall be placed where vertical elements meet horizontal paving unless otherwise noted on the Plans. This shall include vertical expansion joints on play area curb walls, buildings, shade structures, walls and/or planters. The corners of the paving shall be tooled at the expansion joints. Trim exposed fibers which protrude above or beyond the finish surface of paving or the finish surface of the wall.

3.04 Control Joints for Concrete Sidewalks
A. Control joints shall be per detail PK-32 with deep, straight and finished with rounded edges. Control joints shall be placed (on-center) a distance equal to the width of the concrete walkway, unless otherwise shown on the Plans. For

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example a ten-foot wide walkway shall have control joint placed ten feet on center.

3.05 Placement of Concrete
A. Do not pour concrete in weather below 40 degrees F. or when temperatures are predicted to fall below freezing within 24 hours, except with prior authorization.

B. Concrete shall be transit mixed according to ASTM C-94. Limit the quantity of water to the required strength. Concrete shall be of a consistency that it flows slowly into the forms.

C. Mixing of concrete shall be continuous commencing from the time water is added to the mix until such time that the concrete is poured. All concrete shall be placed within an hour of the time when water is first added.

D. Concrete shall be deposited up to the finished height of the forms and up to the adjacent joint. No partial pours will be allowed. Excess material shall be dumped on-site and later removed by the Contractor.

E. Thoroughly compact the concrete manually spading and tamping concrete into all corners of the forms and by utilizing a high-speed mechanical vibrator.

Retain a standby vibrator on-site during the course of concrete work. When utilizing the vibrator, take precautions to avoid impact on the forms.

F. After obtaining uniform compaction, screen tamper all flatwork surfaces, screed and bull float to ensure that large aggregates are pushed below the surface.

When it is practical to work on the surface, wood float, steel trowel paving to a uniform surface.

G. Concrete elements shall not exceed the following tolerances:

1. Linear: 1/8”

2. Slab deviation: 1/8” in 10‟

3.06 Finishes
A. Finishes shall be as shown on the Plans and shall be consistent in quality throughout the project. Medium broom finished concrete shall have clean, deep control joints spaced appropriately. No visible cracks or discoloration will be accepted. Finishes on vertical surfaces shall be consistent throughout. Vertical expansion joints are spaced as identified on the plans and are smooth with the finish surfaces. All edges for flatwork and vertical surfaces shall be eased at a consistent radius.

B. Upon completion of float finishing, provide the final finish as follows:

1. Medium Broom Finish: shall be accomplished by pulling a stiff bristle broom across a floated surface. The direction of the broom shall be perpendicular to the path of travel, unless otherwise shown on the Plans.

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Section 03 30 00: Site Concrete

2. Seeded Aggregate Finish: shall be accomplished by evenly distributing selected aggregate over the floated surface. Surface voids shall be minimum. Thoroughly embed aggregates just beneath the finished surface using a hand float. When the concrete has firmly set, brush and hose the surface with water to expose the aggregate to a uniform surface. Aggregate shall not be exposed more than 1/16”, shall not be dislodged and shall not be unevenly exposed. Use of a pressurized nozzle for this work shall be prohibited.

3. Acid Washed Finish: shall be accomplished after the slab has cured and no sooner than two (2) weeks after the concrete had been placed. Remove the cement film from the surface of the aggregate by an acid wash. Delaying the acid wash additional time is permissible. The slab shall be saturated with water, brushed free of standing water and washed with 5% to 10% solution muriatic acid. Several flushings with clear water should follow until the surface matches the accepted sample panel.

3.07 Removal of Forms
A. Forms shall remain in place as follows:

1. For mass concrete work: 5 days.

2. For other flatwork and other concrete work: 3 days.

B. Remove all bolts, nails, ties, wires, etc. a minimum of one inch (1”) below the surface of the concrete. Remove imprints, irregularities or other such defects and patch as directed by the Inspector.

3.08 Curing and Protection
A. Allow adequate time for the concrete to cure. In temperatures above 75 degrees F., ensure that the concrete surface remains wet for a period of seven (7) days minimum.

B. Protect all concrete from damage during the curing period. This shall include damage from sun, rain, flowing water, frost, mechanical injury, tire tracks, footprints, oil stains, etc. Should such damage occur, Contractor shall take immediate action to repair damage to the satisfaction of the City.

3.09 Clean-Up
A. During the course of this work, the area shall be kept clear and free of debris as realistically possible. Upon completion of concrete work, completely remove from the site all used forms, hardware, spillage, rejected work and other materials.

B. Remove from site furnishing posts all concrete “slobber”. Re-touch posts as necessary for a clean finish.

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END OF SECTION

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Section 04 20 00: Unit Masonry (General)

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Section 05 12 00: Structural and Miscellaneous Steel (General)

SECTION 05 12 00

STRUCTURAL AND MISCELLANEOUS STEEL (GENERAL)
PART 1 - GENERAL

1.01 Conditions
A. The general provisions of the Contract, including General and Special Provisions apply to the work specified in this Section.

1.02 Scope of Work
A. Furnish all labor, materials, and equipment as required to fabricate and install all structural and miscellaneous steel work as indicated on Drawings and specified herein.

B. Although such work or materials are not specifically indicated, furnish and install all supplementary or miscellaneous items, appurtenances and devices incidental to or necessary for a secure and complete installation.

C. Provide shop drawings for all work.

D. Completely coordinate with work of all other trades.

1.03 References (Latest Edition)
A. AISC: Standard Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings by the American Institute of Steel Construction (AISC).

B. AISC – Code of Standard Practice – Manual of Steel Construction – Allowable Stress Design (ASD).

C. AISC – Code of Standard Practice of Steel Buildings and Bridges.

D. ASTM A36 – Structural Steel.

E. ASTM A-53: Black and Hot Dipped Zinc – Coated Welded and Seamless Steel Pipe.

F. ASTM A-120: Black and Hot Dipped Zinc – Coated Welded and Seamless Steel Pipe.

G. ASTM A307 – Carbon Steel Externally Threaded Standard Fasteners.

H. ASTM A500 – Cold Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes.

I. ASTM A501 – Hot Formed Welded and Seamless Carbon Steel Structural Tubing.

J. AWS A2.4 – Symbols of Welding, Brazing, and Nondestructive Examination.

K. AWS D1.1 – Structural Welding Code.

L. SSPC (Steel Structures Painting Council) – Painting Manual.

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M. California Building Code (CBC), latest edition.

1.04 Regulatory Requirements
A. Safety Requirements: Work shall comply with all Federal, State and municipal regulations regarding safety, including the requirements of the following:

1. William-Steiger Occupational Safety & Health Act of 1970

2. State of California, California Administrative Code, Title 8 Industrial Relations, Chapter 4, Subchapter 4, “Construction Safety Orders” and other State and local agencies having jurisdiction.

B. California Building Code (CBC), latest edition.

1.05 Submittals
A. Shop Drawings: General

1. Before any structural steel is fabricated or delivered to jobsite, submit Shop Drawings in accordance with the General Conditions of these specifications.

2. Shop Drawings shall clearly show all pieces with all pertinent dimensions, data, layout, sizes and weights, connections, and all controlled dimensions and elevations. Drawings shall clearly distinguish between shop and field bolts and welds. Errors in dimensions shown on shop drawings shall be responsibility of Contractor.

3. Show details, including cuts, copes, connections, holes, threaded fasteners, and welds in accordance with AWS.

4. Indicate which structural units, members or brackets require field cuts or welds due to construction techniques.

5. Indicated metal fabricator’s method for radius form bents of pipe or tubing.

6. All shop and field welds shall be indicated by AWS Welding Symbols. a) Indicate size, length and type of each weld.
b) Special Inspection required by CBC and Building Department.

B. Welding:

1. Certification of Welder’s Qualifications.

2. Welding Procedure: Submit descriptive data to illustrate welding procedures to be performed.

1.06 Quality Assurance
A. Fabricated structural steel members in accordance with AISC Code of Standard Practice.

B. Perform Work in accordance with AISC Section 10.

C. Perform Work in accordance California Building Code (CBC), latest edition.

D. All welding procedures, welders, welding operation, and tackers shall be qualified in accordance with AWS Standard Code D1.1.

E. Maintain one copy of each document on site.

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Section 05 12 00: Structural and Miscellaneous Steel (General)

F. Fabricator: Company specializing in performing the work of this section.

G. Erector: Company specializing in performing the work of this section.

H. All construction shall conform to applicable building codes, project specifications and applicable regulations. Where the provisions of applicable codes, material manufacturer’s requirements, and project specifications conflict, the more stringent provision shall govern.

I. Certification: Furnish, before fabrication, a mill certified report (in duplicate) of the tests for ach heat of steel or iron from which the material is to be fabricated, containing the results of chemical and physical tests required by the ASTM specifications for the materials.

J. Qualify welding processes and welding operators in accordance with AWS “Standard Qualifications Procedure”. Provide certification that welders to be employed in work have satisfactorily passed AWS qualification test within the previous twelve (12) months. If recertification of welders is required, retesting will be Contractor’s responsibility.

K. Work shall comply with the Drawings, Specifications and accepted Shop Drawings in every aspect. All errors of fabrication and connections, defective materials, fasteners, and workmanship shall be replaced at the expense of the Contractor.

1.07 Delivery, Storage and Handling
A. Deliver anchor bolts and anchorage devices which are to be embedded in castin-place concrete or masonry in ample time so as not to delay that Work.

B. Store materials to permit easy access for inspection and identifications. Keep steel members off the ground using pallets, platforms, or other supports.

Protect steel members and packaged materials from corrosion and deterioration. Remove any damaged items from the site and replace at no cost to the Owner.

C. Use all means necessary to protect structural steel before, during and after installation.

1.08 Coordination
A. Coordinate and furnish all required anchorages, templates, and patterns, setting drawings, and installation directions for all built-in items. Supervise the proper location and the installation of all built-in items. Deliver all items required to be embedded in concrete, masonry or built into other material to their respective Contractor. Provide holes and connections for Work of others Contractors.

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1.09 Field Measurements
A. Take field measurements prior to preparation of Shop Drawings and metal fabrication. Proper fit and attachments of all items is required; allow for trimming and fitting when taking field measurements before metal fabrication.

1.10 Shop Assembly
A. Preassemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for reassembly and coordinated installation.

PART 2 - PRODUCTS

2.01 General
A. Use materials of size and thickness indicated or, if not indicated, as required to produce strength and durability in finished product for use intended.

B. Metal surfaces used for fabrications of miscellaneous metal items which will be exposed to view shall be smooth and free of surface blemishes including pitting, seam marks, roller marks, rolled trade names and roughness.

C. All other materials not specifically described, but required for a complete and proper installation, shall be new, free from rust, best quality of their respective kind, and subject to the approval of the Project Inspector.

2.02 Steel Plates, Shapes and Bars
A. All miscellaneous steel shall be standard cold-rolled sections, new, free from rust, and conforming to ASTM A-36.

2.03 Steel Pipe
A. All steel pipe shall be black steel pipe, except where indicated to be galvanized, complying with provisions of:

1. ASTM A-120, Schedule 40 for pipe less than four (4) inch diameter.

2. ASTM A-53 ERW for pipe greater than four (4) inch diameter.

2.04 Steel Tubing
A. All steel tubing shall be cold-formed steel tubing conforming to ASTM A-500, Grade B.

2.05 Fasteners
A. General: Provide electro-zinc plated fasteners for exterior use or where built into exterior walls or slabs. Select fasteners for the type, grade and class specified.

B. Bolts and Nuts: Regular hexagon-head carbon steel type conforming to ASTM A-307, Grade A with electro-zinc plating.

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Section 05 12 00: Structural and Miscellaneous Steel (General)

C. Flat Washers: U.S.S. standard round carbon steel type conforming to FS FFW-92 with electro-zinc plating.

D. Lock Washers: Helical spring carbon steel type conforming to FS FF-W-84 with electro-zinc plating.

E. Anchor Bolts: Nonheaded “J” bolt type, unless otherwise indicated on Drawings, conforming to ASTM A-307, Grade A with electro-zinc plating.

2.06 Shop Paint
A. Primer shall be Red Oxide Primer, conforming to Federal Specification TT-P31 for steel surfaces and Federal Specifications TT-P-64b for galvanized surfaces.

2.07 Grout
A. Pre-mixed, factory packaged, non-shrinking, non-metallic, non-staining, noncorrosive and non-gaseous group complying with CE CRD-C588. Provide grout specifically manufactured for exterior applications.

PART 3 - EXECUTION

3.01 General
A. Comply with AISC Code and Specifications and maintain Work in safe and stable conditions during erection. Provide temporary bracing and shoring as required; remove when final connections are in-place.

B. Execute all Work using skilled metal workers only. Do all welding as per AWS Specifications with certified welders.

C. When possible, fit and shop assemble all metal Work, ready for installation, with shop and field connections welded or attached with fasteners as indicated on Drawings.

D. Prior to all work of this Section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where fabrication and installation of the work of this section may properly commence.

E. Make all required measurements in the field to ensure proper and adequate fit of miscellaneous metal items.

F. It is the intent of the Drawings to indicate detail connections. Where connection detail is not shown, detail shall be patterned after a connection similar condition, or an AISC standard type.

3.02 Fabrication
A. General

1. Use materials of size and thickness indicated on Drawings or on accepted Shop Drawings to produce strength and durability in finished product for use

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intended. Work to dimensions are indicated on drawings or on accepted Shop Drawings, using proven details of fabrication and support.

2. All fabrication shall be in accordance with AISC Specifications for fabrication of structural steel, California Building Codes, and requirements of regulatory agencies.

3. Do not field cut or alter structural metal units, members or brackets without accepted Shop Drawings.

4. Fabricate and pre-assemble work in shop to greatest extent possible.

5. Fabricate exposed work true to line, shape and level with accurate angles and radiuses. Ease exposed metal edges to a radius of approximately 1/32 inch.

6. Make cuts, bends, punching and drilling accurate, neat and properly located.

Grind and file smooth all parts exposed to view; leave exposed surfaces free of fabrication marks. Mark and match-mark units requiring field assembly.

7. All welds shall be continuous, unless otherwise indicated, complying with AWS Specifications. Form exposed connections with tight, flush and smooth hairline joints. Grind exposed welds smooth and flush to match and blend with adjoining surfaces.

8. Cut, reinforce, drill and tap fabricated metal work as indicated on Drawings to receive finish hardware, fasteners and similar items.

B. Bolted Connections:

1. Punch or drill holes 1/16 inch larger than bolt size and spear-ream before inserting bolts.

2. Ream unfair holes, but only up to next larger bolt size. Where unfairness exceeds maximum, weld hole in base material solid and drill hole of proper size.

3. As erection progresses, bolt up work to take care of dead load, lateral forces, and erection stresses. Provide any additional bracing necessary to resist all possible forces during erection. Contractor is entirely responsible for the stability of the structural steel work until the job is complete.

C. Assembly with Standard Threaded Fasteners:

1. Beveled Washers: Provide under bolt heads or nuts resting on surfaces exceeding 5 percent slope with respect to head or nut.

2. Draw up tight, check threads with chisel, or provide approved lock washers or self-tightening nuts.

D. Welded Connections:

1. Perform welding using shielded metal arc, submerged arc, gas metal arc, or flux cored arc methods in accordance with appropriate sections of AWS D1.1 and CBC Chapter 27.

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Section 05 12 00: Structural and Miscellaneous Steel (General)

2. In addition to specific requirements of Drawings, details of welded joints shall comply with all requirements for joints which are accepted without qualification tests under the AWS Code. If sizes of fillet welds are not shown on Drawings, use AWS minimum weld size, but not less than thinnest part thickness minus 1/16 inch.

3. Plan welding operations to eliminate stress build-up.

4. Field Welding:
a) Perform field welding in accordance AWS D1.1.
b) Where field welding is applied to existing flexural members involving application of significant amounts of heat to member, provide temporary shoring to prevent deflections.
c) Provide Special Inspection per the CBC, latest edition.

E. Column Bases:

1. Finish in accordance with AISC. Lack of contact bearing with column shall not exceed 1/16 inch.

F. Bearing Plates:

1. Finish in accordance with AISC. Provide for attachment as shown on Drawings.

2. Cut, drill (tap where indicated or required), or punch holes perpendicular to metal surfaces. Do not flame cut holes or enlarge holes by burning. Drill holes in bearing plates.

3.03 Shop Painting
A. Shop paint all metal Work, except members or portions of members to be embedded in concrete or masonry, surfaces and edges to be field welded, stainless steel, and galvanized surfaces, unless otherwise indicated.

B. Clean all metal work to be primed and painted in accordance with Section 09 91 00 – Painting and Finishes.

C. Immediately after surface preparation brush or spray on primer in accordance with manufacturer’s instruction at a rate to provide uniform dry film thickness of 20 mils for each coat. Use painting methods which will result in full coverage of joints, corners, edges and exposed surfaces.

D. Apply one (1) shop coat to fabricated metal items, except apply two () coats of primer to surfaces inaccessible after assembly or installation.

E. Give any painted built-in portions one (1) field coat of primer on all abraded areas after installation.

3.04 Galvanizing
A. All metal fabrications intended for exteriors use or for use in high moisture areas are to be hot-dip galvanized, unless otherwise noted.

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Section 05 12 00: Structural and Miscellaneous Steel (General)

B. Hot dip galvanizing or zinc coatings, applied on products fabricated from rolled, pressed and forged steel shapes, plates, bars and strips shall comply with ASTM Specification A123-73.

C. Hot dip galvanizing or zinc coatings on assembled steel products shall comply with ASTM Specifications A386.

D. The weight of coatings shall be as designated in Table 1 for the class and thickness of material to be coated. Galvanized surfaces for which a shop coat of paint is specified shall be chemically treated to provide a bond for the paint.

E. Except for bolts and nuts, all galvanizing shall be done after fabrication.

3.05 Installation
A. General:

1. Compliance: Erect and install all miscellaneous metal in strict accordance with the Drawings, the reviewed shop drawings, and the referenced standards, aligning straight, plumb, and level within a tolerance of one in 200. Accurately assemble structural steel to lines and elevations indicated, within specified AISC tolerances.

2. Splice metal work only where indicated and approved on shop Drawings.

3. Install anchorage devices and fasteners where required for securing miscellaneous metal fabrications to in-place construction; including anchorage devices and fasteners that require to be cast into concrete or masonry. Provide temporary bracing or anchors in formwork for items cast into concrete or similar construction.

4. Perform cutting, drilling, and fitting required for installation of miscellaneous metal fabrications. Set Work accurately in location, alignment and elevation.

Install items plumb, level, true and free of rack; measured from established lines and levels.

5. Fit exposed connections accurately together to form tight hairline joints.

Weld connections which are not to be left as exposed joints, but cannot be shop welded due to shipping size limitations. Grind exposed joints smooth and touch-up shop paint coat.

6. Do not weld, cut or abrade the surfaces of exterior units which have been hot-dip galvanized after fabrication, and are intended for bolted or screwed field connections.

7. All field welds shall conform to AWS Specifications. Grind all exposed welds smooth and flush to match and blend with adjoining surfaces.

8. Clean and touch-up all field welds and scratches with shop paint as specified.

3.06 Finishes
A. Finish all fabricated metal Work as per Section 09 91 00: Painting and Finishes

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Section 05 12 00: Structural and Miscellaneous Steel (General)

END OF SECTION

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Section 09 91 00: Painting and Finishes (General)

SECTION 09 91 00

PAINTING AND FINISHES (GENERAL)
PART 1 - GENERAL

1.01 Conditions
A. The general provisions of the Contract, including General Conditions and Special Provisions apply to the work specified in this Section.

1.02 Description
A. Work includes, but is not limited to the following:

1. Provide all materials, tools, equipment, appliances, labor and supervision required to paint and finish all surfaces and/or components as specified herein and as indicated on the Drawings, including all miscellaneous items and labor required to complete the Work of this Section.

2. Surface preparation, priming and painting of all metal surfaces as indicated on Drawings or as follows:
a) Miscellaneous surfaces.

3. All surfaces that are left unfinished by the requirements of other sections shall be painted or finished as part of this contract.

B. Related Work described elsewhere.

1. Section 05 12 00: Structural and Miscellaneous Steel C. Definition: The term “paint”, as used herein, shall mean all coating systems materials, including primers, emulsions, enamels, stains, sealers and fillers, and other applied materials whether used as prime intermediate or finish coats.

1.03 Work Not Included
A. Pre-Finished Items: Unless otherwise specified or indicated on the Drawings, do not include the painting of items that are specified to receive manufacturer’s factory finish, i.e. such items as site furnishings, irrigation equipment, electrical equipment, etc. See applicable Sections.

B. Finished Metal Surfaces: Unless otherwise specified, all metal surfaces or anodized aluminum, stainless steel, chromium plate, copper, bronze or similar finished materials do not require painting.

1.04 Submittals
A. Provide in accordance with the General Conditions prior to ordering material, a complete, detailed list of materials proposed for use on work. Include affidavit from manufacturer stating that proposed materials are the best of their

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respective kinds and suitable for intended purpose. Submit in ample time to avoid delays in work if the list, or portions thereof, are rejected.

B. Painter shall prepare and submit color samples to match color chips in 12- inch square size and must receive approval from Project Inspector before applying final paint coats to finish surfaces. Approved samples shall be retained at the Project Inspector’s office for record.

1.05 Paint Coordination
A. Provide prime coats which are compatible with finish paints used. Review other Sections of these specifications in which prime paints are to be provided to ensure compatibility of total painting system for various surfaces. Upon request from other trades, furnish information and specifications for finish materials proposed for use, to ensure compatible prime coats are used. Provide barrier coats over incompatible primers or remove and reprime as required. Notify Project Inspector in writing of any anticipated problems using specified painting systems with surfaces primed by others.

1.06 Job Conditions
A. Applicator shall examine areas, surfaces and conditions under which painting Work is to be applied and notify the Project Inspector in writing of conditions detrimental to proper and timely completion of Work. Do not proceed with Work until unsatisfactory conditions have been corrected in a manner acceptable to Project Inspector and Applicator, or Applicator shall assume responsibility for and rectify any unsatisfactory finish resulting.

B. Starting of painting Work shall be construed as Applicator’s acceptance of surfaces and conditions.

1.07 Weather Conditions
A. Apply water base paints only when temperature of surfaces to be painted and surrounding air temperature are between fifty (50) degrees F (10 degrees C) and ninety (90) degrees F (32 degrees C), unless otherwise permitted by paint manufacturer’s printed specifications.

B. Apply solvent-thinned paints only when temperature of surfaces to be painted and surrounding air temperatures are between forty-five (45) degrees F (7 degrees C) and ninety-five (95) degrees F (35 degrees C), unless otherwise permitted by paint manufacturer’s printed specifications.

C. Do not apply paint in rain, fog or mist; or when relative humidity exceeds eightyfive (85) percent; or to damp or wet surfaces.

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Section 09 91 00: Painting and Finishes (General)

1.08 Delivery and Storage
A. Deliver materials to job site in original, new and unopened packages or containers bearing manufacturer’s name and label, and the following information:

1. Manufacturer’s Name

2. Manufacturer’s stock number and date of manufacture

3. Special color mix: name and number

4. Contents by volume for major pigment and vehicle constituents

5. Thinning instructions

6. Application instructions
B. Store materials and equipment as approved by applicable codes and enforce good housekeeping practices. Any soiled or used rags waste, etc., shall be removed from the site every night and every precaution shall be taken to avoid the danger of fire. No paint materials shall be washed or emptied on the site or into any sewer drains, storm drains or street gutters.

1.09 Protections
A. Protection Work of other trades, whether to be painted or not, against damage by painting and finishing Work. Provide suitable covering or other methods of protection during progress of this Work. Correct any damage by cleaning, repairing or replacing, and repainting, as acceptable to the Project Inspector.

B. Provide “Wet Paint” signs as required to protect newly painted surfaces.

Remove all protective materials upon completion of the Work and touch-up and restore all damaged or defaced surfaces, including the removal of paint spots from other surfaces.

1.10 Guarantee
A. Adhesion: All materials applied shall be guaranteed for a period of two (2) years against failure due to surface conditions, materials, or application. There shall be no evidence of fingerprints blisters, running, peeling, scaling, chalking, streaks or stains.

PART 2 - PRODUCTS

2.01 Color Schedule
A. Project Inspector shall furnish to the Contractor a color schedule of paints to be used based on one of the approved manufacturer’s color charts or requirements for specially mixed colors. Use of one of the other approved manufacturer’s requires the Contractor to match the color schedule provided by the Project Inspector.

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Section 09 91 00: Painting and Finishes (General)

B. Manufacturers names used to designate colors of color schedule is not intended to imply that products names are required to the exclusion of equivalent products of other manufacturers.

C. All colors and manufacturers shall be approved and authorized by the Project Inspector before commencing work.

2.02 Materials Quality
A. Provide best quality grade of various types of paints as regularly manufactured by acceptable paint materials manufacturer. Materials not displaying manufacturer’s identification as a standard, best-grade product will not be acceptable. Acceptable paint manufacturers include:

1. Kelley-Moore

2. Benjamin Moore Company

3. The Glidden Company

4. Pratt and Lambert, Inc.

5. Dunn and Edwards

6. Sherwin-Williams

7. W.P. Fuller Company

8. Tiger Drylac
B. Provide primer and undercoat paint produced by the same manufacturer as finish paint. Use only thinners approved by paint manufacturer, and use only within recommended limits.

C. Epoxy paints and wood stains for use in standard comfort stations shall be as specified on plans.

2.03 Metal Primer
A. Primer for metal surfaces shall be Red Oxide Primer, conforming to Federal Specification TT-P-31 for metal surfaces and Federal Specification TT-P-64b for galvanized surfaces.

PART 3 - EXECUTION

3.01 Surface Preparation
A. General: Perform preparation and cleaning procedures in accordance with paint manufacturer’s instructions, and as herein specified, for each particular surface condition.

B. Paint no items fitted with finish hardware or other similar items until hardware has been removed or provided with surface-applied protection prior to surface preparation and painting operations. Install hardware or remove surfaceapplied protection after paint has dried.

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C. Metal Surfaces: Clean all metal surfaces, which are not galvanized or shoppainted, of scale, dirt, rust and other deleterious materials before priming.

Clean metal in accordance with Steel Structures Painting Council (SSPC) Specifications.

1. SP-2: Hand Tool Cleaning

2. SP-3: Power Tool Cleaning

3. SP-7: Brush-off Blasting Cleaning
Remove oil, grease, and similar contaminants in accordance with:

1. SP-1: Solvent Cleaning
D. Galvanized Surface: Clean all galvanized surfaces of oil and other surface contaminants with a crystalline zinc phosphate pretreatment (phosphoric acid etch). Remove pretreatment solution by thoroughly washing with clean water and wipe dry.

3.02 Materials Preparation
A. Mix and prepare painting materials in accordance with manufacturer’s specifications.

B. Stir materials before application to produce a mixture of uniform density, and stir as required during application. Do not stir surface film into materials.

Remove film and if necessary, strain materials before using.

3.03 Application of Primer Coat
A. Apply primer coast to all surfaces which are required to be painted or finished, and which have not been prime coated or shop-painted by others. For metal surfaces, tough up shop-painted coats as required.

B. Immediately after surface preparation brush or spray on primer in accordance with manufacturer’s instructions at a rate to provide uniform dry film thickness of two (2.0) mils for each coat. Use painting methods which shall result in full coverage of joints, corners, edges and exposed surfaces.

C. All primer coats shall be free from runs, sags, and other defects. All coats shall be thoroughly dry before applying succeeding coats.

D. Apply one (1) coat of metal primer for metal surfaces, as specified and/or as recommended by manufacturer’s instructions.

3.04 Application of Paint
A. Apply paint in accordance with manufacturer’s instructions. Use applicators and techniques best suited for each surface and type of materials being painted.

B. All painting Work shall be done by skilled workman in a professional manner.

All coats shall be evenly spread and shall be free from run, sags and other defects. All coats shall be thoroughly dry before applying succeeding coats.

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C. All individual coats of paint shall be inspected and approved by the Project Inspector before application of the succeeding specified coat; otherwise no credit for the coat applied shall be given, and the Applicator shall automatically assume responsibility to recoat the Work. The applicator shall provide the Project Inspector a report of each coat applied when completed for inspection and approval to comply with the above.

D. Where coverage is incomplete, not uniform, or not to the required dry film thickness, provide an additional coat at no extra cost to the Developer.

E. Apply finish coats of paint to all exposed surfaces as follows:

1. For primed metal surfaces, apply two (2) coats of 100% acrylic latex base paint, per manufacturer’s recommendations. Apply first coat of paint within 72 hours of primer application. If first coat of finish paint cannot be applied within the specified application time, the contractor shall re-clean and reprimer all exposed metal surfaces prior to start of metal paining operations.

F. Give special attention to ensure that surfaces, including edges, corners, crevices, welds, and exposed fasteners, receive a dry film thickness equivalent to that of flat surfaces.

G. Apply first-coat material to surfaces that have been cleaned, pretreated or otherwise prepared for painting as soon as practical after preparation and before subsequent surface deterioration’s.

H. Allow sufficient time between successive coatings to permit proper drying. Do not recoat until pain has dried to where it feels firm, does not deform or feel sticky under moderate thumb pressure and application of another coat of paint does not cause lifting or loss of adhesion of the undercoat.

I. Apply all coating without reduction, except as specifically required by label directions, or required by this Section.

J. Sand carefully between all coats on smooth surfaces for good adhesion of subsequent coats.

K. Paint all exposed surfaces and anything inaccessible after installation prior to installation, if required to be painted.

3.05 Application of Epoxy Paint
A. Use epoxy paint for floor and wall in restrooms up to ADA height.

END OF SECTION

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Section 12 93 00: Site Furnishing

SECTION 12 93 00

SITE FURNISHINGS
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of all site furniture, including play equipment and play surfacing, as shown on the Plans and as specified herein.

1.03 References
A. All play equipment shall meet or exceed the standards set forth by the Consumer Product Safety Commission (CPSC), comply with the Americans with Disabilities Act (ADA), meet all current ASTM standards and be consistent with State and local codes.

B. The play area surfacing shall meet or exceed the fall absorption/impact rates set forth by the CPSC guidelines and ASTM standards. The surfacing shall be an accessible surface and manufactured specifically for play areas.

C. Nothing in the Plans or Specifications is to be construed to permit work not conforming to regulating codes and standards. The Contractor shall furnish without extra charge any material and labor, when required, by the compliance with these rules and regulations, even though the work was not mentioned in these particular Specifications or shown on the Plans.

D. The product manufacturer shall supply complete Specifications for the installation of all site furnishings, including play equipment and play surfacing.

1.04 Submittals
A. Submittals for specified items are required. The Contractor shall submit a materials summary sheet indicating which items will be installed as specified and which items are proposed for substitutions. The Contractor shall submit proof of order within ten (10) working days of the Notice to Proceed, indicating all specified materials have been ordered, noting “as specified” or “substitution proposed”. For the following items, also provide:

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1. Resilient Play Surfacing (i.e. rubber surfacing material) Submittal shall include IPEMA certification of materials and the most recent impact absorption test results.

2. Play Equipment and Swings submittals shall include color samples, manufacturer’s materials and parts list, and installation instructions.

3. All items with “color as selected by City” shall include color samples.

4. B. On the date of the Notice to Proceed, the Contractor shall immediately place the order to purchase all site furnishings, including the play equipment and play surfacing as specified on the Plans and as outlined herein. Proof of all orders shall be submitted to the Project Manager within ten (10) working days of the Notice to Proceed.

C. The Contractor shall submit a Certificate of Compliance from a third party certified playground inspector which verifies that the entire playground, including individual components, and surfacing meets or exceeds regulated requirements as described in Section 1.03 above.

1.05 Record Drawings
A. The Contractor shall keep an accurate record of the as-built conditions of the miscellaneous site amenities. These records shall be updated daily and kept at the construction site. At any time, the Inspector may examine the conditions of the “as-builts” to ensure compliance of the above.

PART 2 - PRODUCTS

2.01 Materials
A. Play Equipment shall be custom configuration as shown on the Plans and as specified herein. The equipment shall be as distributed by (contact name and phone number), and as manufactured by (contact name and phone number) or accepted equal. Color as selected by the City.

B. Swings shall be the custom configuration as shown on the Plans as distributed by (contact name and phone number), and as manufactured by (contact name and phone number), or accepted equal. Color as selected by the City.

C. Poured-in-place resilient surfacing shall be as shown on the Plans and as specified herein. The play surfacing shall be Tot Turf TPV Poured Surfacing as manufactured by Robertson Industries, contact Frank Horwath, (510) 433-0655 or accepted equal. Color as selected by the City.

1. Thickness of surfacing shall meet or exceed ASTM F 1292-93 Thickness vs. Fall Height requirements. The topcoat shall be ½ inch thick.

2. Color shall be 50/50 black and brown mix, unless custom colors are shown on plans. For yellow, gold, red, and green colors use an aromatic binder.

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Section 12 93 00: Site Furnishing

For blue, gray, purple, teal and tan colors use an aliphatic binder to preserve the color.

3. Poured-in place resilient surfacing shall have a five (5) year warranty.

D. Engineered wood fiber shall be clean, engineered wood fiber, manufactured specifically for play areas.

1. Engineered wood fiber manufacturer shall provide testing certification by an independent testing agency that the results comply with CPSC guidelines and ASTM standards.

2. Engineered wood fiber shall meet the following requirements: ASTM F1951- 99 (ADA Compliance Test) and ASTM F 1292-96 (Shock Absorbency).

3. Manufacturer shall provide a Certificate of Insurance that shall provide coverage for products liability with the limit of liability not less than $1,000,000.

4. The manufacturer shall also provide written guarantee for three (3) years from the date of installation against decay and biochemical degradation calling for replacement of defective materials during the guarantee period.

5. Manufacturer certifies that the engineered wood fiber has been installed in not less than three (3) sites for periods of not less than three (3) years demonstrating the claims made with regard to these Specifications.

E. Picnic Tables shall be as shown on the Plans and as specified herein. The tables shall be as distributed by (Seth Marciconi at Dave Bang Assoc. 700-669- 2585), and as manufactured by (Wabash Valley) or accepted equal. Color as selected by the City.

F. Benches shall be as shown on the Plans and as specified herein. The benches shall be as distributed by (Seth Marciconi at Dave Bang Assoc. 700-669-2585), and as manufactured by (Wabash Valley) or accepted equal. Color as selected by the City.

G. Drinking Fountain shall be MDF #10145 SM (bottle filler, dual bowl and accessible) and stainless steel surface carrier as distributed by Husbands and Associates (800) 821-9838 and as manufactured by Most Dependable Fountains or accepted equal. Color to be stainless powder coated black or as approved. Include recessed hose bib with locking cover. Install with a sand strainer when sand amenities are included in the park design.

H. Infield Mix shall be 60/40 red lava/ screened clay mix as distributed by Cascade Rock, 916-383-1300 or accepted equal.

I. Park Identification Sign shall be fabricated by Quick Crete Products Corp., Norco, CA, (916) 447-8644, or by Outdoor Creations, Inc., Anderson, CA, (530) 365-6106, or accepted equal.

J. Age-Appropriate Signage shall contain the following language:

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“This play area has been designed for the use of children aged (5-12) years of age.”
K. Park Namesake Plaque shall be a 24” by 18” digital high pressure laminate graphic panel fabricated or accepted equal. Plaque shall be mounted on a SlimLine single pedestal sign system or accepted equal. Manufacturer for the plaque and sign system (model # 2418 SL-SLP-AL) is KVO Industries (Chris Howell, (707) 573-6868). Installation location shall be verified in the field with the Project Manager.

L. Playground rules sign shall be as fabricated by Gopher Sign Company, (651) 698- 5095, or accepted equal.

M. Trash Receptacle shall be 32 gallon receptacle with liner, dome top (model # TG3D33S) as fabricated by Wabash Valley, (260) 352-2102, or accepted equal.

N. Other Flexible Bollard) shall be as shown on the Plans and as specified herein.

The Flexible Bollard shall be as distributed by (Impact Recovery Systems), and as manufactured by (Impact Recovery Systems 210-736-4477) or accepted equal. Color as selected by the City.

PART 3 - EXECUTION

3.01 Installation
A. Contractor to provide experienced workers or subcontractors to install all site furnishings, including the play equipment and play surfacing described in these Specifications. The workers or subcontractor must demonstrate that at least five (5) similar play structures and five (5) play surface applications similar to that specified for this project have been installed in the last three (3) years.

B. All site furnishing, including play equipment shall be installed per manufacturer’s instructions.

C. Engineered wood fiber shall be blown in place to avoid damage to adjacent improvements unless specifically approved by City.

D. Poured-in-place rubber play surfacing and access ramps shall be installed as shown on the plans. Install poured-in-place rubber over a 4” thick concrete base.

The rubber base coat shall be ” and the rubber topcoat shall be 1/2”, unless otherwise noted on the plans. Apply the appropriate binder with all finished poured-in-place rubber surfaces based on color as outlined in Section

2.01 J and per manufacturer’s instructions. Installation of poured-in-place rubber surfacing shall be performed by an International Playground Equipment Manufacturer Association (IPEMA) certified and experienced installer. Submit a copy of the installer’s certification prior to installation. “Experience” is as defined in 3.01 A above.

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Section 12 93 00: Site Furnishing

For Aggregate sub base: Grading to be +/- .375 (3/8”) inside the play area 4” minimum thickness. Applied as follows:

Step 1 Install 2”, compact
Step 2 Apply by hand Portland cement to entire surface
Step 3 Apply ¼” water to entire surface
Step 4 Repeat Steps 1, 2, & 3 to attain required thickness Sub base to be installed before play equipment in order to utilize large compaction equipment. Jumper compactor equipment to be utilized along outside perimeter of play area curb. Compaction test shall be performed to verify that the aggregate is compacted to 95%. Sub base (aggregate) must be sloped per ADA requirements.

E. Heights of tables and benches shall be as follows, unless otherwise required by ADA; California Title 24 or other code requirements:

Description Height Above Finish Grade
Table Surface Height 34” Maximum
Knee Space Height 27” Minimum Clear Space
Knee Space Depth 17” Minimum from edge of table to nearest obstruction under table top
Width of Knee Space 30” Minimum clear width beneath table Bench Surface Height 16” Minimum, 18” Maximum
F. Heights for play equipment, including ramps and transfer decks shall comply with the approved recommendations by the U.S. Architectural and Transportation Barriers Compliance Board: Play Facilities Regulatory Negotiation Committee.

G. For play equipment, locate all footings prior to installation of drain lines. Adjust drain lines to accommodate play structure footings. Provide appropriate fall zones as shown on the Plans and per applicable codes and guidelines.

H. All footings shall be Class A concrete with 3/4” maximum size aggregate, unless otherwise noted. Footings shall be in accordance with Caltrans Standard Specifications, Section 90. Install all footings below finish surface. In paved areas, install paved surface over footing for a clean finished surface as shown on the Plans.

I. Carefully install all furnishings and equipment without disturbance to adjacent finishes. Contractor shall be responsible for the damage and subsequent repairs of damaged finished product.

J. Install park namesake plaque. Installation location shall be verified in the field with the Project Manager.

K. Install age-appropriate stickers on all play structures.

L. Install playground rules sign. Installation location shall be verified in the field with the Project Manager.

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3.02 Cleaning
A. Thoroughly clean all areas where work has occurred. Remove from the site excess material, debris and rubbish.

B. Take all precautions to protect completed work. Immediately repair or replace all damaged areas due to tire ruts, erosion, compaction failure, etc. Keep all erosion control measures intact.

PART 4 - WARRANTY

4.01 General
A. Contractor shall warranty all site amenities included under this Section.

B. Contractor shall also provide a written warranty covering all materials, equipment and workmanship furnished by him to be free of all defects after installation is accepted, including all defective parts that may have been found.

C. Submit written warranty on company letterhead addressed to the City when providing As-built drawings.

D. Contractor shall submit to the City, upon completion of work, a Certificate of Compliance by a third party certified playground inspector for the installation of the play structure and safety surfacing. Certification shall include testing for compliance of ASTM 1292 (Impact Attenuation of Surfacing Systems under and around Play Equipment). All tests, including re-tests, shall be the responsibility of the Contractor. Submit all test results to the City.

E. Submit maintenance manual for poured-in-place resilient surfacing.

F. Contractor shall submit to the City, upon completion of work, a Certificate of Compliance from the manufacturer of the play structure for the installation of the play structure.

G. Contractor shall submit to the City, upon completion of work, critical fall criterion used to certify all play surfacing material.

H. Attach cut sheets of installed items to the warranty.

END OF SECTION

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Section 26 00 00: Site Electrical

SECTION 26 00 00

SITE ELECTRICAL
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Special Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the City of Roseville Design and Construction Standards, latest edition and requirements outlined by the City of Roseville Electric Department shall be in addition to the standards provided herein.

D. The standards set forth in the latest edition of the California Electrical Code (CEC), incorporating the latest edition of the NEC with City of Roseville amendments shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of site electrical as shown in the Plans and as specified herein.

B. Submittals shall be required for requested substitutions or plan deviations ONLY. The Contractor shall install all specified electrical fixtures, poles and equipment, unless otherwise accepted and determined as an equivalent.

1.03 References
A. Conform to requirements outlined in the latest editions of the California Electrical Code (CEC), California Administrative Code (Title 24), California Building Code (CBC), California Administrative Code (Title 22) and other applicable codes.

B. Conform to requirements outlined in the latest edition of the Roseville Electric Specifications for Commercial Construction.

1.04 Record Drawings
A. Record drawings are required as a part of this work. At all times, the Contractor shall maintain accurate information of the work in progress. Deviation in layout of conduit or other materials shall be recorded to the satisfaction of the Inspector. Upon completion of the project, as-builts shall be submitted to the City on reproducible plan sheets and shall depict all changes in a neat and legible manner.

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PART 2 - PRODUCTS

2.01 Service Panels
A. Service panels shall meet the Roseville Electric approved sections of the EUSERC requirements. The list of acceptable panels can be found at https://the.euserc.org/s/Roseville-City-of-Acceptability-Pages.pdf B. Service panel shall be:

1. Built to UL508A standards

2. Metered

3. Single phase or three phase application

4. Rated for 120 to 480 volts

5. Color: Hunter Green

2.02 Electronic Astronomic Time Switch
A. Electronic Astronomic Time Switch shall be model ET-2815C, as manufactured by Intermatic, or accepted equal.

2.03 Conduit and Fittings
A. For primaries (12,000 volts), conform to Roseville Electric’s Specifications for Commercial Construction, latest edition.

B. All other conduit and fittings shall conform to the California Electric Code, latest edition.

2.04 Wires and Cables
A. Conform to the California Electric Code, latest edition.

B. All wires shall be copper only, 90-degree-C THHN/THWN insulation.

2.05 Wire Connections and Devices
A. Conform to the California Electric Code, latest edition.

B. Splices and joints for #10 AWG or smaller wiring shall be twisted together electrically and mechanically strong and insulated with approved type insulated electrical spring connectors, Scotchlok or Ideal. Joints and connections for #8 AWG or larger shall be made with Burndy, T & B, or approved equal, solderless tool applied pressure lugs and connectors. Uninsulated lugs and wire ends shall be insulated with layers of plastic tape equal to insulation of wire and with all irregular surfaces properly padded with "Scotchfil" putty prior to application of tape. Tape shall be equal to Scotch #33, General Electric #AW-1, or approved equal. Feeder splicing is not permitted.

C. Receptacles: 15 & 20 Amp 125 Volt receptacles shall be "Specification" grade, duplex, UL Listed, rated Weatherproof where installed outdoors or in damp or wet locations. Where only one receptacle is connected to a 20 ampere circuit, a 20 ampere receptacle shall be used. Receptacles to be Hubbell 5262 series,

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Section 26 00 00: Site Electrical

5362 series, or equal. Provide an equipment grounding jumper (pigtail) connecting the grounding terminal of the receptacle to the grounded box.

2.06 Outlet Boxes
A. Cast Metal boxes shall be cadmium plated, cast iron alloy by Crouse-Hinds Form 8 condulets, Appleton Form 35 Unilets or accepted equal.

B. Cast Metal Outlet boxes shall be four inch (4”) round, galvanized cast iron alloy with threaded hubs and mounting lugs as required. Boxes shall be furnished with cast cover plates of the same material as the box and neoprene gaskets by Crouse-Hinds VXF series, Appleton JBX series or accepted equal.

2.07 Pull and Junction Boxes
A. Per City of Roseville Electric Department’s Specifications for Commercial Construction, latest edition.

2.08 Parts Identification
A. Consistent with the City of Roseville Electric Department’s Specifications for Commercial Construction, latest edition.

2.09 Electrical Support Equipment
A. Concrete Fasteners shall be Philips “Red-Head” or accepted equal. Powder driven concrete pin fasteners, low velocity type shall be Remington, Ramset or accepted equal.

B. Conduit Straps shall be hot dipped galvanized, cast malleable iron, one hole type strap with cast clamp-backs and spacers (as required) by O-Z/Gedney No. 15-50G strap and #14G spacer, Efcor No. 231 strap and No.131 spacer or accepted equal.

C. Concrete Inserts shall be pressed galvanized steel, spot insert with oval slot capable of accepting support nuts of ¼ inch to ½ inch diameter thread by Unistrut No. M2506 series, Globestrut CSI series or accepted equal.

D. Construction Channel shall be 1-1/2 inch by 1-1/2 inch 12 gauge galvanized steel channel with 17/32 inch diameter bolt holes, 1-1/2 inch on center, in the base of the channel by Kindorf 905 series, Unistrut P-1000-HS or accepted equal.

E. Cable Ties and Clamps shall be one piece, nylon, reusable type lashing tiesby Thomas and Betts Co “Ty-Raps”, Panduit “Pan-Ty” or accepted equal.

F. General Fasteners shall be wood screws for fastening to work; machine screws for fastening to steel; toggle bolts for fastening to gypsum board or plaster walls; expansion anchors for attachments to pre-poured concrete.

G. GFI Outlet Cover shall be metal, lockable, and flush with the surface it is installed in. Cover must conform to the California Electric Code, latest edition.

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2.10 Fixtures and Poles
A. Parking Lot lights shall be:

B. Pathway/Security lights shall be:

1. LED: Hadco: RL54 B B N N 1 A W N N N A 2 N N N N SP1

2. Pod: die-cast aluminum housing with tool-less access

3. Globe: clear prismatic injection molded U.V. stabilized acrylic

4. Symmetric photometric distribution

5. Rated 120 volts
C. Poles shall be:

1. Whatley: TR34 16 DE BLK TXT 30-30 or accepted equal

2. Fiberglass, direct burial

3. Textured round, tapered

4. 16’ mounting height

5. Include –RC receptacle as shown on plans

2.11 Tracer Wire
A. Insulated solid copper wire, minimum #12 gauge.

PART 3 - EXECUTION

3.01 Installation
A. Install (luminaire and poles) in accordance to manufacturer’s instructions.

B. Ensure proper handling and installation of fixtures including hardware necessary for a complete installation. Fixtures (luminaire and poles) shall be clean, plumb and level.

C. All lamps shall be new and in operating condition. New lamps shall have less than 100 hours of operation on-site.

D. All splices in exterior fixtures or fixture outlet boxes shall be made watertight, using specified epoxy resin splicing kits.

E. Operate the entire system, once complete, in the presence of the Inspector.

Immediately correct any improper connections or other items.

F. Install concrete collars around light poles. Concrete collars shall be per the Parks Construction Standards, latest edition.

G. Install tracer wire on top of conduit for all up-lighting and sports field lighting.

3.02 Clean Up
A. At all times, maintain a safe and clean work site, free of debris and rubbish.

B. All electrical parts shall be clean of conductive and deleterious materials.

C. All enclosures shall be free of dirt and debris.

D. Clean all finishes and touch up damaged areas prior to pre-final inspection.

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Section 26 00 00: Site Electrical

3.03 Excavation & Backfill
A. Refer to Section 33 00 00 Utilities.

3.04 Equipment Pads
A. Concrete reinforced pads for mounting of equipment (i.e. switchboard, transformers, freestanding panels, etc.) shall be minimum 3000psi, 6" thick with #4 rebars at 12" on center each way. Rebars shall be centered in pad. Pad shall extend 2" beyond equipment and 1.5" above surrounding area. Backfill and compact to 95% maximum dry density at optimum moisture content in layers not to exceed 6" when compacted.

3.05 Grounding
A. Grounding and ground bonding of the electrical installation shall be in accordance with CEC Article 250, and any applicable codes. Ground fittings shall be approved manufactured type, installed and connected to conform with Code requirements.

B. Neutral conductors and noncurrent-carrying parts of equipment at each installation shall be grounded in accordance with applicable code. Ground conductor shall be copper having a current capacity sized in accordance with CEC.

C. All equipment cases, motor frames, etc., shall be completely grounded to satisfy requirements of CEC. Install bond wire in flexible conduit. Install copper bond wire, sized in accordance with CEC, in all nonmetallic raceways and bond to all metallic parts using approved fittings.

D. Service ground conductor shall be connected to a "Ufer" encased ground and bonded to the metallic cold water pipe system and to the metallic natural gas line. 5/8” x 10 ft copper clad ground rods may be used in lieu of the Ufer ground where no footing is available.

E. All connections shall be made with solderless connectors or molded fusionwelding process.

F. Equipment grounding conductors shall be insulated with a continuous green outer finish along its entire length. Conductors size #4 AWG and larger may be identified (with green electrical tape applied half-lapped) at each end and at every point where the conductor is accessible. Tape shall be applied from its point of entry to point of exit or termination.

G. Insulated grounded (neutral) conductors shall be identified with a continuous white outer finish along its entire length. Neutral conductors #4 AWG or larger can be identified by a distinctive white marking (applied half-lapped with white electrical tape) for the last 12 inches at each end.

3.06 Field Testing

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A. Perform Insulation Resistance (IR) "Megger" Testing per NETA Standards.

Submit test results. Provide testing for:

1. All feeders 100 Amps and higher.

2. Branch circuits 100 Amps and higher.

B. Each ground rod shall be tested. A ground rod which does not have a resistance to ground of 25 ohms or less shall be augmented by one additional ground rod at no less than 8 feet from each other.

END OF SECTION

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Section 31 10 00: Clearing and Grubbing

SECTION 31 10 00

CLEARING AND GRUBBING
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

1.02 Description
A. Preserve and protect existing site amenities to remain, including, but not limited to, trees, shrubs, underground utilities and other improvements as shown on the Plans. Protection of work shall include affected improvements on adjoining properties.

B. Scope of work includes: site preparation, removal of debris, staging of equipment and materials and securing the site for construction.

1.03 Related Work
A. Section 31 20 00: Earthwork
B. Section 01 57 23: Storm Water Pollution Control

1.04 Protection/Replacement
A. Prior to demolition, erect protective fencing a minimum of one foot (1’) beyond the canopy of all trees to remain. The radius of the canopy shall be measured from the longest branch furthest from the trunk. Refer to the environmental document for additional requirements for protective fencing on other existing natural features. For work within or near protected trees, a tree permit may be required.

B. If public use is to be maintained on unaffected portions of the project site, the Contractor shall be responsible for directing pedestrian and vehicular traffic safely around the construction zone. Utilization of temporary fencing, barricades, signage, etc. shall be the responsibility of the Contractor. Safe detours shall be available to the general public at all times during the course of construction.

C. Protection of existing site improvements shown to remain, including, but not limited to, fencing, signs, benches, picnic tables, play structures, shade structures, drinking fountains, concrete paving, concrete wall and curbs,

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decomposed granite paving, asphalt concrete paving, recreational site improvements, etc. are to be protected and preserved.

D. The Contractor shall be responsible for any damage to and maintenance of all existing street improvements, drainage facilities and irrigation systems and to re-establish these improvements to their original condition as soon as possible after completion of the work in the area, to the complete satisfaction of the Project Manager and Inspector. Realignments or modifications to the existing facilities as shown on the plans are accepted.

E. Survey monuments and markers either shown on the Plans or encountered during the course of construction shall be protected and preserved. The Contractor shall notify the Inspector upon discovery of an unmarked monument, at which time, arrangements for the relocation or adjustment of the monument will be determined. All costs associated with the relocation or adjustment of these monuments shall be the Contractor’s responsibility.

F. Burning or burying removed material on-site is prohibited.

G. Where the removal of specific material creates an open hole, pit, trench or other depression, the Contractor shall immediately backfill and compact the areas consistent with requirements outlined in Section 31 20 00 of these Specifications.

H. All items identified in the Plans to remain or identified in the field to remain, removed in error by the Contractor, shall be repaired or replaced to match in equal or better construction, at no cost to the City. The quality of the repair or replacement shall be measured as that existing at contract award.

PART 2 - PRODUCTS
Intentionally left blank.

PART 3 - EXECUTION

3.01 Pre-Construction Site Review
A. Contractor shall review existing site conditions with the Inspector prior to start of construction and document any conditions which adversely affect the satisfactory execution of the work and final acceptance of the project.

B. Commencement of work constitutes acceptance of existing conditions. The Contractor shall, at his expense, be responsible for correcting all unsatisfactory and defective work.

3.02 Clearing
A. Completely remove trees, shrubs, stumps, vines, rubbish/debris, undergrowth, deadwood, structures, and other elements identified to be removed and/or which interfere with the construction as shown on the Plans and as specified.

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Section 31 10 00: Clearing and Grubbing

B. Obtain verification from the Project Manager for non-identified items scheduled to be removed prior to actual removal.

3.03 Grubbing
A. Remove all stumps, roots, grasses and weeds in its entirety. Apply systemic weed killer. Confirm weed kill prior to removal.

B. Once surface material is removed, the Contractor shall stockpile the top twelve inches (12”) of topsoil for use during the final grading phase of work. This soil shall be free of rocks, debris, roots and other undesirable material.

3.04 Utilities
A. Contact USA Alert (800) 642-2444 prior to commencement of any demolition or excavation work. Provide a minimum of 48 hours’ notice. Verify all utilities entering into and their locations within the project site.

B. Where utilities lie within the project site, but are not a part of the project, the Contractor shall cooperate with the agency or utility company having jurisdiction to maintain its use and the integrity of the structure.

C. Where utilities enter into the project site and taps, connections to or extensions of the utility are identified in the Plans, the Contractor shall coordinate all work with the agency or utility company having jurisdiction to minimize or eliminate disruption of use by the adjacent properties.

D. Verify that all utilities, shown to be removed on the Plans, are inactive and turned off prior to disconnection and/or re-routing, prior to demolition.

3.05 Debris Removal
A. All materials removed as a part of this contract shall become the property of the Contractor and shall be legally disposed of off-site, unless otherwise noted on the Plans.

B. Where a portion of a concrete slab, curb or wall and asphalt concrete paving or curb is to be removed, the concrete shall be cut with a concrete saw at a 90 degree angle so that the edge of the remaining concrete shall form a neat, straight line. Conform to the City of Roseville Design and Construction Standards, latest edition.

END OF SECTION

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Section 31 20 00: Earthwork

SECTION 31 20 00

EARTHWORK
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the Caltrans Standard Specifications, latest edition, shall be in addition to the standards provided herein.

D. The requirements set forth by CAL OSHA shall be in addition to the standards provided herein.

1.02 Description
A. Provide all labor, operations and materials necessary for earthwork, including, but not limited to, staking and surveying, grading; excavating; installation of facilities necessary to perform excavation and subsequent removal of such facilities upon completion of work; subgrade preparation; backfilling; and other incidental items necessary for a complete project.

B. This project requires export of material) The (export) of material shall be a part of the Contractor’s bid price.

C. The intent of the grading plan is to provide positive drainage and to maintain slopes on walkways as required by the Americans with Disabilities Act and California Title 24 throughout the project site. The Project Manager shall be notified immediately of any discrepancies between the Plans and actual field conditions and/or conflicts between the design and code requirements.

1.03 Related Work
A. Section 31 10 00: Clearing and Grubbing
B. Section 33 00 00: Utilities
C. Section 32 84 00: Irrigation System
D. Section 32 90 00: Planting
E. Section 26 00 00: Site Electrical
F. Section 01 57 23 Storm Water Pollution Control

1.04 Quality Assurance
A. All work shall conform to local codes and regulations, including standards set forth in the Standard Specifications of the State of California, Business and

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Section 31 20 00: Earthwork

Transportation Agency, Department of Transportation (Caltrans), Chapter 70 of the Uniform Building Code and ASTM.

B. Relative compaction shall be the in-place dry density of soil denoted as a percentage of the maximum dry density of the same material. This shall be as determined by ASTM 1557. The optimum moisture is measured by the water content which corresponds to the maximum dry density.

C. Upon discovery of unforeseen subsurface site conditions, the Contractor shall notify the Inspector immediately.

D. Upon discovery of hazardous materials, cease all activity and immediately contact the Fire Department.

1.05 Protection
A. Provide and install all supports, shoring, bracing, underpinning, sheet piling and other methods for the sides of excavations necessary for ensuring safe working conditions for the workmen and to protect adjacent improvements to remain.

B. Provide any and all protection measures necessary to ensure the protection of the workmen, the general public, including children and the project site. These protection requirements remain the Contractor’s sole responsibility throughout the duration of the project, including non-working hours.

C. Do not obstruct vehicular, bicycle or pedestrian thoroughfares, unless previously accepted by the City. Provide safe and adequate detours around the construction as required by City and State regulations.

D. Trenches shall be covered at all times when work directly associated with the trenches is not occurring, including non-work hours.

E. During the course of construction, the Contractor shall ensure that surface drainage does not create a nuisance onto adjacent properties.

1.06 Erosion Control Measures
A. Construction sites shall have required erosion and sediment control measures in place as required by the SWPPP. If construction is in progress, the Contractor shall ensure that the construction site is prepared prior to the onset of any storm. At a minimum, erosion control measures shall include:

1. Broadcast seed

2. Drainage area protection

3. Dust/mud control

4. Drain inlet filters

5. Silt fence and straw wattles

6. Slope protection

7. Straw bales

8. Silt controlling devices

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Section 31 20 00: Earthwork

PART 2 - PRODUCTS

2.01 Base Rock
A. Class 2 aggregate base per Caltrans Standard Specifications, latest edition.

2.02 Drain Rock
A. Drain rock shall be Class 2 permeable, washed, unbroken stone or gravel.

Material gradation shall conform to the following:

Sieve Size Percent Passing
1 inch 100
No. 4 20-50
No. 50 0-10
No. 200 0-5

2.03 Pea Gravel
A. Pea gravel shall be natural stone, free of clay, shale or organic matter, and shall conform to the following:

Sieve Size Percent Passing
3/8 inch 100
No. 4 47
No. 8 2
No. 16 1

2.04 Fill
A. Structural Fill shall conform to Caltrans Standard Specifications or the accepted site-specific geotechnical report generated for the project.

B. Fill for non-structural areas shall conform to the following standards:

1. Plasticity: ASTM D4318-84

2. Expansion Index: No greater than twenty (20)

3. Testing: UBC 29-9 and ASTM D422-72

4. Particle Size: No greater than one inch (1”)

2.05 Topsoil
A. The top eight to ten inches (8” – 10”) of native soil containing more than three percent (3%) organic material. Topsoil shall be free of rocks no larger than one inch (1”) in diameter, free from subsoil, roots, heavy or stiff clay, course sand, destructive seeds, noxious chemicals, brush, debris, litter and other undesirable materials.

B. For any import soil to be used in turf/planting areas, submit a soils analysis with soil amendment recommendations (for plant growth) for review and acceptance prior to placement on-site. Soils test information shall be as outlined in Section 32 90 00: Planting – 1.06.

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Section 31 20 00: Earthwork

2.06 Soil Sterilant
A. Sterilizer shall be standard, quick-acting, short-lived and non-selective weed and grass killer, commonly used under roadway/transportation projects.

Application of the sterilant shall pose no short or long term health threats to the installer or the general public. Submit analysis for approval prior to applying.

2.07 Sand
A. Granular, fine, free of organic matter, mica, loam or clay material.

PART 3 - EXECUTION

3.01 Construction Staking
A. The layout of all work shall be performed by a California State licensed land surveyor provided by the Contractor.

B. Notify the Inspector immediately of any discrepancies between actual field conditions and the Plans. Minor field adjustments may be necessary in order to fulfill the intent of the Plans.

C. Non-notification of discrepancies between actual field conditions and the Plans by the Contractor, in writing, shall indicate his acceptance of such field conditions. Adjustments/modifications to the construction to accommodate the inconsistencies (without notification) shall be at no additional cost to the City.

3.02 Excavation
A. All excavations shall be as noted on the Plans. Excavations shall include accommodation of base material.

B. Do not over-excavate. Excavations shall provide appropriate space to install shoring, bracing, formwork, etc, as needed to ensure the safe and proper construction of the work.

C. Take every precaution to prevent water from entering, softening, and undercutting excavated areas, including, pits, footings, trenches, etc.

D. Notify the Inspector immediately upon discovery of unsatisfactory soils materials or unforeseen site conditions. Excavation shall include the complete removal of the unsatisfactory material and its legal disposal thereof.

3.03 Site Grading
A. A grading permit is required to be obtained by the Contractor prior to commencing any earthwork.

B. Grading shall include adjacent transition areas, new elevations/contours as shown on the Plans. All subgrade areas shall be graded parallel to the finish grades and contours and shall be uniform in slope. Transition areas shall provide a smooth connection between new and existing grades and shall not create additional drainage or ponding onto adjoining properties.

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Section 31 20 00: Earthwork

C. Surface grades shall provide for positive drainage away from structures and footings, and shall be uniformly smooth throughout.

D. Rough grading shall:

1. Be graded to a tolerance of 0.10 feet, plus or minus for planted and turf areas.

2. Be graded with a tolerance less than .04’ from specified grade and cross section for subgrade in which pavement, curbs and other structural elements are to be placed immediately above.

3. Provide a subgrade surface free of exposed rocks, stones and boulders.

4. Provide a subgrade surface free of depressions, pits, etc., with proper backfill and compaction. See paragraph 3.04 below.

3.04 Placement of Fill Material
A. Prior to placement of fill material, the Contractor shall:

1. Obtain approval of the subgrade surface from the Inspector.

2. Scarify, dry and compact soft and/or wet areas.

3. Remove and replace unsuitable subgrade material to the satisfaction of the Inspector.

4. Take all necessary corrective action.

B. Do not use topsoil as fill or backfill material, unless otherwise accepted in writing.

C. Fill shall be placed in the following manner:

1. Accepted engineered fill material for structural slabs and areas to be paved shall be placed in six-inch (6”) loose thickness, uniform layers over the entire area.

2. Fill material in planted areas shall be placed in twenty-four inch (24”) maximum loose thickness throughout the areas to receive fill.

D. Aerate or water each lift to obtain the required compaction rate indicated on the Plans. Thoroughly mix material to ensure proper moisture content for compaction. Repeat the operations until grades, as shown on the Plans, are obtained. Jetting of trenches shall be reviewed and accepted by the Inspector prior to performance of work.

E. Do not place fill when the subgrade is frozen, muddy or wet. Allow conditions to thaw and dry out before resuming operations.

F. Use hand tampers or vibrating compactors around foundations walls, retaining walls and other structural elements. Do not use large equipment in these areas and do not begin compaction operations until the bearing surfaces have reached its design strength.

G. Fill around existing trees to remain shall not exceed twelve inches (12”).

1. Minor fill (6” or less) shall utilize topsoil and shall be placed by hand. Do not cover crown of trunk. Feather grades to the extent possible.

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Section 31 20 00: Earthwork

2. Fills between 6” and 12” shall utilize 3/4” pea gravel on grade, placed up to three inches (3”) below finish grade. Apply topsoil, by hand, to meet finish grade elevations. Feather grades to the extent possible.

H. Construct mounds from on-site material. The core of the mound (1’ below finish elevations) shall be compacted to 90%. The top twelve inches (12”) shall be compacted to 85%. Place topsoil in the top twelve inches (12”).

I. Place topsoil in all turf and planting areas a minimum of twelve (12) inches deep.

See Section 31 10 00, 3.03-B: Clearing and Grubbing.

3.05 Trenching, Backfilling and Compacting
A. For trenches greater than five feet (5’) in depth, submit an OSHA permit related to the work.

B. All trenches shall be straight, true and cut vertical at 90 degrees to the surface plane.

C. For trenches through existing paved surfaces, use a concrete saw or other tool to achieve straight, clean lines. Replace paved surface to the same or better condition as existing prior to cut.

D. Do not over-excavate. Maintain bearing surfaces true, level and undisturbed to the extent possible.

E. Trenches shall be kept dry and frost-free. Do not allow standing water to collect.

F. Do not allow trenches to remain exposed at any time when work directly related is not occurring. Cover all trenches during non-work hours.

G. Bedding for all trenches to receive pipes shall be as follows:

1. Bedding material shall be consistent with the City of Roseville Design and Construction Standards, latest edition.

2. Pipe shall lie completely on bedding. Pipe fittings or joints shall not bear weight.

3. Bedding shall be uniform throughout the length of pipe.

H. Initial backfill for storm drains, sewer lines and electrical conduit shall conform the applicable City standard set forth by the Department having jurisdiction.

I. Backfill beyond the initial operations shall be native soil, placed in twelve-inch (12”) lifts. Compaction for trenched areas shall be 95% for parking lot, driveway and roadway areas; 90% for hardscape (i.e. walkways, picnic pads basketball and tennis courts); and 85% in areas to be planted. Place topsoil over trenches in planted areas. Upon completion, all trenches shall be filled flush with adjacent finish grades.

J. Compaction tests shall be required for trenched areas, hardscape areas and areas where fill over two feet in depth will be placed. The Inspector shall determine the number of tests and the locations. Re-tests shall be the Contractor’s responsibility.

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Section 31 20 00: Earthwork

K. Potholing shall be required in areas where existing utilities are indicated. Hand digging may be required.

3.06 Soil Sterilant
A. Soil sterilant shall be applied to areas where paving is to be installed. The worker applying the sterilant shall take every precaution to avoid overspray of sterilant onto areas to be planted. The sterilant shall be placed no further than six inches (6”) beyond the edge of pavement.

B. Soil sterilant shall not be applied in inclement weather and windy days.

3.07 Drainage Areas
A. All bare areas, regardless of slope, within 50 feet of natural drainages shall be covered with straw and pressed in place.

B. No grading or trenching, except as required for erosion or sediment control, shall occur within 35 feet from the centerline of perennial and intermittent drainage swales between October 5 and April 1 unless approved by the Engineering Division, as well as any other governmental agency which may have additional jurisdiction and/or requirements.

3.08 Dust/Mud Control
A. Adjacent Streets: Adjacent street frontages shall be swept at least once a day to remove silt and other dirt which is evident from construction activities.

B. Construction Vehicles: The Contractor is responsible for cleaning construction vehicles leaving the site on a daily basis to prevent dust, silt, mud and dirt from being released or tracked offsite. Adjacent streets shall be swept clean daily.

C. Grading Spoils: Dry stockpiles of soil shall be watered to prevent the generation of airborne dust. Trucks transporting dry soil shall be covered with tarpaulins.

D. Water: Water shall be sprayed on all exposed earth surfaces during clearing, grading, earth moving and other site preparation activities. The exposed earth shall be watered throughout the day to minimize dust. The Contractor shall obtain a hydrant permit from the Environmental Utilities Department.

E. Wind Allowances: Grading activities shall be restricted or halted when winds exceed 15 miles per hour as deemed necessary by the Public Works Inspector.

END OF SECTION

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Section 32 12 16: Asphalt Concrete Paving

SECTION 32 12 16

ASPHALT CONCRETE PAVING
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the City of Roseville Design and Construction Standards and the City of Roseville Parks Construction Standards, latest editions, shall be in addition to the standards provided herein.

D. The standards set forth in the State of California, Title 24, Americans with Disabilities Act, latest edition, shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of asphalt concrete paving, including international disabled signs as shown in the City Standard, as shown on the Plans and as specified herein.

1.03 References
A. Caltrans Standard Specifications for asphaltic concrete, latest edition.

1.04 Tolerances
A. All surface areas shall drain. Ponding, puddling or birdbaths are not acceptable.

B. Surface grades shall conform to the following:

Description shall not exceed, ... from indicated
line, grade or thickness
Base Course 0.1 foot +/-
Finish Surface 0.05 foot +/-
Thickness of finished
pavement

0.01 foot less
C. Flatness: maximum variance of 1/8” as measured with a ten (10) foot straight edge.

1.05 Testing
A. Testing shall occur during the installation of pavement. The number and frequency of tests shall be as determined by the Inspector.

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Section 32 12 16: Asphalt Concrete Paving

PART 2 - PRODUCTS

2.01 Aggregate Base
A. Conform to Caltrans Standard Specification, Section 26 paragraph 1.02B, Class 2.

2.02 Asphalt Concrete
A. Conform to Caltrans Standard Specification, Section 39 and the City of Roseville Design and Construction Standards, latest edition.

2.03 Soil Sterilant
A. Sterilizer shall be standard, quick-acting, short-lived and non-selective weed and grass killer, commonly used under roadway/transportation projects.

Application of the sterilant shall pose no short or long term health threats to the installer or the general public. Submit analysis for approval prior to applying.

2.04 Striping
A. Traffic marker paint, in accordance with Caltrans Standard Specifications, Section 83-3.02.

B. Thermoplastic marking tape in accordance with Caltrans Standard Specifications, Section 84-2.02. (Required for bike trails)

2.05 Header
A. Per City of Roseville Parks Construction Standards, latest edition.

2.06 Accessible Parking Signs
A. Signs for parking stalls shall conform to the California Manual on Uniform Traffic Control Devices (CMUTCD), the Standard Highway Signs manual with the Caltrans California Sign Specifications.

B. Notification sign: Notification sign shall read: “Unauthorized vehicles parked in designated handicapped spaces not displaying distinguishing placards or license plates issued for physically disabled persons may be towed at owner’s expense. Towed vehicles may be reclaimed at Roseville PD, 1051 Junction Blvd or by telephoning (916) 774-5000. CVC 22511.8”.

C. Sign posts: shall conform to Section 56 Signs in the City of Roseville Design and Construction Standards.

PART 3 - EXECUTION

3.01 Preparation
A. Upon completion of grading operations, compact the subgrade at the required elevation to a relative compaction density of 95%, unless otherwise noted on

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Section 32 12 16: Asphalt Concrete Paving

the Plans. A load or performance test shall be conducted in the presence of the Inspector prior to the placement of AC.

B. Apply soil sterilant per manufacturer’s directions. Limit the work zone of the sterilant application to the area to receive paving plus three feet (3’) on each side.

C. Completely install redwood header as shown in the City of Roseville Parks Construction Standards, latest edition, if shown on the Plans.

D. No material shall be placed in muddy conditions, nor shall any material be placed during or immediately after inclement weather, i.e. rain storms, temperatures below 35 degrees F, etc.

E. In areas where soil conditions are less than optimal, geotechnical tests shall be performed to verify compaction rates. The Inspector shall determine the number of tests necessary in order to verify conditions. Initial tests will be provided by the City. Re-tests shall be the Contractor’s responsibility.

3.02 Installation
A. Spread aggregate base material in six-inch (6”) lifts.

B. Compact base surface to a relative compaction of 95% and in accordance to the Caltrans Standard Specifications, Section 26.

C. Spread asphalt concrete material in accordance to the Caltrans Standard Specifications, Section 39.

D. Upon completion, apply water to the finished surface and allow water to runoff. All areas of ponding, puddling or birdbaths shall be filled with asphalt and fine aggregate. Conform fill surface with adjacent surface to the point edges are not visible.

E. Take every precaution to protect adjacent amenities or structures from material spillage or damage. In case of spillage or damage, the Contractor shall immediately repair or replace the damaged area to the satisfaction of the City.

F. Clean and oil all manhole covers, grates and other surface structures within the pavement area.

G. All new asphalt concrete paving shall receive a fog seal at a rate of 1/12 to 1/10 gallon of undiluted emulsion per square yard. All work shall conform to Caltrans Standard Specifications, Section 37. Once sealed, parking of vehicles and/or equipment or stockpiling of material on the finished surface is prohibited.

H. Clean all surface structures that lie within the asphalt concrete area.

3.03 Striping
A. Conform to the City of Roseville Design and Construction Standards, latest edition.

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Section 32 12 16: Asphalt Concrete Paving

B. Ensure that all pavement to receive striping is completely cured. Clean all pavement surfaces.

C. Accurately lay out all pavement markings, including, parking stripes, centerline stripes, international disabled parking logo, striping for disabled access ramp, directional arrows, game court lines and other pavement markings as shown on the Plans or as required by code.

D. All pavement lines, striping and lettering shall be four inches (4”) in width, unless otherwise indicated on the Plans.

E. Lines painted with traffic paint shall receive two coats of paint. Allow each coat to dry completely prior to applying the second coat.

F. Apply all pavement markings on clean, dry surfaces, during weather conditions where temperatures are higher than 35 degrees F, no rain is occurring or predicted within the next twenty-four (24) hours, and the humidity is less than

80. G. Remove all excess adhesives and tracking onto unmarked areas.

H. All pavement striping applications shall conform to Caltrans Standard Specifications, Sections 84 and 85.

3.04 Accessible Parking Signs (For parking lots only)
A. Verify that the language on the signs meets with current laws and regulations prior to installation. Immediately notify project manager of discrepancies.

B. For signs at parking stalls: install one per space designated for disabled parking.

Locate sign as shown on the Plans. Verify location in the field prior to installation. Sign bottom shall be set at seven feet (7’) above finished grade.

C. For notification signs: install one per driveway entrance. Verify location in the field prior to installation. Sign bottom shall be set at two feet (2’) above finished grade unless otherwise directed.

D. Sign post installation shall conform to TS-17A of the City of Roseville Development Services Design and Construction Standards.

3.05 Protection and Cleaning
A. Do not allow equipment or vehicles to park on new asphalt surfaces upon completion of fog seal operations. At his discretion, the Contractor may allow the parking of equipment and vehicles on the asphalt concrete AFTER the asphalt concrete material has been laid, passing applicable compaction tests and PRIOR TO applications of fog seal and striping.

END OF SECTION

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Section 32 15 40: Decomposed Granite Paving

SECTION 32 15 13

INFIELD FINE SURFACING
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the City of Roseville Design and Construction Standards and the City of Roseville Parks Construction Standards, latest editions, shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of decomposed granite paving, including redwood headers as shown in the Plans and as specified herein.

1.03 References
A. Caltrans Standard Specifications, latest edition.

1.04 Submittals
A. Submittals for specified items are not required; however, submittals are required for any proposed substitutions or deviations from the Plans or Specifications. Additionally, submittals are required for the specific items listed below. The Contractor shall submit a materials summary sheet indicating which items will be installed as specified and which items are proposed for substitutions. The Contractor shall submit proof of order within ten (10) working days of the Notice to Proceed, indicating all specified materials have been ordered, noting “as specified” or “substitution proposed”. Submittals are required on the following items:

1. Infield fine material: provide a sample for review and approval.

PART 2 - PRODUCTS

2.01 Crushed Fines
A. 60/40 red and lava and clay loam mixd.

B. Cascade Rock 916-383-1300, or accepted equal

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Section 32 15 40: Decomposed Granite Paving

2.02 Drain Rock
A. 3/4 “ drain rock

2.03 Filter fabric
A. Non woven geotextile fabric Mirafi 140N or approved equal.

PART 3 - EXECUTION

3.01 Preparation
A. Upon completion of grading operations, compact the subgrade at the required elevation to a relative compaction density of 95%, unless otherwise noted on the Plans.

B. Completely install infield drain as shown in the City of Roseville Parks Construction Standards.

C. No material shall be placed in muddy conditions, nor shall any material be placed during or immediately after inclement weather, i.e. rain storms, etc.

3.02 Installation
A. Provide a 10’ by specified width test sample, to be approved prior to installation.

This sample shall be the basis of overall approval.

B. Thoroughly combine binder per manufacturer recommendations.

C. Spread crushed fine material in two (2) one and one half inch (1-1/2”) lifts (thickness after compaction).

D. Wet and roll each lift to form a uniform, smooth surface with a cross slope of 2%. Compact each lift to a 95% relative compaction density.

E. Upon completion of the final lift, fill any depressions, holes or divots and re- roll using the above process.

3.03 Clean Up and Protection
A. Thoroughly clean all areas where work has occurred. Remove from site excess material, debris and rubbish.

B. Take all precautions to protect completed work. Immediately repair or replace all damaged areas due to tire ruts, erosion, compaction failure, etc.

FOR

END OF SECTION

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April 2024
Section 32 31 13: Chain Link Fencing

SECTION 32 31 13

CHAIN LINK FENCING
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Special Conditions shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of the chain link fence system, including gates as shown on the Plans and as specified herein.

1.03 References
A. Caltrans Standard Specifications, latest edition.

PART 2 - PRODUCTS

2.01 General
A. Wire used in the fabric shall be galvanized and shall have a tensile strength of 80,000 lbs. Per square inch based on cross sectional areas of the wire. One sample shall be tested without removing bends caused by weaving of the wire with the mesh. A second test shall be conducted on a wire strand carefully straightened. The tensile strength is finally determined as the average reading between the two tests. Wire to match fabric selection.

B. Fabric shall be 1-3/4” 9-gauge nominal wire mesh, hot-dipped galvanized after weaving as shown on the plans. Conform to ASTM A392, with tensile strength as described in 2.01A above. Fabric shall be knuckled top and bottom with single width to full height of fence.

C. Ties/Fasteners shall be 9-gauge aluminum.

D. Fittings, clips, bolts, bands, bars, post tops/covers and other hardware necessary for a complete fence system shall be galvanized E. Where fencing is shown on the Plans to be black vinyl or powder coated, all appurtenances, including fabric, posts, rails, clips, bands, fittings, etc.,

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Section 32 31 13: Chain Link Fencing

necessary for a complete fence system shall be black vinyl or powder coated.

Vinyl or powder coating shall be the industry standard for this type of finish.

2.02 Posts and Rails
A. Posts and rails shall be hot-dipped galvanized per ASTM A53 with moistureproofed caps on the top.

B. Size and lengths of posts shall be as shown in the City of Roseville Design and Construction Standards PK-40, latest edition.

2.03 Gates
A. Fabric and finish to match fence.

B. Hinges and latches shall be industrial strength, heavy duty and shall fit snugly around post. Latches shall be lockable.

C. Size and lengths of posts shall be as shown in the City of Roseville Design and Construction Standards PK-40, latest edition.

PART 3 - EXECUTION

3.01 Post Installation
A. Posts are to be spaced evenly as shown on the City Standard and set plumb and true to lines with the top line uniform as shown in the City of Roseville Design and Construction Standards PK-40, latest edition.

B. All posts shall be set in concrete as shown in the City of Roseville Design and Construction Standards PK-40, latest edition.

C. Where nicks on vinyl or powder coated finished occurs due to installation, the Contractor shall re-finish and patch damaged areas immediately.

3.02 Fabric
A. Attach fabric using fabric bands or clips spaced approximately 14” apart.

Connections to top rails and tension wires shall utilize wire ties placed 24” on center.

B. For corner and vertical end connections, install stretcher bars banded to posts and gate frames at 24” apart (maximum).

C. All fabric to be stretched tight, free from sags and bulges.

3.03 Rails
A. For splices along the top rail, provide couplings every 20’. The coupling shall produce a continuous brace from end to end of each stretch of fence. Install a heavy spring at every fifth coupling to allow for expansion or contraction.

B. Utilize the appropriate fittings to ensure that all rails are rigidly clamped to end and corner posts.

C. Clamp mid and bottom rails at each post.

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Section 32 31 13: Chain Link Fencing

3.04 Gates
A. Gates shall be installed consistent with the City Standard detail. Verify grade conditions along the fence bottom to ensure proper use of the gate(s).

B. Gate openings shall be face-to-face dimensions and shall swing according to the Plans.

3.05 Cleaning
A. Thoroughly clean all areas where work has occurred. Remove from the site excess material, debris and rubbish.

B. Take all precautions to protect completed work. Immediately repair or replace all damaged areas due to tire ruts, erosion, compaction failure, etc. Keep all erosion control measures intact.

END OF SECTION

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Section 32 32 19: Modular Concrete Retaining Walls

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Section 32 84 00: Irrigation System

SECTION 32 84 00

IRRIGATION SYSTEM
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of an automated irrigation system, including all necessary appurtenances for proper operation, noted or implied, as shown on the Plans and as specified herein.

B. Water usage, meter costs, connection fees, testing and other associated utility costs are considered direct costs and is the responsibility of the Contractor until the project is accepted.

C. Installation of the water meter shall be by the City.

1.03 Related Work
A. Section 32 90 00: Planting
B. Section 26 00 00: Site Electrical

1.04 Quality Assurance
A. All work shall comply with local and state laws, codes, regulations and requirements which govern any portion or all of the work contained in this Section. These include, but are not limited to, the latest editions of:

1. City of Roseville Park Construction Standards,

2. City of Roseville Design and Construction Standards,

3. City of Roseville Electric Department Standard Specifications,

4. Local, state and federal electrical codes, manuals and guidelines, and

5. Local, state and federal plumbing codes, manuals and guidelines.

1.05 Submittals
A. Submittals for specified items are not required for Parks or Streetscape projects, unless specifically listed below. However, submittals are required for any proposed substitutions or deviations from the parks Plans or Specifications. For Streetscapes, no substitutions will be accepted. The Contractor shall submit a materials summary sheet indicating which items will be installed as specified

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Section 32 84 00: Irrigation System

and which items are proposed for substitutions. The Contractor shall submit proof of order within ten (10) working days of the Notice to Proceed, indicating all specified materials have been ordered, noting “as specified” or “substitution proposed”. Submittals are required on the following items:

1. Controller, Flow Sensor(s), and Master Valve(s).

2. Filter (Recycled water)

3. Booster Pump

1.06 Explanation of Drawings
A. The drawings are diagrammatic and do not reflect all offsets, fittings and other miscellaneous items required for a complete and operable irrigation system. It shall be the Contractor’s responsibility to investigate all existing site conditions, become thoroughly familiar with the site, and provide all labor, materials and equipment required for the installation of the irrigation system.

B. Avoid conflicts between other trades and the installation of the irrigation system.

Minor adjustments to avoid such conflicts shall be made in the field. Major discrepancies between actual field conditions and the Plans shall be brought to the attention of the Project Manager. The lack of notification shall indicate that the Contractor assumes full responsibility for any revision deemed necessary to ensure proper installation.

1.07 Product Delivery, Handling and Storage
A. All materials shall be delivered bearing manufacturer’s label with size, type and model number (if applicable) clearly marked.

B. All pipe shall be delivered in a vehicle which allows the material to lie flat without concentrated weight or stress at any point.

C. Unload all materials with care so as to avoid damage. Store materials in a covered area and do not expose PVC pipe to extreme sun or heat. Store pipe lying flat.

D. Do not install any material that has been damaged. Replace all material found to be damaged.

1.08 Record Drawings
A. The Contractor shall keep an accurate record of the as-built conditions of the irrigation system. These records shall be updated daily and kept at the construction site. At any time, the Inspector may examine the conditions of the “as-builts” to ensure compliance of the above.

B. Dimensions shall be recorded from two (2) permanent points of reference.

C. The City may at its discretion withhold progress payments to the Contractor if the as-built records are not updated to the satisfaction of the City.

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PART 2 - PRODUCTS

2.01 General
A. All materials specified shall be new, bearing the brand name, type, serial numbers and model number as shown on the Plans and as specified herein, unless otherwise accepted in writing.

2.02 Backfill Material
A. Backfill shall be clean, screened, on-site material, free from organic material, large clods of earth and/or rock larger than one (1) inch in diameter, trash, debris, rubbish, tree trunks, broken concrete or asphalt and other unacceptable material.

B. Material larger than one (1) inch shall be removed from site and legally disposed. All removal shall be the responsibility of the Contractor.

2.03 Meter
A. Meter shall be as shown on the Plans and as required by the City of Roseville Environmental Utilities Department.

2.04 Backflow Prevention Device
A. Backflow Prevention Device shall be as shown on the Plans.

B. Cover shall be insulated, freeze-proof, removable and lockable, manufacturer and model per the City of Roseville Design and Construction Standards or accepted equal.

2.05 Filter (Recycled Water Only)
A. Amiad Filtration Systems, Manual Steel Filter, Red 130 micron filter element, match line size of recycled water meter, down to 2” minimum.

1. For 2” filters, use disc type element. For 3” and above, use mesh screen filter element.

2.06 Flow Sensor and Master Valve
A. Calsense Controllers:

1. Flow sensor shall be a Calsense Flow Meter (FM-B) featuring a proprietary, non-magnetic sensing mechanism and a six-bladed design. Flow sensor shall be accurate to +/- 1% of full scale. Flow sensor body shall be constructed of bronze. Applications with high and low flows requiring a bypass manifold flow meter shall instead utilize Flomec QS200 Ultrasonic Flow Sensor.

2. Master valve(s) shall be Superior, 3300 series, normally open, electric globe valve, constructed of brass with dirty water protection and No Minimum Flow

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feature. For recycled water systems, include -RW Recycled Water designation with purple handle for identification.

3. Flow meters to be constructed consistent with the Calsense specifications.

4. Valve boxes for master valve and flow sensor shall be 18” (jumbo) green rectangular rigid plastic valve boxes with lockable lids and extensions by Carson Industries, LLC or accepted equal. Valve box lid shall be colored green in turf areas, tan in natural planter areas, and purple for recycled water applications.

2.07 Booster Pump
A. Customflow Quality Booster Pump by V-Power Equipment, Inc. (888) 830-8025.

B. Provide technical startup support, pump certification and 30 month following delivery warranty by V-Power Equipment, Inc.

C. Variable Frequency Drive Control Panel with Mitsubishi FR-D720-318 – NA VFD, NEMA 12 enclosure, main disconnect, DC choke, panel cooling fan, HOA switch on panel door, 110 volt transformer for controls and external fan, Terminals for wire connections, (2) Pump start relays for irrigation controller controls, ET/U.L. 508A Listed and proprietary programmed for City of Roseville standard operation by Custom Pump & Power, Inc.

D. IFM Efector PA2424 transducer is rated for 0-200PSI and adjustable through the VFD.

E. Enclosures to be sized to fit pump, VFD, valves, bypass, transducer, and pump inserted Hot Stop temperature protection to be activated at 120 degree with manual reset mounted on the VFD panel door. Flange connection for inlet and outlet outside the enclosure. Standard enclosure to be fitted for padlock and have a shock assisted opening on the front. Larger enclosures with removable doors with built in lock with the 402 key. All enclosures to be aluminum, with steel hardwareand powder coated dark green.

F. Installation by licensed contractor as shown on plans and connect power wires from meter pedestal and 24-volt control wire from the controller to the VFD line connectors inside the enclosure.

2.08 Pipe
A. PVC Pressurized Mainline

1. For lines three inch (3”) or larger: polyvinyl chloride (PVC) 1120-1220, SDR 21, Class 200 rubber gasketed pipe, and NSF accepted per Standard No. 14, Type I, Grade I. Conform to:

Material ASTM
Pipe D1784, D2241
Rubber Gasket F477

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Section 32 84 00: Irrigation System

2. For lines two and one half inches (2-1/2”) or smaller: Schedule 40 polyvinyl chloride (PVC) 1120-1220, and NSF accepted per Standard No. 14, Type I, Grade I. Conform to:

Material ASTM
Pipe D1784, D1785
B. PVC Non-Pressurized Lateral Lines

1. Schedule 40 polyvinyl chloride (PVC) 1120-1220, SDR 21.0, NSF accepted per Standard No. 14, Type 1, Grade II.

C. Recycled Water

1. Pipes shall meet the standards outlined in Sections 2.08, A and B above, unless otherwise noted in the City of Roseville Design and Construction Standards for recycled water, latest edition.

2. All pipes containing recycled water shall be purple, NSF accepted and conform to the City of Roseville Design and Construction Standards, latest edition.

2.09 Fittings and Nipples
A. Fittings for Mainline Pipe:

1. For all control valves on mainlines three inches (3”) and larger, use painted, ductile iron saddle taps with double stainless steel straps and nuts Model #202 by Romac Industries, Inc. or accepted equal.

2. For all other connections on mainlines three inches (3”) and larger mainline pipe, use glued schedule 80 fittings.

3. For all connections on mainlines two and one half inches (2-1/2”) or smaller, use glued schedule 40 fittings.

B. Fittings for Solvent Weld Pipe:

1. Schedule 40 for 2 ½” pipes or smaller and Schedule 80 for 3” pipe and larger polyvinyl chloride (PVC), standard weight, conforming to ASTM D2466-73.

Use Schedule 80 for all recycled water systems.

2. Weld-on #P-70 primer and Weld-on #711 gray glue or accepted equal.

3. Teflon tape for all threaded PVC fittings.

C. Plastic Nipples shall be Schedule 80, Type 1, Grade 1, polyvinyl chloride (PVC), threaded at both ends, and conforming to ASTM D1784 -85. Nipples shall be uniformly gray.

D. Fittings for Recycled Pipe:

1. Fittings shall meet the standards outlined in Sections 2.09, A, B and C above, unless otherwise noted in the City of Roseville Design and Construction Standards for recycled water, latest edition.

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2.10 Swing Joints
A. Swings joints shall be as shown in the City Parks Construction Standard detail.

Schedule 40 threaded PVC triple swing joints or an accepted equal.

2.11 Electric Remote Control Valve
A. Sizes as shown on the Plans. All valves shall be Rainbird PEB series or accepted equal and shall contain the following:

1. a globe-type electric remote control, normally closed diaphragm type with slow opening and closing action,

2. encapsulated solenoid type actuation,

3. a minimum rating of twenty-four (24) volts,

4. sixty (60) cycle,

5. two to five (2-5) watts,

6. a manual flow adjustment with shut-off provisions,

7. provisions for an external “bleed” of the diaphragm chamber for manual operation.

8. a ball valve on the inlet.

9. Schedule 80 PVC threaded fittings from saddle tap to POC to valve.

B. Valve boxes shall be rectangular, rigid plastic valve boxes with lockable lids and extensions by Carson Industries, LLC or accepted equal. Valve box shall be sized appropriately to house entire valve assembly with space to accommodate maintenance access.

1. Boxes shall be colored green in potable applications, and purple for recycled water applications.

2. Valve boxes used on recycled water systems shall be permanently colored purple through the manufacturer. Boxes painted purple will be rejected.

3. Label lids using heat branded identification, T:Turf, S:Shrubs, B:Bubblers C. Controller station identification number shall be standard yellow tags with permanent numbers by Christy or accepted equal.

2.12 Root Watering System
A. Provide pre-manufactured root watering system.

1. Pressure compensating bubbler. See irrigation sheets for flow rates.

2. Check valve where applicable to prevent low head drainage.

3. Swing joint assembly

4. Locking grate top on semi-rigid mesh tube

5. Filter fabric sleeve

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Section 32 84 00: Irrigation System

2.13 Irrigation Heads
A. All irrigation heads shall conform to type, size, precipitation rate, gallons per minute discharge, pressure and throw radius as shown on the Plans, unless otherwise accepted in writing.

B. In all available models, all irrigation heads shall have stainless steel risers, unless otherwise approved in writing.

C. For recycled water applications, irrigation heads shall be colored purple, have debris pocket, and wiper seals with 3 touch points.

D. Irrigation heads shall have built-in pressure regulation for pop up sprays and/or water-efficient heads.

E. Include built-in check valve where applicable to prevent low head drainage.

2.14 Drip Irrigation
A. Sub-surface dripline.

1. Flexible polyethylene tubing shall have factory-installed pressurecompensating, inline emitters spaced evenly per listed spacing.

2. Emitter shall incorporate elemental or ionic copper root intrusion prevention technology, and shall be warranted by the manufacturer to be free of emitter plugging due to root intrusion for a period of fifteen (15) years minimum.

3. Emitter shall have a built-in check valve that will hold back, at minimum, an

8.5' column of water.

4. Dripline for use with recycled water systems shall be properly and permanently marked for non-potable use.

B. All fittings shall be constructed of injection molded, brown plastic having a nominal outside dimension of 17mm (0.56”). Female and male threaded ends shall be capable of mating to standard PVC pipe with tapered threads.

C. Line flushing valve

1. Valve shall be schedule 40 PVC ball valve with brass hose thread adapter.

2. Valve box shall be rigid plastic, with lockable cover by Carson Industries, LLC or accepted equal. Boxes shall be colored green in potable applications, and purple for recycled water applications.

3. Drip system operation indicator shall be Rainbird 1812 Pop-up spray body with 4-VAN nozzle set to 0-degree pattern, with Rainbird SA-125050 swing assembly and XFF-TFA barbed bt ½” FIPT fitting, or accepted equal.

D. Pressure Regulating Filters shall be Rainbird PRB Pressure Regulating Basket Filter, or approved equal, and shall include: Basket style body and jar-top cap constructed of heavy-duty glass-filled, UV-resistant polypropylene, with 150 PSI (10,3 bar) operating pressure rating. Standard 200 mesh (75 micron) filter screen constructed of stainless steel attached to propylene frame. Normallyopen in-line pressure regulating device, constructed of durable, UV resistant non-corrosive material able to accommodate an inlet pressure rating of not less

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Section 32 84 00: Irrigation System

than 150 PSI (10,3 bar), with preset outlet pressure of approximately 40 PSI (2,8 bar).

2.15 Thrust Blocks
A. All thrust blocks shall be concrete. The size of the blocks shall be determined by the average safe soil-bearing load of 700 lbs. per square foot.

B. Polyethylene sheeting at thrust blocks shall be 6mil.

2.16 Quick Coupler Valves
A. For potable water, quick coupling valves shall be Rainbird #44LRC or accepted equal. For recycled water, quick coupling valves shall be Rainbird #44NP lockable or accepted equal. All quick coupling valves shall be:

1. brass or bronze with one (1) IPS female pipe connection,

2. two piece body with a removable upper portion (for replacement), and

3. durable yellow covers for potable and purple for recycled.

B. Valve keys shall be brass or bronze and shall be of the same manufacturer and size as the valve.

C. Valve box shall be rigid plastic, a minimum of ten inches (10”) in diameter with lockable cover by Carson Industries, LLC or accepted equal. Boxes shall be colored green in potable applications, and purple for recycled water applications.

D. Where recycled water is used, conform to the City of Roseville Design and Construction Standards.

2.17 Manual Valves
A. For pipe four inches (4”) and larger gate valves shall be:

1. located where shown on the Plans,

2. flanged with Class 125 cast iron body,

3. bronze trimmed with a non-rising stem,

4. square operating nut,

5. able to withstand a cold water pressure of 150 pounds per square inch, and

6. sized to match the pipeline which the valves serve, unless otherwise shown on the Plans.

B. For pipe three inches (3”) or smaller and on pipes which feed directly into a remote control valve, ball valves shall be installed and shall:

1. allow for manual operations,

2. rapid on/off , drip-tight shut-off control,

3. be constructed of bronze or brass with heavy-duty handle,

4. operate up to 22 gallons per minute,

5. operate between 15 and 150 pounds per square inch, and

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Section 32 84 00: Irrigation System

6. be sized to match the pipeline which the valves serve, unless otherwise shown on the Plans.

C. Valve box shall be rigid plastic, a minimum of ten inches (10”) in diameter with extensions and lockable cover by Carson Industries, LLC, as shown on the Plans or accepted equal. Boxes shall be colored green in potable applications, and purple for recycled water applications.

2.18 Automatic Irrigation Controller
A. Automatic controllers shall be Calsense CS3000 or accepted equal. Each controller shall include:

1. CS3-LR – Calsense Local Radio,

2. FM-B – Flow Meter (Brass),

3. CS3-SS1 or CS3-SS1-D – Stainless Steel Enclosure with:
a) CS3000 Transient Protection
b) TP-110 – AC Line Protection,
c) LR-STUBBY – Antennae w/2ft cable
d) On/Off Switch
e) GFI electrical outlet inside enclosure.

When multiple controllers are used, include:

4. CS3-FL – Flowsense software (for multiple controllers sharing POC and/or communications)

5. CS3-MSSE-KIT or CS3-SR-KIT – Hardwire or SR radio,
When multiple flow sensors are used, include:

6. CS3-2WIRE-OPT & CS-2W-POC (one per POC) – Additional Flow Meter interface.

B. Communication wire between controllers shall be Paige Cable P7171D or accepted equal.

2.19 Control Wires
A. Direct burial solid copper wire AWG-U.F. 600 volt.

B. Common wire and two spare wires shall be minimum #12-gauge.

C. Pilot wires shall be red, minimum #14-gauge. Wire gauge shall be, at minimum:

Wire Gauge #14 #12 #10 #8
Max. Distance (ft.) 2,500 3,250 4,000 4,800
D. Splices:

1. Wire connections at remote control valves only shall utilize 3M direct bury splice kit model #DBY (yellow) or model #DBR (red).

2. All other splices, including line splices, connections to flow meters and other sensors, shall utilize 3M Scotchcast 3570G Connector Sealing Packs, no known equal.

E. Wiring colors shall be:

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USE COLOR
Flow Yellow
Master Blue
Pump Black
Valves Red
Common White
Spare Orange
Tracer Green

2.20 Sleeves
A. Schedule 40 PVC 1120-1220 and two times the diameter of the pipe to be accommodated by the sleeve, one (1) for control wires and one (1) for main line, and one (1) for lateral lines.

B. Maximum one (1) line per sleeve.

C. Add one (1) spare, same size as largest.

2.21 Tracer Wire
A. Insulated solid copper wire, minimum #12 gauge. Color shall be green.

PART 3 - EXECUTION

3.01 Site Conditions
A. Prior to start of irrigation work, review the site conditions to verify that stub- outs, points of connections, sizes of the points of connections, water pressure and other essential items necessary for irrigation work to commence are as shown on the Plans and as indicated in the Specifications.

B. Notify the Inspector immediately of any existing conditions which are unacceptable for the commencement of irrigation work.

3.02 Coordination of Work
A. Coordinate all work with other trades.

B. The irrigation plan is diagrammatic. Whenever possible, locate all pipes in planted or turf areas. Do not scale off of the Plans. Where field conditions have changed, notify the Inspector immediately.

3.03 Excavation and Trenching
A. Trenches shall be dug straight and in such a manner as to completely support the pipe continuously along the bottom of the trench. In rocky conditions, overexcavation and placement of clean bedding material may be required to ensure protruding rocks do not place undue stress on pipes. Trench layout shall follow that shown on the Plans, except where accepted by the City.

B. The following minimum cover shall be provided for pipe:

Pipe Type Minimum Cover

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Section 32 84 00: Irrigation System

Pressurized Mainlines 24”
Non- Pressurized Lateral Lines 18”
Domestic Water Lines 24”
Control wires 24”
PVC Sleeves under Paving 18”
PVC Sleeves under Auto X-ings 24”
C. Install detection wire, looped in and out of valve boxes and attached to all irrigation mainlines.

D. High voltage wires shall not be installed in the same irrigation water line trench.

3.04 Testing and Flushing
A. Pressure Testing shall occur only when the following conditions can be fulfilled:

Item Description Condition
Quick coupler valves Installed and capped
Electric remote control valves Installed
Flow valve Installed and open
Ball/Gate valves Installed and open
Lateral lines Disconnected
Welded PVC joints Cured at least 24 hours
Pipe Center loaded with backfill
Concrete Thrust Blocks Installed and cured at least 48 hours Couplings and fittings Exposed
Detection wire Installed
B. A pressure gauge shall be installed at the lowest point of the line. Continuous pressure shall be applied at a rate of 125 psi for all mainlines. The pressure shall remain stable for a minimum of two hours with no detectable leakage.

Upon completion of the test, a complete examination of the line shall be conducted by the City. Leaks resulting from the test shall be repaired and the line shall be re-tested. This process shall be repeated until the line passes the leakage test.

C. All lines and risers shall be flushed prior to final installation of irrigation heads.

All control valves shall be left open during the flushing process.

3.05 Backfilling and Compacting
A. Backfilling of trenches shall not occur until all tests and reviews have been performed. See inspection record contained in the Parks Construction Standards, latest edition. Any trench that is prematurely backfilled may be required to be re-dug for review.

B. Compaction of the trenched areas shall meet the following compaction rates of 95% in areas to receive paving and 85% in areas to be planted.

C. Do not flood trenches unless otherwise accepted by the City.

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D. Sunken trenches shall be re-finished flush with the adjacent grades.

3.06 Backflow Prevention Device and Enclosure
A. Install per local codes and manufacturer’s instructions.

B. When the flow meter is installed above grade, install a backflow prevention device enclosure with lockable gate.

3.07 Flow Meter Installation
A. Install per local codes and manufacturer’s instructions.

B. All flow meters shall be installed in ground.

C. Install 3/4" conduit from irrigation controller to flow meter valve box. Install a pull box every 100’.

D. Valve box lids shall be permanently marked identifying FM for flow meter and MV for master valve and GR for grounding rod with heat branding using stencils in a uniform location on all boxes throughout.

3.08 Booster Pump Installation
A. Install per local codes and per manufacture's instruction.

B. Furnish wires and conduits to connect electrical power, and 24-volt pump start controls to the VFD panel located inside the VFD panel
C. Ductile iron plumbing from the flanges above ground to the mainline.

D. Install level concrete housekeeping pad for the pump enclosure per plans, 4" thick, 1"above ground, with 1/2" tool edges
E. Trust blocks to be installed per pump manufacturer’s and landscape architect’s requirements.

3.09 Pipe Installation
A. Install irrigation pipe in planted areas whenever possible.

B. All pipe and fittings shall be cleaned and free from dirt, dust and moisture.

C. Pipe may be assembled along the trench at grade to avoid undue strain on the pipe or the fittings. All solvent weld connections shall be primed before applying glue. Snake the pipe within the trench to compensate for expansion and contraction.

D. All PVC pipe and metal valve connections shall be made with threaded fittings consistent with drawings PK-15 and PK-16 of the City of Roseville Parks Construction Standards.

E. All PVC-to-PVC threaded connections shall be made with Teflon tape.

F. Install concrete thrust blocks in locations where rubber gasketed irrigation mainlines change directions, e.g. ells, tees; as required on other lines and fittings; and at the termination point of the mainline. Do not conduct a pressure test within 48 hours of the thrust block pours. The size of the thrust blocks shall

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Section 32 84 00: Irrigation System

be per manufacturer’s instructions and shall be adequate in size to absorb thrusts up to the maximum internal water pressure. Refer to 3.18 Thrust Blocks.

G. Use glued fittings for all connections inside of a sleeve and within 20’ of a sleeve.

3.10 Electric Remote Control Valves
A. Install per local codes, manufacturer’s instructions, City of Roseville Design and Construction Standards and as shown on the Plans.

B. Install one (1) electric remote control valve per box and whenever possible, group valve boxes together. Align boxes in a straight and neat row and flush to finish grade. Provide a minimum of six (6) inches between boxes.

C. All valves shall be tagged for easy identification of valve number. Valve box lids shall be permanently marked identifying valve number and controller letter with heat branding using stencils in a uniform location on all boxes throughout.

D. Each valve shall be separately saddle tapped. Manifolded valves shall be rejected.

E. Locate valve boxes outside of turf areas, adjacent to paving, i.e. sidewalks, hardscape, etc. except where shown on the Plans.

F. Provide a minimum of eighteen (18) inches of a complete set of spare control wires, looped, within all control valve boxes.

3.11 Irrigation Heads
A. Install all heads where shown on the Plans and as specified herein.

B. Turf rotary pop-up heads shall be placed two (2) inches from any edge of adjacent walkway, concrete mow band, concrete curb, header board or other hardscape edging, or as required by current WELO regulations.

C. Rotary pop-up heads shall be installed flush with the top of finish grades of turf or planting areas.

D. Sprinkler head riser nipples sizes shall match or be the same as the riser opening of the sprinkler body.

E. Install sprinkler heads with internal check valves where heads are located in low drainage areas, i.e. bottom of berms, bottom of drainage swales, toe of slopes, etc.

F. Install all heads perpendicular to ground surface with an offset from the edge of pavement as indicated in the details.

3.12 Drip Irrigation
A. Drip irrigation is to be installed in a grid pattern layout of equal spacing between rows, unless otherwise noted on approved plans.

B. All drip irrigation shall be installed sub-surface, per manufacturer’s specifications. Staple all tubing to soil at 5 feet on-center spacing prior to backfilling.

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C. Drip line shall be installed prior to plant installation, with the exception of 15- gallon and larger plant container sizes, which may be installed first at the discretion of the contractor.

D. Line Flushing Valves are to be installed below grade, as detailed, in a valve box with bolt-down lid to allow for periodic inspection and flushing.

1. Minimum of One (1) Line Flushing Valve shall be installed for every fifteen (15) GPM of zone flow, and at every termination point within a zone, and shall be installed at a point farthest away from the source (typically on an exhaust header) as possible.

E. Pop-up drip system operation indicators shall be placed within eighteen inches (18”) of each Flush Valve and shall not be placed such that it will be obstructed by vegetation. Place minimum twelve (12) inches from adjacent hardscapes.

F. If required, Air/Vacuum Relief Valves shall be installed below grade in valve boxes to allow for periodic inspection.

G. Valve box lids shall be permanently marked identifying LF for Line Flush valve and AR for Air/vacuum Relief with heat branding using stencils in a uniform location on all boxes throughout.

3.13 Quick Coupler and Gate Valves
A. Install per local codes and manufacturer’s instructions.

B. Locate valve boxes flush with finish grade, twelve (12) inches from walkways, curbs, header boards, etc., and within planted area whenever possible.

C. Install one (1) valve per box.

D. For quick coupler valves, install at 100 feet on center to the extent possible.

Provide a 24” steel support staked adjacent to the riser using two (2) stainless steel clamps.

E. For gate valves, install at locations indicated on the Plans.

F. For valve boxes installed below grade, provide 3M ball markers.

G. Valve box lids shall be permanently marked identifying GV for gate valve and QC for quick couplers, and SB for splice boxes with heat branding using stencils in a uniform location on all boxes throughout.

3.14 Automatic Controller
A. Install per local codes and manufacturer’s instructions within the specified enclosure.

B. Provide single Paige Cable P-7171D installed in conduit between all controllers.

C. Provide all necessary wiring for a complete installation between the controller and the valves.

D. Above grade wiring shall be installed in metal conduit, unless otherwise accepted. Securely mount conduit onto enclosure or wall and paint to match the adjacent surface.

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E. Provide a grounding rod and bonding for each enclosure as required for lightning protection. Grounding rod shall be consistent with drawing PK-1 of the City of Roseville Parks Construction Standards. Install separate grounding rods for each enclosure where bonding is impractical.

F. Label each controller, using permanent markings, with the letter identification indicated on the Plans. Affix label on the inside of the controller cabinet door.

G. Install 110V outlet (GFIC) inside controller enclosure.

H. Provide two (2) reduced as-built irrigation diagrams, laminated and colorcoded indicating controller letter, valve/station numbers, valve size, operating pressure, gallons per minute and type of planting for each valve. See Section 01 10 00: Summary of Work 1.15B.

I. Ground test to be conducted after installation. Test results shall not exceed 25 ohms.

3.15 Control Wires
A. Wherever possible, install control wires in common trenches with mainline. The wires shall be taped in bundles at ten (10) feet on center and laid to the side of the pipe. Provide slack between ties to allow for contraction.

B. Wire valve to controller as shown on the plans.

C. Where runs are long, provide an extra three (3) feet of extra ground and control wires looped at 200’ intervals. Snake wires within trenches to allow for contraction.

D. Line splices shall occur in valve boxes at grade, label and allowed only on lengths greater than 2500’. Show locations on as-built plans.

E. Do not wrap wire around pipe or allow any wiring to be placed in concrete or concrete thrust blocks.

F. Install two (2) spare wires starting from the controller, looped to each valve box to the furthest valve box, without splices.

3.16 Tracer Wire
A. Install tracer wire on top of the mainline.

B. Provide a twelve-inch (12”) loop in and out of each valve box. Solder all splices.

C. Where potable water lines are placed in a separate trench, install a tracer wire on top of the potable water line.

D. Tracer wire shall be tested during review and pressure test of the mainline.

3.17 Sleeves
A. Install sleeves under all pavement and as shown on the Plans.

B. Install sleeves at the depths indicated in Section 3.03B above.

C. Extend sleeves a minimum of twelve (12) inches beyond the edge of pavement.

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D. At every sleeve location installed in roadways, provide a spare PVC sleeve capped at each end and marked with a 3M ball marker.

3.18 Thrust Blocks
A. Install polyethylene sheeting between mainline and concrete.

B. Thrust blocks shall be formed against a solid trench wall. The thrust block cavity shall be in undisturbed soil or previously placed compacted backfill that yields an acceptable allowable bearing pressure.

C. Concrete thrust blocks shall not be poured on valve wires.

3.19 Cross Connection Testing for Recycled Water Systems A. The Recycled Water System shall be tested for cross connection in accordance with Uniform Plumbing Code Appendix J prior to use.

B. All testing of Recycled Water Systems must be performed utilizing a potable water source via a construction water connection per City of Roseville Construction Standards. No Recycled Water may enter a Recycled Water System until all testing is successfully completed.

C. At the time a cross connection test is to be performed, construction on both the Potable and Recycled Water Systems being tested must be complete and both systems fully operational and functioning as designed.

D. Cross connection testing shall be performed in the system by City forces with the assistance of the contractor. The test must be coordinated through the Parks Department Inspector. Forty-eight (48) hours’ notice is required before the test. Depending on complexity of the site, a preliminary field meet may be required.

3.20 Coverage Test
A. Prior to planting, the Contractor shall perform a coverage test to confirm that water coverage is complete and adequate, and produces no overspray onto hardscapes. Irrigation pressure readings at the head or emission device may also be taken as part of the coverage test to confirm adequate system hydraulics.

B. The coverage test shall be performed on the entire irrigation system and shall be performed in the presence of the Parks Inspector. The irrigation system must be connected to the City water system through the water meter.

Temporary connections are not allowed. On recycled water systems, the coverage test shall take place only after successful completion of the crossconnection test, with the recycled water meter in place.

C. On Park projects containing turf, a comprehensive survey of the Distribution Uniformity (Low Quarter) of each irrigation zone containing turf shall be

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performed by a third-party, certified irrigation auditor prior to planting of turf.

The irrigation system must be 100% complete, including functionality of the irrigation controller and booster pump, if present. The irrigation auditor shall prepare and submit a report listing each zone’s Distribution Uniformity, including actual mapping data of individual catch cans recorded on irrigation plan sheets , and noting any potential deficiencies in the system leading to any inadequate findings. Reported deficiencies in Distribution Uniformity will be evaluated by the Project Manager and may require corrective measures prior to approval of turf planting. Deficiencies caused by improper installation shall be corrected at no additional cost to City.

3.21 Irrigation Audit
A. A landscape irrigation audit shall be performed after all landscape and irrigation is installed. The irrigation system must be 100% complete, including functionality of the irrigation controller and booster pump, if present.

B. All landscape irrigation audits shall be conducted by a third party certified landscape irrigation auditor. Landscape audits shall not be conducted by the person who designed the landscape or installed the landscape.

C. The water audit shall conform to the specific water audit requirements of the City of Roseville Environmental Utilities Department, and any supplemental requirements from the City of Roseville Parks, Recreation & Libraries Department. The contractor shall submit a comprehensive landscape irrigation audit. This shall include, but is not limited to:

1. A completed Irrigation Audit Report-(City of Roseville provided forms only)

2. Complete system evaluation, including site conditions, system and flow data.

3. Scheduling parameters used to set the irrigation controller.

4. An Irrigation schedule for the landscape provided to the owner.

D. A minimum of 25% of all zones shall be audited. The 25% minimum shall be a representative sample of each irrigation method present (i.e. Rotors, bubblers, rotary nozzles, drip, etc.), and is in addition to any turf zones audited during the coverage test.

E. Any deficiencies noted in the audit report such as, but not limited to, run-off, overspray, obstruction of spray patterns, etc., shall be corrected and signed off as such by the original irrigation auditor prior to submission of the report. Do not submit audit reports with uncorrected deficiencies.

3.22 Clean Up
A. Each phase of work shall be immediately cleaned up. Excess equipment, material, etc., shall be legally disposed of and removed from site. All concrete,

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asphalt and/or decomposed granite paving shall be kept free of soil. Damage to such surfaces shall be immediately repaired to the satisfaction of the City.

PART 4 - GUARANTEE

4.01 General
A. Contractor shall provide a written guarantee covering all materials, equipment and workmanship furnished by him to be free of all defects after installation is accepted, including all defective parts that may have been found.

B. All paved areas shall be swept clean and planted areas shall be weed-free.

C. All irrigation heads shall be properly adjusted. Debris and refuse shall be removed from site prior to inspection.

4.02 Pre-Final (Punch List) Review
A. See Section 01 10 00 1.16 - Summary of Work for notification process.

4.03 Establishment
A. Full automated utilization of the irrigation system shall be included as part of the maintenance of the project. See Section 329000: Planting for additional information.

B. Program and utilize the establishment schedule as submitted with the turn-in items.

C. Contractor to run the system in “quantity” mode or “time plus flow” for a minimum of one (1) week.

D. Check the irrigation system weekly to ensure proper operations. Make all necessary adjustments, including watering schedule to ensure proper and healthy plant growth. At no time shall pools of water be present within any part of the project. Conversely, at no point shall dry or under-watered spots be visible upon inspection. Improper irrigation management resulting in flooding or dry conditions to the detriment of plant material may constitute an extension of the establishment period, at no additional cost to the City.

4.04 Final Review
A. The Contractor shall demonstrate to the City, valve by valve, the entire irrigation system to be operable. All heads shall be adjusted/flushed and all drip zones shall be flushed prior to the on-site review. Any item requiring adjustments shall be completed immediately and to the satisfaction of the City.

B. Provide necessary training to City staff in the proper operations and maintenance of the booster pump.

C. The date of final acceptance by the City Council or the recordation of the property transfer shall signify the start date of the warranty period. Final

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acceptance shall include the project in total and will not segregate any specific item or trade included in the construction of the project.

END OF SECTION

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Section 32 90 00: Planting

SECTION 32 90 00

PLANTING
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of landscape items, including all trees, shrubs, groundcovers and turf; maintenance for the establishment of new plant materials; and all necessary appurtenances for proper planting, noted or implied, as shown on the Plans and as specified herein.

1.03 Related Work
A. Section 31 20 00: Earthwork
B. Section 32 84 00: Irrigation System

1.04 Quality Assurance
A. Provide an experienced foreman who shall directly supervise the work force during all work to be performed under this contract. The foreman shall be present during the time when work is to be performed.

B. Plant material shall conform to current “American Standards for Nursery Stock” and the State of California Grading Code of Nursery Stock, No. 1 grade. Use only nursery-grown stock.

C. All plant material shall be certified free of plant diseases and insect infestations from the County Agricultural Commissioner as required by law. Each shipment of plant material shall be required to have clearance certificates.

D. Prior to planting, a soils fertility test/analysis shall be conducted by an accepted and qualified testing laboratory. Test results shall contain existing nutrient levels, soil texture, cation exchange capacity, soluble salts, pH levels, infiltration rates and recommended soil amendments/fertilizers to ensure proper growth of the specified plantings.

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1.05 Submittals
A. Submittals for specified items are not required; however, submittals are required for any proposed substitutions or deviations from the Plans or Specifications. Additionally, submittals are required for the specific items listed below. The Contractor shall submit a materials summary sheet indicating which items will be installed as specified and which items are proposed for substitutions. The Contractor shall submit proof of order within ten (10) working days of the Notice to Proceed, indicating all specified materials have been ordered, noting “as specified” or “substitution proposed”. Submittals are required on the following items:

1. Bark mulch material,

2. Certificates of compliance for turf seed mix, soil amendments, fertilizers and hydroseed mix,

3. Sod-grown turf,

4. Soils test with soil amendment recommendations.

5. Trees
a) Submit for approval, plant sources including the names of nurseries proposed as sources of acceptable trees, and a list of the trees they will provide. The plant list shall include the botanical and common name and the size at the time of selection, including basal caliper and height. b) Submit all requests for substitutions of plant species or size for approval.

Request for substitution shall be accompanied with a list of nurseries contacted in the search for the required plant and a record of other attempts to locate the required material. Requests shall also include sources of plants found that may be of a smaller or larger size, or a different shape or habit than specified, or plants of the same genus and species but different cultivar origin, or which may otherwise not meet the requirements of the specifications, but which may be available for substitution.

1.06 Soil Testing
A. Native soil and in-place topsoil shall be tested for amendment determination.

Soil Tests shall include soil texture, macro nutrients, micro nutrients, lime, base saturation, pH, sodium, boron, salinity, Cation Exchange Capacity (CEC), and Organic content.

B. Submit soils report for review and approval after completion of grading operations. Soil Testing shall be performed by an agriculture-based lab, with detailed, written recommendations for soil amendments and fertilizers specific to ornamental landscape plants and turf.

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1.07 Product Delivery, Handling and Storage
A. All materials shall be delivered bearing nursery label with botanical, common names, including cultivars.

B. Carefully handle plant material to ensure that limbs are not broken during the planting or storage of the material.

C. Store plant material in a covered area on-site, protected from inclement or hot weather on-site. Keep root balls moist by frequent watering (during hot weather) of all accepted stock until such time as planting occurs.

1.08 Inspection of Plant Material
A. Notify the Project Manager a minimum of 48 hours prior to date of delivery. All plant material is subject to inspection at the time of delivery. A sample number of plants will be inspected for the following items:

If the sample.... then the plant shall be...
is healthy, shapely and well rooted accepted.
bears a strong central leader accepted.
is wilted, wind-blown or sunburned rejected.
is root-bound, restricted or deformed rejected.
does not bear a strong central leader or
has been severely pruned back
rejected.

B. Stock to be consistent with CALFIRE Nursery/Tree Quality Cue card and Root Management Cue Card. Inspector may require contractor to remove tree or plant stock from plant containers to examine roots.

C. 15 gal tree needs to have at least 1” in basal caliper, a 24” box tree needs to have at least 2” in basal caliper, a 36” box tree needs to have at least 3” in basal caliper. Basal caliper is measured as 6” above the ground.

D. Based on the sample inspection, the Project Manager or Inspector reserves the right to reject any or all of the plant material delivered. All rejected plant material shall be immediately disposed of off-site.

1.09 Record Drawings
A. The Contractor shall keep an accurate record of the as-built conditions of the landscaping. These records shall be updated daily and kept at the construction site. At any time, the Inspector may examine the conditions of the “as-builts” to ensure compliance of the above.

PART 2 - PRODUCTS

2.01 Plants
A. The material to be planted shall conform to that indicated on the plans, unless otherwise accepted. The quantity shown on the Plans is approximate and is

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furnished for convenience only. Verify all quantities prior to ordering plant material.

2.02 Turf
A. Turf shall be seed.

B. Seed –

1. 98% pure, weed-free mixture with a minimum of 95% germination. Deliver on-site unopened and in the original containers.

2. 100% Turf Saver RTF (Rhizomatous Tall Fescue) by Barenbrug or accepted equal.

3. Rhyzome – Active Tall Fescue Blend by Pacific Coast Seed or accepted equal:
34% Traverse Turf-type Tall Fescue
33% 3rd Millennium Turf-type Tall Fescue
33% Rhambler Turf-type Tall Fescue

4. Turf seed mix shall be Blue tag certified.

C. Sod – Tall fescue blend with named, improved turf-type varieties only. Blend shall contain a minimum 25% Lateral Spread, Rhizomatous, or Self-Repair type tall fescue. Sod shall be non-netted, and contain no more than 10% Bluegrass.

D. Seed / Sod must be submitted and accepted by the Project Manager prior to ordering.

2.03 Soil Amendment
A. As recommended by soils test report.

2.04 Mulch
A. Regular “Walk-on” fir bark as manufactured by Redi-Gro Corporation, Sacramento, CA (916) 381-6063, Mallard Creek, Inc, Rocklin, CA (916) 645- 1681, My Bark Company, Inc., Linden, CA (209) 649-4250 or accepted equal.

B. Decorative bark, shredded lumber or saw dust, and construction debris are not permitted. The mulch must be free of needles.

2.05 Topsoil
A. Stockpiled, on-site material.

B. Imported topsoil shall be natural, friable, well-draining, free from admixture of subsoil and foreign objects larger than one inch (1”) in diameter, free from toxins or any other harmful substance which may deter healthy plant growth.

C. Perform a soils test for all imported soil. Soil test shall comply with Section 1.06.

Submit soils report for review and approval prior to import activities.

2.06 Pre- and Post- Emergent Herbicide
A. Clean, and non-staining. Consult with a pesticide specialist.

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2.07 Tree Stakes and Ties
A. Trees furnished in #15 nursery containers require 2” diameter stakes. Trees less than 8' in height require an 8' stake; trees 8' or greater in height require a 10' stake. Stakes shall be pine or douglas fir (pressure or non-pressure treated).

B. Trees furnished in 24” boxes or larger require 3” diameter by 10’ long stakes.

Stakes shall be, pine or douglas fir (pressure or non-pressure treated).

C. Tree ties should be cut in length out of flat woven polypropylene material, 3/4 inch wide, and 900 lb. break strength. Color to be Green. Product to be ArborTie manufactured by Deep Root Partners, L.P. or approved equal.

D. Tree guying to be flat woven polypropylene material, 3/4 inch wide, and 900 lb. break strength. Color to be Green. Product to be ArborTie manufactured by Deep Root Partners, L.P. or approved equal.

2.08 Native Broadcast Seed
A. Where required, broadcast seed shall be applied as follows:

1. Upland areas
Elymus glaucus (Blue Wildrye) 10.0 lbs/acre
Nassella pulchra (Purple Needlegrass) 9.0 lbs/acre
Nassella cernua (Nodding Needlegrass) 6.0 lbs/acre
Melica caljfornica (Californiameljc) 3.0 lbs/acre
Vulpia microstachys (Small Fescue) 3.0 lbs/acre
Poa secunda (Native Pine Bluegrass) 3.0 lbs/acre
Bromus carinaws (California Brome) 2.0 lbs/acre

2. Channel / Wetland Edges (bottom to 3’ above high water level) Elymus trachycaulus (Slender Wheetgrass) 12.0 lbs/acre
Hordeum brachyantherum (Meadow Barley) 10.0 lbs/acre
Leymus triticoides 'Yolo' (Creeping Wildrye) 8.0 lbs/acre Agrostis exarata (Bentgrass) 3.0 lbs/acre
Elymus glaucus (Blue Wildrye) 5.0 lbs/acre

3. Wildflowers (addition to seed mix(es) above, if specified) Clarkia amoena (Farewell to Spring) 0.5 lbs/acre
Eschscholzia caljfornica (California Poppy) 2.0 lbs/acre Lupinus nanus {Sky Lupine) 3.5 lbs/acre
Nemophila menziesii (Baby Blue Eyes) 1.5 lbs/acre
Lasthenia californica (Common Goldfields) 1.5 lbs/acre
B. Areas with sandy, dry soil shall receive: Zorro Annual Fescue 6 lbs/acre, Rose Clover 9 lbs/acre

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C. A fertilizer consisting of 15-15-15 shall be applied at a rate of one half pound per 1,000 square feet. Fertilizer shall be Natural-based, slow release, and balanced in N, P, & K.

D. Seed for creek banks shall conform to the latest requirements of the California Department of Fish and Game.

PART 3 - EXECUTION

3.01 Site Preparations
A. Prior to start of landscaping work, review the site conditions to verify that final grades have been established, plant/turf beds are weed free, and the irrigation system is operational as shown on the Plans and as indicated in the Specifications.

B. For landscaping within all street right-of-ways, conduct a soils analysis test of the existing soils and remove all lime-treated soils, aggregate base or other non-organic material to a minimum depth of two feet before planting or irrigation installation. Import topsoil to bring the finish grade to specified grades. Submit the soils analysis test results of the imported material prior to import.

C. Notify the Inspector immediately of any existing conditions which are unacceptable for the commencement of landscaping work.

3.02 Coordination of Work
A. Coordinate all work with other trades.

3.03 Preparation of Planting and Turf Areas
A. Upon completion of grading and underground activity, Contractor shall obtain a soils test as outlined in 1.06.

B. Place stockpiled topsoil in all areas to receive planting or turf to a minimum depth of twelve inches (12”).

C. Rip topsoil surface in two directions to a minimum depth of twelve inches (12”).

D. Spread soil amendments at the rates indicated in the soils report.

E. Rototill amendments to recommended depths. Till amendments to a depth of 6” or as recommended by soils report.

F. Remove all rock and debris which are greater than ½ inch in areas to be turfed and one inch (1”) in areas to be planted.

G. All planted and turf areas to be smooth and uniform in grade as shown on the Plans.

H. Planting areas to be sloped to drain as shown on the Plans.

3.04 Storage of Plants and Trees
A. Protect materials from deterioration during delivery and storage. Adequately protect plants from drying out, exposure of roots to sun, wind or extremes of

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heat and cold temperatures. If planting is delayed more than 24 hours after delivery, set plants in a location protected from sun and wind. Provide adequate water to the root ball package during the shipping and storage period, including weekends and Holidays.

B. Soil moisture shall be maintained above wilting point and below field capacity for the root ball substrate or soil.

C. All plant materials must be available for observation prior to planting. Any plants determined to damaged or distressed due to improper watering may be rejected by inspector and shall be replaced at no cost to City.

3.05 Plant Installation
A. Tree and Shrub Planting

1. Remove only those plants which will be planted the same day. Place such plants in the proposed locations for review and accepted by the City prior to actual planting. Notify the Inspector a minimum of 48 hours prior to day of planting.

2. Dig planting pits as shown on the Plans and as shown in the Parks Construction Standards. Scarify the sides and bottom of pit to prevent glazing. Fill pit completely with water and allow the water to completely drain from the pit prior to actual planting.

3. Relocate any plantings taller than 6” in height that fall in front of any irrigation head in order to ensure proper coverage of the irrigation system.

4. For pits that retain water, completely penetrate the hardpan layer at the bottom of the pit and backfill with topsoil. Fill pit with water to test and ensure proper drainage.

5. Prior to tree planting a central leader needs to be established by structural pruning, as necessary. Codominant leaders need to be removed or suppressed by structural pruning. Refer to the CALFIRE "Tree Training", "Tree Planting", and "Tree Quality" cue cards and "Tree and Plant Root Management Standard and Quality Expectations" contained in Section 5 of these Standards.

6. Plants shall be removed from their containers only at the time of placement within the plant pit. Perform root pruning on all four sides of the root ball by shaving and cutting away the root ball periphery to reduce the amount of circling roots. Starting from the top and then cutting/slicing down to the bottom of the root ball. On a 15 gal container at least 1-1.5 inches of the root ball periphery needs to be removed by slicing or shaving. On a 24” and 36”box tree at least 2 inches of the root ball periphery needs to be removed by slicing or shaving. A sharp hand pruning saw needs to be used for the slicing or shaving of the root ball. Refer to the CALFIRE "Root Management" cue card contained in Section 5 of these Standards. This process will

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remove many girdling and circling roots deflected by the container wall and allows for root penetration within the planting basin. Spread all roots to the side to allow proper root development. Add native backfill and amendments as shown in the Parks Construction Standards and as recommended by the soils testing laboratory.

7. Plant tree at least three inches (2”) above grade on mount to prevent bowl effect. The tree’s beginning root flare must be located at top of grade with installed sod.

8. Carefully place plant into the plant pit without damaging the root ball. Water the backfill until saturated. For trees, water in by hand after planting using at least ten (10) gallons of water, minimum.

9. Construct berm and place tree stakes and install mulch per the Parks Construction Standards. Mulch is required for trees within the turf area.

10.Where mowing will occur, provide an eight-foot (8’) minimum horizontal clearance between trees and other site improvements, including shrubs.

11.Tree ties should be installed via a figure eight loop and each tie shall be secured with a nail on the tree stake. Install two (2) Arbor Ties at 2/3 of tree height and two (2) Arbor Ties at ½ of tree height.

12.Tree stakes should be inserted into the ground to a minimum depth of 18".

B. Groundcover Planting

1. Place groundcover plants in neat, straight, and parallel rows, triangularly spaced as shown on the Plans and as indicated herein.

2. Start the first row of planting at a distance equal to the on-center spacing required per plan, minimum, from the edge of the adjacent hardscape, mow band or header board.

3. Groundcover shall be installed to the outside edge of the water basins of trees or shrubs.

3.06 Seeding- Turf and Native
(Hydroseeding for turf or natural areas)
A. Lightly scarify areas to be hydroseeded.

B. Tank, hose and associated apparatus must be thoroughly clean and free of debris or other material prior to placement/spraying of seed.

C. Hydroseed turf mix shall contain the following:

Material Application Rate
Turf Seed Per Manufacturer’s Recommendations
Wood Cellulose Fiber Mulch 60 lbs. per 1,000 SF
Binder Per Manufacturer’s Recommendation
Fungicide turf only 1/3 lb. per 1,000 SF

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Fertilizer Per soils lab recommendation and as
approved by Parks, Recreation & Libraries
Department
Soil Conditioner Per Soil Conditioner soils lab
recommendation and as approved by
Parks, Recreation & Libraries Department
D. Blend mix in a hydraulic mixer until all material is consistently blended.

E. Apply mix at a rate of 125 pounds per 1,000 square feet unless otherwise recommended by the manufacturer.

F. Spray mixture consistently over the area to be hydroseeded. Protect adjacent areas such as paving, walls, play areas and other from overspray.

G. At the end of each day of spraying operations, clean up all areas where overspray has occurred.

H. Once seed is placed, it should not be allowed to dry out.

3.07 Sod- Turf
A. Remove all “humps” and depressions prior to sodding.

B. Keep all sod rolls shaded and moist prior to installation.

C. Do not store sod rolls more than one (1) day. Sod shall be laid upon delivery.

D. Unroll sod one at a time for immediate installation.

E. Provide tight seam between rolls of sod (less than 1/8” gaps).

F. Stagger rows so that the ends of sod rolls are stepped.

G. For turf areas where sod is partially provided, add topsoil at all transition edges to same as finish grade.

3.08 Mulch
A. Prior to placing mulch, apply post-emergent herbicide to any weeds present, per label directions.

B. Prior to placing mulch, apply pre-emergent herbicide in all planting areas, per label directions.

C. Apply three inches (3”) of mulch in all landscape planter areas.

D. Keep mulch a minimum of three inches (3”) away from the trunks of all woody shrubs and four inches (4”) away from all trees. Taper mulch profile away from this point to prevent subsequent collection of mulch against trunks.

3.09 Watering
A. Upon completion of each planting or turf area, irrigate appropriately to ensure proper health and growth.

B. Continually adjust the irrigation for plant needs regardless of air temperature.

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3.10 Clean-up
A. Upon completion of planting operations, collect and remove from site all empty plant containers, debris, rubbish and other trash.

B. Sweep clean and wash all hardscape areas.

C. Clean up shall occur, at minimum of once a week, at the end of the work week.

D. Maintain the entire site in a clean condition to the satisfaction of the City.

3.11 Pre-Final (Punch List) Review
A. See Section 011000 1.16 of the Summary of Work for notification process.

B. The following conditions must be met in order for planting to be considered towards substantial completion, as required to enter into the establishment period described in Section 011000, 1.16:

1. For seeded turf:
a. Upon completion of the second mowing of completely germinated turf.

Second mowing is defined as full coverage of turfed area 90% weed free. b. Root depth – Turf grass roots shall be healthy, creamy-white in color and be 4” or greater in length/depth as measured from the soil surface to root tip. This shall be consistent throughout turfed area.
c. Turf shall be of uniform green color with no visible signs of stress due to soil fertility, moisture, disease or pests.

2. For sodded turf:
a. Accepted installation of the sod.
b. Turf shall be of uniform green color with no visible signs of stress due to soil fertility, moisture, disease or pests.

3. For trees and shrubs:
a. Trees and shrubs shall be properly installed, and with no visible signs of stress due to soil fertility, moisture, disease or pests.

3.12 Establishment Period
A. Active maintenance is required throughout the entire establishment period:

1. Maintain turf to a height of two and one half inches (2-1/2”) for cool season turf varieties and one and one half inches (1-1/2”) for warm season turf varieties. Maintained height shall be measured from the surface of finish grade to the top of the leaf blade throughout the establishment period, and mowed as frequently as required to maintain said height. At no time shall the leaf blade be mowed or cut more than 1/3 of the length of the blade.

Root mass/depth must remain consistent as measured at the start of establishment or greater.

2. Edge all turf areas along hardscape edges.

3. Re-seed all bare areas within the turf as soon as evident.

4. Immediately replace all dead plants.

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5. As necessary, raise all trees and shrubs which have sunk within the plant pit beyond the levels indicated in the Standard details.

6. Keep all areas free of weeds, pests and disease.

7. For trees located in turf areas, maintain a circle free of turf at a distance described in the Standard details
B. Prior to the start of the final thirty (30) days of establishment:

1. All plant replacements shall be completed.

2. All plantings and turf shall be thriving and in a healthy condition.

3. The lack of active maintenance prior to the final thirty (30) days may constitute a delay in the start of the final thirty (30) days of the establishment period.

3.13 Final Review
A. The Inspector shall review the site for completion of items noted, but not limited to, “B” below. All corrective action is required to enter into the final thirty (30) days of establishment.

B. The site shall be prepared for review, by ensuring that:

1. All spray heads have been properly adjusted,

2. Dead plants have been replaced,

3. Planting areas have been weeded,

4. Turf areas have full germination, are consistent in green color and are weed-free,

5. Walkways and paved areas have been swept and washed, and

6. Turf roots meet standards outlined in 3.10
C. Failure to complete any one or all of the above items may constitute nonperformance of the final review and will require re-scheduling. In this case, the cost of the extended establishment period shall be at no additional cost to the City.

PART 4 - GUARANTEE

4.01 General
A. Contractor shall provide a written guarantee covering all plant materials (trees & shrubs) furnished by him to be free of all defects or disease and that all plants are in a healthy and thriving condition at the completion of the contract.

Deciduous plant material shall be warranted beyond the time of contract completion until such time as growth becomes evident.
(For all park construction projects)
B. All plants, except those provided by the City, shall be warrantied for a period of one (1) year, commencing on the date of final acceptance. The warranty shall be as outlined in Section 011000: Summary of Work, paragraph 1.19.

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(For all streetscapes, street landscape frontage, street medians and Lighting & Landscape District projects.)
C. All plants, except those provided by the City, shall be warrantied for a period of nine (9) months, minimum, commencing on the date of final acceptance.

Warrantee responsibilities expire upon acceptance and approval of the “Notice of Completion” for the overall development project. The warrantee shall be as outlined in Section 011000: Summary of Work, paragraph 1.19.

END OF SECTION

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Section 33 00 00: Utilities

SECTION 33 00 00

UTILITIES
PART 1 - GENERAL

1.01 General Requirements
A. The requirements set forth in the General Conditions shall be in addition to the standards provided herein.

B. The requirements set forth in the Supplemental Conditions shall be in addition to the standards provided herein.

C. The standards set forth in the City of Roseville Design and Construction Standards, latest edition, for storm drainage throughout the project and for sanitary sewer installations within the public rights-of-ways, easements, or as shown on the improvement plans shall be in addition to the standards provided herein.

D. The standards set forth in the latest edition of the California Building Code (CBC) for sanitary sewer installation within the project site, outside of the public right-of-way or easement shall be in addition to the standards provided herein.

1.02 Description
A. Furnish all labor, materials and equipment for the complete installation of the storm drain system and sanitary sewer pipe, and necessary appurtenances as shown on the Plans and as specified herein.

B. Submit a materials listing for review and approval prior to commencement of specified work.

1.03 Related Work
A. Section 31 10 00: Clearing and Grubbing
B. Section 31 20 00: Earthwork

1.04 Safety Requirements
A. Furnish, install and maintain required sheeting, shoring, bracing, and other methods to ensure complete and safe work environment for all workers. Upon completion of work, remove all bracing, shoring, etc. in its entirely, unless otherwise directed by the Inspector.

B. Prior to excavation or trenching, the Contractor shall contact USA Alert (800) C. 227-2600 to locate all known utilities a minimum of 48 hours prior to start of work. During the course of construction, the Contractor shall take every precaution to maintain and protect utilities noted to remain. Said utilities shall remain operational at all times, unless otherwise noted on the plans.

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D. The existing utilities are shown on the Plans based on the information available at the time of contract document development. The City shall not assume responsibility for any inaccuracies or incompleteness of the Plans based on such information. The Contractor shall immediately notify, upon damage of any pipeline or facility, the Owner and/or its agents and take every action necessary to repair or replace damaged facilities to the satisfaction of the Inspector, and at no additional cost to the City.

E. Trenches, excavations and repair of pavement shall be consistent with Section 31 20 00: Earthwork.

1.05 Coordination
A. The piping system as shown on the Plans is diagrammatic. The Contractor shall make reasonable adjustments to the layout to avoid conflicts, based on actual field conditions. Said changes shall not interfere with the design intent of the system.

1.06 Tolerance
A. The allowable tolerance for the installation of pipe is 0.05 feet within grades or spot elevations indicated on the Plans.

1.07 Product Storage
A. Take every precaution to protect the materials and pipes from damage during the delivery, storage and installation of the pipe system. Store in a cool, contained area, protected from direct sunlight and per manufacturer’s recommendations. Pipe shall be supported on firm level ground at the site.

1.08 Record Drawings
A. The Contractor shall keep an accurate record of the as-built conditions of the storm drain and sanitary sewer system. These records shall be updated daily and kept at the construction site. At any time, the Inspector may examine the conditions of the “as-builts” to ensure compliance of the above.

PART 2 - PRODUCTS

2.01 General
A. All products shall conform to City of Roseville Design and Construction Standards, latest edition, except as noted below.

2.02 Drain Pipe
A. Solid drainpipe shall be PVC SDR 35 and shall conform to ASTM D1784, or accepted equal. Gasketed connections shall conform to ASTM F477.

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B. Perforated drainpipe shall be smooth walled PVC, open per Caltrans Section 68-1.02K, or accepted equal.

2.03 Drain Rock
A. Drain rock shall be Class 2 washed, ¾” diameter.

2.04 Filter Fabric
A. Filter fabric shall be MiraDRAIN 5000, or accepted equal.

2.05 Drains
A. Drain Inlets shall be pre-cast and a minimum size of twenty-four inches (24”) square or round by Jensen Precast, or accepted equal.

1. Grate shall be heavy duty, cast iron, walk-on, and bolt down.

2. Box extensions shall be Jensen Precast, or accepted equal.

3. The base shall be six inches (6”) thick.

4. Walls shall be six inches (6”) thick.

5. A “No Dumping” Metal Storm Drain Marker shall be affixed to the concrete color of each drain inlet (See Detail DR-20)

6. Contractor may install cast-in-place drain inlets in lieu of pre-cast drain inlets.

Submit shop drawings and concrete mix design for review and approval.

B. Channel Drains for baseball/softball backstop areas shall be Polycast 600 series pre-sloped trench drains with galvanized steel slotted grates or accepted equal.

C. Sanitary sewer clean outs shall be as specified in the City of Roseville, Design and Construction Standards, latest edition.

2.06 Manholes
A. Manholes shall have tongue and groove joints, be forty-eight inches (48”) minimum in diameter, meeting ASTM C-478.

B. Covers shall be cast iron.

C. All components shall conform to the City of Roseville Design and Construction Standards, latest edition.

2.07 Tracer Wire
A. Insulated solid copper wire, minimum #12 gauge. Color shall be green.

2.08 Sanitary Sewer Pipe
A. Vitrified clay pipe (VCP) shall be as specified in Section 91 Sanitary Sewer in the City of Roseville, Design and Construction Standards, latest edition.

B. PVC SDR 35 may be used for drinking fountain drain applications only, with prior approval, and shall conform to ASTM D3034.

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2.09 Potable Water Warning Tape
A. On sites with both Recycled water and potable water lines. Blue plastic tape, 3 inches wide, with the words “CAUTION: POTABLE WATERLINE” imprinted in minimum 1-inch high, black letters. Imprinting shall be continuous and permanent.

2.10 PVC Water Pipe: Sizes 1/8 Inch Through 3 Inch
A. Pipe and Fittings: ASTM D1785, Schedule 40. [Schedule 80 and 120 are also available. Pressure ratings up to 260 psi are achievable with schedule 40]
B. Joints: Restrain with solvent cement. Do not use threaded pipe.

C. Solvent Cement: ASTM D2564.

2.11 Gravity Sewer Pipe Cleanout
D. Piping: Same as sanitary sewer line if possible
E. Top Cap: Threaded and of same material as piping if possible F. Box Size: As required to provide access and allow easy removal and reinstallation of cap
G. Box Types:

1. Non-Traffic Areas: Portland cement concrete box and box cover, light duty

2. Traffic Areas: Portland cement concrete box and box cover or steel or cast iron cover, heavy duty, both box and cover to be rated for AASHTO H20 loading H. Box Cover Markings: “SANITARY SEWER” unless otherwise specified I. Available Manufacturers: Subject to compliance with requirements, box manufacturers offering products that may be incorporated into the Project include, but are not limited to the following:

3. Associated Concrete Products, Inc.

4. Brooks Products Inc.

5. Christy Concrete Products, Inc., or approved equal

2.12 Storm Drain Pipe Cleanout
A. Piping: Same as storm drain line if possible
B. Top Plug or Cap: Same material as piping if possible. Plug or cap to be secure but removable, threaded or non-threaded.

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C. Box Size: As required to provide access and allow easy removal and reinstallation of cap D. Box Types

1. Non-Traffic Areas: Portland cement concrete box and box cover, light duty

2. Traffic Areas: Portland cement concrete box and box cover or steel or cast-iron cover, heavy duty, both box and cover to be rated for AASHTO H20 loading E. Box Cover Markings: “S.D.,” unless otherwise specified.

F. Available Manufacturers: Subject to compliance with requirements, box manufacturers offering products that may be incorporated into the Project include, but are not limited to the following:

6. Associated Concrete Products, Inc.

7. Brooks Products Inc.

8. OldCastle Precast/Christy Concrete Products, Inc.

9. PART 3 - EXECUTION

3.01 General
A. All pipes shall slope uniformly from given elevations shown on the Plans.

B. All pipes shall be accurately laid true to line and grade, utilizing accepted construction methods.

C. Damaged or cracked pipe and fittings shall not be installed and shall be removed from site.

D. Install all pipe in locations shown on the Plans, except where existing conditions necessitate minor changes.

E. All pipe and fittings shall be kept clean and closed throughout the course of construction.

F. Connections to existing sanitary sewer stubs shall be “TV-ed” and air tested prior to the start of construction per the City of Roseville Design and Construction Standards, latest edition.

3.02 Installation
A. Installation of the specified pipe lines shall conform to the City of Roseville Design and Construction Standards, latest edition.

B. Notify the Inspector a minimum of 48 hours prior to covering of work to ensure timely inspections.

C. Cutting of AC or concrete paving shall be clean, vertical and straight, using a saw, or other tool specific to this application. Replace paving to existing or better condition prior to work.

D. Trench and backfill shall be per City of Roseville Design and Construction Standards, latest edition.

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E. Catch basins and drain inlets shall be installed with a concrete collar with “No Dumping” message and fish symbol depressed into the concrete or bolted in place, consistent with Drawing DR-20 the City of Roseville Design and Construction Standards, latest edition.

F. Drain inlets installed in mulched planter areas shall have a 12-inch wide collar of 2- to 6-inch river cobble placed over filter fabric.

G. Channel drains shall be set per manufacturer’s instructions. Place slotted grates along the entire length of the backstop, including wing fencing, wherever concrete is placed adjacent to the backstop system. Provide a below grade piped connection at all gate openings into the infield area. Do not install grated drain sections at these entry/exit points.

H. Manholes shall be per City of Roseville Design and Construction Standards, latest edition. Install grate flush with finish grade.

I. Sanitary Sewer Clean-outs shall be installed with 3M ball markers and shall be located within planted or turf areas, whenever possible. Place clean-outs at 100’ intervals throughout the project. Clean-outs shall not be located within play areas. Install per City of Roseville Design and Construction Standards, latest edition.

J. Upon completion, thoroughly flush storm drain system in the presence of the Parks Inspector.

K. Installation of additional products not listed in the City Standards.

3.03 Tracer Wire
A. Install tracer wire on top of the potable water lines B. Tracer wire shall be continuous with no splices.

3.04 Potable Water Warning Tape
A. To be used on all potable water piping installed within the same project limits as on-site recycled water piping.

B. Install plastic warning tape in pipe backfill, six inches above pipe, for the entire length of the pipe.

3.05 Cleaning
A. Keep site clean at all times. Remove from the site all debris and rubbish and legally dispose.

END OF SECTION

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ENVIRONMENTAL, GEOTECHNICAL, CONSTRUCTION SERVICES AND ANALYTICAL TESTING

GEOTECHNICAL ENGINEERING INVESTIGATION REPORT

CITY OF ROSEVILLE
JM-50 PARK

ROSEVILLE, CALIFORNIA
BSK PROJECT NO.: G22-025-11S
PREPARED FOR:

QUADRIGA, INC
1415 21ST STREET STUDIO A
SACRAMENTO, CA 95811
March 24, 2022
Appendix E

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Geotechnical Engineering Investigation Report BSK Project No. G22-002-11L JM-50 Park March 24, 2022
Roseville, California Page ii
Table of Contents

1. SITE AND PROJECT DESCRIPTION.........................................................................................1

2. SUBSURFACE INVESTIGATION..............................................................................................2

3. Laboratory testing ...............................................................................................................3

4. SITE GEOLOGY AND SEISMICITY...........................................................................................3

5. SUBSURFACE CONDITIONS ..................................................................................................4

6. CONCLUSIONS .....................................................................................................................5

7. RECOMMENDATIONS ..........................................................................................................5

7.1 Site Preparation and Grading ........................................................................................5

7.2 New Utility Trench Excavation and Backfill....................................................................7

7.3 Foundation Recommendations .....................................................................................8

7.3.1 Spread Footings and Mat Foundations ...............................................................8

7.3.2 Drilled Piers......................................................................................................10

7.3.3 2019 CBC Mapped Seismic Design Parameters.................................................11

7.4 Retaining Walls...........................................................................................................12

7.4.1 Seismic Wall Pressures .....................................................................................13

7.4.2 Wall Drainage...................................................................................................13

7.4.3 Surcharge Loads...............................................................................................13

7.5 Interior Slabs-on-Grade...............................................................................................14

7.5.1 Floor Slab Moisture ..........................................................................................14

7.6 Exterior Concrete Flatwork and Pavers........................................................................16

7.7 Pavements..................................................................................................................16

7.7.1 Asphalt Concrete Pavements...........................................................................16

7.7.2 Portland Cement Concrete Pavements............................................................17

7.8 Effect of Plants on Foundation, Flatwork, and Paver Performance ..............................17

7.9 Site Drainage...............................................................................................................18

7.10 Landscaping Irrigation.................................................................................................18

7.11 Storm Water Runoff Mitigation...................................................................................18

7.12 Corrosion Potential .....................................................................................................19

7.13 Plan Review and Construction Observation.................................................................20

8. ADDITIONAL SERVICES AND LIMITATIONS .........................................................................20

8.1 Additional Services......................................................................................................20

8.2 Limitations..................................................................................................................20

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9. CLOSURE ...........................................................................................................................21 Figures

FIGURES
Figure 1 – Vicinity Map
Figure 2 – Site Plan
APPENDIX A – Boring Logs
Figure A-1 – Unified Soil Classification System (ASTM D2487/D2488) Figure A-2 – Soil Description Key
Figure A-3 – Log Key
Figure A-4 – Rock Classification
Logs of Borings B-1 through B-8
APPENDIX B – Laboratory Test Results
Figure B-1 – Atterberg Limits (ASTM D4318)
Figure B-2 – Consolidated Undrained Direct Shear Test (ASTM D3080M) Figure B-3 – Grain Size Analysis of Soils (ASTM D422)
Figure B-4 – R-value Test (ASTM D2844)
CERCO Analytical Results (2 pages)
APPENDIX C – Important Information about this Geotechnical Engineering Report

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3140 Gold Camp Drive Suite 160
Rancho Cordova CA 95670
P 916.853.9293
www.bskassociates.com
Environmental, Geotechnical, Construction Services, Analytical Testing - An Employee-Owned Company Sent via e-mail: [email protected]
March 24, 2022 BSK Project No. G22-025-11S
Ms. Christine Talbot, President
Quadriga, Inc.
1415 21st Street Sudio A
Sacramento, CA 95811
SUBJECT: Geotechnical Engineering Investigation Report
City of Roseville Parks
JM-50 Park
Roseville, California
Dear Ms. Talbot:

We are pleased to submit our geotechnical engineering investigation report for the planned improvements at JM-50 Park in Roseville, California. A Vicinity Map showing the location of the project is presented on Figure 1. This report contains a description of our site investigation methods and findings, including limited field and laboratory data. The purpose of this investigation wasto obtain and classify soil samples in order to provide geotechnical recommendations for the planned improvements and additions.

The scope of services, as outlined in our proposal (BSK Proposal No. GS21-21680) dated March 2, 2021, included the following:
• Field Exploration,
• Laboratory testing,
• Engineering analysis, and
• Preparation of this report.

This investigation specifically excludes the assessment of site environmental characteristics, particularly those involving hazardous substances.

1. SITE AND PROJECT DESCRIPTION
The JM-50 Park (Site) is located between Monarch Grove Street and Upland Drive in Roseville, California (Site). The approximately 11-acre park parcel is situated within a residential area of the City of Roseville bordered by Monarch Grove Street on the west, Upland Drive on the east, residential housing towards the south, and undeveloped land bordering the north end of the park. The Site is mostly undeveloped and is covered by seasonal wild grass. The topography of the Site is essentially flat with elevations ranging from about 109 to 115 feet according to elevations provided on Google Earth Pro.

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We understand that the planned improvements could consist of the construction of shade structures, playground equipment, new play fields, a restroom building, a comfortstation, picnic areas, flatwork, new AC driveway and parking lots, new lighting, underground utilities, and new landscaping. Although grading plans are not currently available for the project, we assume that the grading for the project will be limited to cuts on the order of 2 to 3 feet to attain desired finished grades and provide proper drainage.

Excavations for new underground utility lines and bioretention areas are expected to be up to about 5 feet below the existing ground surface (BGS).

If the actual project differs significantly from that described above, particularly the amount of grading anticipated, we should be contacted to review and/or revise the conclusions and recommendations presented in this report.

2. SUBSURFACE INVESTIGATION
Our investigation was performed on February 22, 2022, and consisted of drilling eight (8) exploratory borings (labeled B-1 through B-8) at the approximate locations shown on the Site Plan, Figure 2. The borings were drilled using a truck-mounted drill rig equipped with hollow-stem augers to depths ranging from approximately 2 to 31 feet BGS. The borings were logged by a BSK field representative on a full-time basis and soil samples were obtained from the borings at selected intervals. Taber Drilling of West Sacramento, California was subcontracted to provide drilling services.

Prior to subsurface investigation, Underground Service Alert (USA) was contacted to provide utility clearance. A drilling permit was also obtained from the City of Roseville. Upon completion of the subsurface investigation, the borings were backfilled with cement grout per the City permit requirements.

Excess soil cuttings generated during drilling were left in unimproved areas of the Site.

The locations of the borings were estimated by our field representative based on rough measurements from existing features at the Site. Elevations shown on the boring logs were estimated using the elevation information available on Google Earth Pro. As such, the elevations and locations of the borings should be considered accurate to the degree implied by the methods used.

Relatively undisturbed samples of the subsurface materials were obtained using a split barrel sampler with a 2.5-inch inside diameter (I.D.) and a 3-inch outside diameter (O.D.) fitted with stainless steel liners.

In addition, a 1.4-inch I.D. Standard Penetration Test (SPT) sampler was driven at selected depths to obtain disturbed samples. The samplers were driven 18 inches using a 140-pound, semi-automatic trip hammer falling 30 inches. Blow counts for successive 6-inch penetration intervals were recorded on the boring logs. After the samplers were withdrawn from the boreholes, the samples were removed, sealed to reduce moisture loss, labeled, and returned to our laboratory. Prior to sealing the samples, strength characteristics of the cohesive soil samples recovered were evaluated using a hand-held pocket penetrometer. The results of these tests are shown adjacent to the sample locations on the boring logs.

We also collected disturbed bulk samples of the surficial soils from the upper 0 to 5 feet BGS at borings B1, B-3, B-4, B-6, and B-7.

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Soil classifications made in the field from auger cuttings and samples were re-evaluated in the laboratory after further examination and testing. The soils were classified in the field in general accordance with the Unified Soil Classification System (Visual/Manual Procedure - ASTM D2488). Where laboratory tests were performed, the designations reflect the laboratory test results in general accordance with ASTM D2487 as presented on Figure A-1 in Appendix A. The Soil Description Key, Log Key, Rock Classification are presented on Figures A-2, A-3, and A-4. Sample classifications, blow counts recorded during sampling, and other related information were recorded on the soil boring logs, which are also presented in Appendix A.

A discussion of the subsurface conditions encountered at the Site is presented in the “Subsurface Conditions” section of this report.

3. LABORATORY TESTING
Our laboratory testing program consisted of performing dry density and moisture content, Atterberg limits, sieve and hydrometer analysis, Resistance (R) value, direct shear (DS), and corrosivity testing. Most of the test results are presented on the boring logs. Atterberg limits, R-value, sieve and hydrometer analysis, and DS test results are presented graphically in Appendix B.

Analytical testing was performed on a sample of the near-surface soils in the upper 2½ feet collected from boring B-2 to assist in evaluating the corrosion potential of the on-site soils. The corrosion results are also presented at the end of Appendix B.

4. SITE GEOLOGY AND SEISMICITY
The Site is located in the eastern part of the Great Valley geomorphic province and more specifically, the southeast portion of the Sacramento Valley, an elongated, mostly flat alluvial plain extending southward from the southern end of the Cascade Range to the northern portion of San Joaquin County. The Great Valley is an approximately 50-mile-wide and 400-mile-long lowland. It forms a broad synclinal trough consisting primarily of unconsolidated Pleistocene and Holocene deposits underlain by Jurassic to Tertiary sediments. East of the Site, the relatively flat geomorphology transitions into the foothills of Sierra Nevada, which generally consist of pre-Cretaceous metamorphic rocks, Mesozoic ultramafic rocks, and Mesozoic granitic rocks.

According to Gutierrez (20111), the Site is mapped as the Pleistocene Riverbank Formation, Middle unit (map symbol Qr2), which consists of arkosic alluvium, sand, and silt. A portion of Gutierrez’s geologic map of the Site and surroundings is included below as Exhibit 1 – Site Geology Map. 1 Gutierrez, C.I., 2011, Preliminary Geologic map of the Sacramento 30' x 60' quadrangle, California, California Geological Survey, series unknown, 1:100,000.

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SITE
Exhibit 1 – Site Geology Map
The Site is not located within an Alquist-Priolo Earthquake Fault Zone and no mapped active fault traces are known to traverse the Site. The Site is located in the Roseville topographic quadrangle. This quadrangle has not been evaluated by the California Geological Survey during its ongoing effort to map landslide and liquefaction related hazard zones.

5. SUBSURFACE CONDITIONS
Our borings generally encountered interbedded layers of hard to very hard sandy silt and medium dense to very dense sand with varying amounts of silt. Lean clay was observed in the upper 2 to 3 feet BGS in borings B-2 and B-7 and from about 23 to 30 feet BGS in boring B-3. Highly weathered siltstone was encountered at a depth of about 30 feet BGS at boring B-3. Based on our Atterberg limits test results (see Figure B-1), the near-surface silt soils exhibit a low to moderate expansion potential.

Free groundwater was not observed within the maximum exploration depth of our borings (approximately 31 feet BGS). According to the California Department of Water Resources Water Data Library2, groundwater was measured at approximately 125 feet BGS in early 2020 in a nearby well (Well 381626N1213651W001) located adjacent to the east side of the Site. It should be noted that groundwater levels can fluctuate depending on factors such as seasonal rainfall, groundwater withdrawal, and construction activities on this or adjacent properties. 2 California Department of Water Resources (CDWR), Groundwater Level Data, https://wdl.water.ca.gov/waterdatalibrary/Map.aspx

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The above is a general description of soil and groundwater conditions encountered within the project area. For a more detailed description of the soils encountered, refer to the boring logs in Appendix A. Soil and groundwater conditions can deviate from those conditions encountered at the boring locations. If significant variation in the subsurface conditions is encountered during construction, it may be necessary for BSK to review the recommendations presented herein and recommend adjustments as necessary.

6. CONCLUSIONS
The planned renovations at the JM-50 Park are geotechnically feasible provided the conclusions and recommendations contained in this report are properly incorporated into the design and construction of the project.

Due to the nature of the planned improvement, our scope of services excluded evaluation of the Site’s liquefaction potential (typically evaluated by advancing one or more exploration point to a depth of at least 50 feet BGS). However, groundwater is anticipated to be below 50 feet BGS, therefore the potential for liquefaction induced settlement is anticipated to be very low.

7. RECOMMENDATIONS
Presented below are our recommendations for earthwork, foundations, seismic considerations, retaining walls, exterior concrete flatwork, pavements, site drainage, storm water runoff mitigation, and construction considerations associated with the planned improvements for the Site.

7.1 Site Preparation and Grading
Our general site preparation and grading recommendations are as follows:

1. The areas to be graded should be cleared of debris, significant surface vegetation and obstructions including abandoned underground pipes, leach fields, septic tanks, foundations and concrete slabs. Stripped surface organics should be stockpiled and may be reused only in landscaping areas or disposed off-site.

2. The root system of trees to be demolished (if any) should be removed. The removal of the tree roots could disturb several feet of the near-surface soils. If these disturbed soils are not being removed by design cuts, the disturbed soils should be overexcavated and replaced with compacted engineered fill.

3. Existing pipelines crossing the Site to be abandoned should be removed whenever feasible.

Abandoned pipes to remain should be capped at both ends if smaller than 2 inches in diameter or be filled with 1-sack sand-cement slurry if greater than 2 inches in diameter. Existing pipelines to remain, including subdrain lines, should be carefully located and protected during demolition and during construction.

4. From a geotechnical standpoint only, the on-site soils are generally suitable for re-use as general engineered fill provided they contain less than 3 percent by dry unit weight of organic matter and are free of debris, vegetation, and other deleterious matter and properly processed so that

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particle sizes are not greater than 3 inches in largest dimension. At least 90 percent by weight of the fill/backfill materials should be passing the 1-inch sieve. All fill materials should be subject to evaluation and approval by a BSK representative prior to their use.

If zones of loose/soft or saturated soils are encountered during excavation and compaction, deeper excavations may be required to expose firm soils. This should be evaluated in the field by a BSK representative. Where deleterious matter is encountered in excavations, this material should be overexcavated and disposed off-site.

5. Proper granular bedding and shading should be used beneath and around new utilities. Imported fill material to be used as general fill should not be classified as being more corrosive than “moderately corrosive.” Imported fill, including “non-expansive” fill, should be granular in nature, adhere to the above gradation recommendations, and conform to the minimum criteria presented in the table below (unless otherwise permitted by BSK). Highly pervious materials such as pea gravel or clean sands are not recommended because they permit transmission of water to the adjacent and/or underlying soils.

IMPORT FILL AND “NON-EXPANSIVE” FILL CRITERIA
Plasticity Index 12 or less
Liquid Limit Less than 30%
% Passing #200 Sieve 8% – 40% (general fill)
Less than 8% (bedding and shading)

6. Following stripping and removal of deleterious materials, the Site should be scarified to a minimum depth of 12 inches, moisture conditioned to near optimum moisture content for granular soils and at least 2 percent above optimum moisture content for clayey soils and recompacted to a minimum of 90 percent relative compaction. Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density determined by ASTM D1557 compaction test procedures. Optimum moisture is the water content (percentage by dry weight) corresponding to the maximum dry density. Scarification and recompaction should extend laterally a minimum of 5 feet beyond the limits of structures (defined as the outside perimeter of foundation outer limits) and 3 feet beyond the edge of flatwork, pavers, and pavements, where feasible.

7. Where fills/backfills are greater than 7 feet in depth below finish grade, the zone below a depth of 7 feet should be compacted to a minimum of 95 percent compaction.

8. In areas to be exposed to vehicular traffic, the upper 12 inches of the soil subgrade immediately below the aggregate base layer should be compacted to a minimum of 95 percent relative compaction at near optimum moisture content for granular soils and to a minimum of 92 percent relative compaction at least 2 percent above optimum moisture content for clayey soils. Subgrade preparation should extend a minimum of 3 feet laterally beyond the edge of flatwork, pavers, and pavements, where feasible. The aggregate base layer underneath such flatwork and pavement should be compacted to a minimum of 95 percent relative compaction at near optimum moisture content. In addition to these compaction requirements, areas to be exposed to vehicular traffic

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should firm and stable and should be proof rolled with a heavy piece of construction equipment, such as a loaded dump truck or water truck, to check for signs of subgrade instability.

9. Unless otherwise indicated above, all fill and backfill should be placed in thin lifts up to 8-inch maximum uncompacted thickness, properly moisture conditioned to at least 2 percent above optimum moisture content for clayey soils and to near optimum moisture content for granular soils, and compacted to at least 90 percent compaction per ASTM D1557. Aggregate base should be moisture conditioned to near-optimum moisture content.

10. Observations and compaction testing should be carried out by a BSK representative during grading and backfill operations to assist the contractor in obtaining the required degree of compaction and proper moisture content. Where the moisture content or compaction is outside the range required, additional compactive effort and adjustment of moisture content should be made until the specified compaction and moisture conditioning is achieved.

11. BSK should be notified at least 48 hours prior to any grading and backfill operations. The procedure and methods of grading may then be discussed between the contractor and BSK.

7.2 New Utility Trench Excavation and Backfill
All excavations should conform to current OSHA requirements for work safety. Where trenches or other excavations extend deeper than 5 feet, the excavations may become unstable and should be evaluated by the contractor to monitor stability prior to personnel entering the trenches. Shoring or sloping of any trench wall may be necessary to protect personnel and to provide stability. It is the contractor’s responsibility to follow OSHA temporary excavation guidelines and grade the slopes with adequate layback or provide adequate shoring and underpinning of existing structures and improvements, as needed. Slope layback and/or shoring measures should be adjusted as necessary in the field to suit the actual conditions encountered, in order to protect personnel and equipment within excavations.

Free groundwater was not observed within the maximum depth of our investigation (approximately 31 feet BGS) and is anticipated to be deeper than 50 feet BGS based on a nearby monitoring well. However, the actual depth at which groundwater may be encountered in trenches and excavations may vary. As a minimum, provisions should be made to ensure that conventional sump pumps used in typical trenching and excavation projects are available during construction in case substantial runoff water accumulates within the excavations as a result of wet weather conditions or if water seepage from leaking pipelines or other exposed improvements within excavations is encountered.

Material quality, placement, and compaction requirements for utility bedding and shading materials3 should meet applicable agency requirements. Utility trench backfill above the shading materials may consist of on-site soils provided they are free of organics, debris, rock over 3 inches in largest dimension, and other deleterious material. Backfill materials should be placed in lifts not exceeding 8 inches in loose 3 Bedding material typically consists of sand used to backfill a few inches (typically 3 to 6 inches) below the invert elevation of a pipe. Shading material typically consists of sand used to backfill around and a few inches (typically 6 to 12 inches) above the top of a pipe.

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thickness, moisture conditioned, and compacted to the requirements provided in the “Site Preparation and Grading” section of this report.

Where new utility trenches extend from the exterior into the interior limits of a building, lean concrete or sand-cement slurry (1-sack mix) should be used as backfill material for a distance of 2 feet laterally on each side of the perimeter footing centerline to reduce the potential for the trench to act as a conduit for exterior surface water. In addition, where new utilities cross through exterior footings, flexible waterproof caulking should be provided between the sleeve and the pipe. Utility trenches located in landscaped areas should be capped with a minimum of 12 inches of compacted on-site clayey soils.

7.3 Foundation Recommendations

7.3.1 Spread Footings and Mat Foundations
We recommend the criteria presented in the tables below should be incorporated into the design of spread footings and mat foundations for this project. A continuous perimeter footing should be constructed for the restroom building (unless it is supported on a mat foundation) to reduce the potential for moisture fluctuation underneath thisstructure, which could lead to vertical movement associated with shrinkage/swell cycles.

FOOTING DESIGN CRITERIA
Static Allowable Bearing Capacity1 2,500 psf
Seismic/Wind Allowable Bearing Capacity1 3,750 psf
Passive Resistance (Equivalent Fluid Pressure)2,3 300 pcf Allowable Lateral Sliding Resistance Adhesion3 500
Minimum Embedment Depth4 18 inches
Minimum Width 12 inches (continuous)
18 inches (isolated)
Notes:

1. Includes a factor of safety of at least 3 for static loading and at least 2 for transient loading (i.e., seismic or wind conditions).

2. Neglect upper 1 foot if surface is not confined by concrete slab or pavement. For foundations located on or proximate to sloping ground, the passive resistance should be neglected in the upper portion of the foundation until there is a horizontal distance of at least 7 feet between the slope face and the nearest edge of the foundation.

3. The sliding resistance and passive resistance may be used concurrently, and the passive resistance can be increased by one-third for wind and/or seismic loading. Values include a factor of safety of at least 1½. The sliding resistance adhesion should be multiplied by the foundation area to obtain horizontal sliding resistance.

4. Below lowest adjacent grade considered to be bottom of slab on the interior or finished grade on the exterior.

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MAT SLAB FOUNDATION CRITERIA1
Static Allowable Bearing Capacity2 1,500 psf
Seismic/Wind Allowable Bearing Capacity2 2,250 psf
Passive Resistance (Equivalent Fluid Pressure)3, 4 300 pcf Allowable Coefficient of Friction4 0.3
Modulus of Vertical Subgrade Reaction5 120 psi/in
Minimum Slab Thickness6at the Edges 12 inches
Notes:

1. Mat slab foundations should be supported on a minimum of 12 inches of compacted Caltrans Class 2 aggregate base to provide enhance slab support. If moisture vapor through the slab is objectionable, the use of a vapor barrier at least 15 mils thick (meeting the requirements of the “Floor Slab Moisture” of this report) and capillary moisture break consisting of a minimum 6-inch-thick layer of crushed drain rock should be considered by the designer. If used, the crushed drain rock layer may substitute an equivalent amount of the recommended aggregate base layer. The crushed rock layer should be ¾-inch maximum size with no more than 10 percent by weight passing the #4 sieve.

2. Includes a factor of safety of at least 3 for static loading and at least 2 for transient loading (i.e., seismic or wind conditions).

3. Neglect upper 1 foot if surface is not confined by concrete slab or pavement. For foundations located on or proximate to sloping ground, the passive resistance should be neglected in the upper portion of the foundation until there is a horizontal distance of at least 7 feet between the slope face and the nearest edge of the foundation.

4. The sliding resistance and passive resistance may be used concurrently, and the passive resistance can be increased by one-third for wind and/or seismic loading. Values include a factor of safety of at least 1½. The coefficient of friction should be multiplied by the normal force to obtain horizontal sliding resistance.

5. Based on a one square foot bearing plate. This unadjusted value needs to be adjusted for the actual size of the mat as follows:
a. Multiply by [(m+0.5)/(1.5 x m)] where m is the ratio of the mat length divided by its width (unitless).
b. If a computer program is used to design the mat for this project and it requires the input of a modulus of subgrade reaction for the Site, the designer should check whether the program requires input of the unadjusted or adjusted modulus of vertical subgrade reaction.

6. Below lowest adjacent finished grade. The slab designer should determine the slab concrete thickness and reinforcing.

Provided that the foundations are designed according to the recommendations presented above and constructed properly, total and differential settlements are estimated to be less than about 1-inch and ½- inch, respectively. Differential settlement is defined in this report as the vertical difference in settlement between adjacent foundation supports or across a horizontal distance of 30 feet, whichever is less. A majority of the estimated elastic settlement is expected to occur during construction as the foundation is loaded.

Where foundations are located adjacent to below-grade structures (including existing footings) or near major underground utilities, the foundation should extend below a 1H:1V (horizontal to vertical) plane projected upward from the structure foundation or bottom of the underground utility to avoid surcharging the below grade structure and underground utility with foundation loads.

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Concrete for foundations should be placed neat against firm native soil or engineered fill. It is critical that foundation excavations not be allowed to dry before placing concrete. If shrinkage cracks appear in the foundation excavations, the excavations should be thoroughly moistened to close all cracks prior to concrete placement. The foundation excavations should be monitored by a representative of BSK for compliance with appropriate moisture control and to confirm the adequacy of the bearing materials.

7.3.2 Drilled Piers
We recommend the following criteria be incorporated into the design of drilled pier foundations for this project.

DRILLED PIER FOUNDATION CRITERIA
Static Allowable Downward Skin Friction1 55DL2lbs
Seismic/Wind Allowable Downward Skin Friction1 75DL2lbs Passive Resistance (Equivalent Fluid Pressure)2 300 pcf Minimum Pier Diameter 18 inches
Minimum Pier Depth Below Ground Surface 5 feet
Minimum Pier Center to Center Spacing 3D3 (axial loading) 6D3,4 (lateral loading)
Notes:

1. D = pier diameter (feet). L = total embedment length (feet). Includes a factor of safety of at least 2 for static loading and at least 1½ for transient loading (i.e., seismic or wind conditions). Uplift resistance may be taken as 2/3 of downward capacity. Weight of piers may be used to resist upward loading.

2. Neglect upper 1 foot if surface is not confined by concrete slab or pavement. For piers located on or proximate to sloping ground, the passive resistance should be neglected in the upper portion of the piers until there is a horizontal distance of at least 7 feet between the slope face and the nearest edge of the piers. Passive resistance should be limited to 2,500 psf and may be applied to twice the diameter of the piers. Passive resistance may be increased by 1/3 for seismic or wind loads. Value includes a factor of safety of at least 1½.

3. D = pier diameter. Minimum spacing for lateral loading only applies to piers aligned in the direction of loading (i.e., one or more piers shadow another pier).

4. For piers spaced less than 6D apart and where the loading direction is such that there is one or more trailing pier(s) shadowing the leading pier, reductions to lateral capacity of the trailing pier(s) should be applied as follows:
a. For trailing4 piers spaced 3D (D = pier diameter) apart, reduce trailing pier capacity by 50 percent (multiply contribution of trailing piers to group capacity by 0.5), b. For trailing piers spaced between 4D and 5D apart, reduce trailing pier capacity by 40 percent (multiply contribution of trailing piers to group capacity by 0.6), c. For trailing piers spaced 6D or greater apart, no reduction is needed, and d. For trailing piers spaced between 3D and 4D apart and 5D and 6D apart, interpolate the reduction factors provided above.

Provided that the drilled piers are designed according to the recommendations presented above and constructed properly, the total and differential settlements are estimated to be less than about ½-inch 4 The leading pier is defined as the pier that has no pier in front of it in the direction of lateral loading, while the trailing pier is defined as the pier that is behind (i.e., shadows) the leading pier in the direction of lateral loading.

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and ¼-inch, respectively. Differential settlement is defined in this report as the vertical difference in settlement between adjacent foundation supports or across a horizontal distance of 30 feet, whichever is less. A majority of the estimated elastic settlement is expected to occur during construction as the foundation is loaded.

We recommend that drilled pier steel reinforcement and concrete be placed within about 4 to 6 hours upon completion of each drilled hole. As a minimum, the holes should be poured the same day they are drilled. If the holes cannot be backfilled the same day they are drilled, the hole needs to be checked for caving, sloughing or squeezing prior to setting the rebar cage and checked again before pouring concrete.

The steel reinforcement should be centered in the drilled hole. Concrete used for pier construction should be discharged vertically into the holes to reduce aggregate segregation. Under no circumstances should concrete be allowed to free-fall against either the steel reinforcement or the sides of the excavation during construction.

Although not expected within the anticipated depth (i.e., about 5 to 10 feet BGS) of excavations for the project, if water more than 6 inches deep is present during concrete placement, either the water needs to be pumped out or the concrete needs to be placed into the hole using tremie methods. If tremie methods are used, the end of the tremie pipe must remain below the surface of the in-place concrete at all times. Unit prices for dewatering and/or tremie placement methods should be obtained during the bidding process.

Concrete for drilled piers should be designed and placed in general conformance with the recommendations provided in ACI 336.3R-14, Design and Construction of Drilled Piers5. The recommendations provided within ACI 336.3R-14 should be followed at all times and in particular when concrete placement is necessary below groundwater level, in caving or sloughing soils, or in sand, which may necessitate casing or the slurry displacement method for concrete placement. These methods require concrete placement at higher slumps than “dry” conditions and concrete mix specifications, including the addition of concrete admixtures and consideration of consolidation methods, should be provided by the design team. If temporary casing is used, it should consist of smooth walled steel. Corrugated metal pipe (CMP) should not be used as temporary casing because it has a tendency to create voids or disturbed zones during removal.

7.3.3 2019 CBC Mapped Seismic Design Parameters
The seismicity of the region surrounding the Site is discussed in the “Site Geology and Seismicity” section of this report. From that discussion, it is important to note that the Site is in a region of high seismic activity and will likely be subjected to moderate to intense ground shaking during the life of the project.

As a result, structures for this project should be designed in accordance with applicable seismic provisions of the California Building Code (CBC) presented in the table below. 5 ACI Committee 336, 2014

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Use of the 2019 CBC mapped seismic design criteria presented in the table below is considered appropriate for the design of structural improvements for this Site if the exceptions provided in Section

11.4.8 of ASCE 7-16 apply to the planned improvements. Otherwise, the project’s structural engineer should be consulted to evaluate whether a site-specific ground motion hazards analysis is required for this project. Therefore, BSK has not performed a site-specific ground motion hazards analysis for this project.
2019 CBC SEISMIC DESIGN PARAMETERS3
(Lat: 38.761509°, Lon: -121.366367°)
Seismic Design Parameter Value Reference1
Site Class D Table 20.3-1, ASCE 7-16
MCER Mapped Spectral Acceleration (g) SS = 0.463 S1 = 0.228 USGS Mapped Values based
on Figures 1613.2.1(1) and
1613.2.1(2), 2019 CBC
Site Coefficients Fa = 1.429 Fv = 2.1442 Tables 1613.2.3(1) and 1613.2.3(2), 2019 CBC
MCER Mapped Spectral Acceleration
Adjusted for Site Class Effects (g) SMS = 0.662 SM1 = 0.489 Section 1613.2.3, 2019 CBC Design Spectral Acceleration (g) SDS = 0.442 SD1 = 0.326 Section 1613.2.4, 2019 CBC Seismic Design Category (SDC) D Section 1613.2.5, 2019 CBC MCEG peak ground acceleration adjusted
for Site Class effects (g) PGAM = 0.276 Section 11.8.3, ASCE 7-16 Definitions:

MCER = Risk-Targeted Maximum Considered Earthquake
MCEG = Maximum Considered Earthquake Geometric Mean
Notes:

1. When referencing ASCE 7-16, Supplement 1 must also be checked for changes to ASCE 7-16.

2. See requirements for site-specific ground motions in Section 11.4.8 of ASCE 7-16. This value of Fv shall be used only for calculation of TS.

3. These seismic design parameters are based on the assumption that a site-specific ground motion hazard analysis is not required based on the exceptions provided in Section 11.4.8 of ASCE 7-16.

Otherwise, a site-specific ground motion hazard analysis should be performed to develop the seismic design parameters for this project.

7.4 Retaining Walls
Short retaining walls up to 5 feet in height may be supported on spread footings per the recommendations presented in the “Spread Footings and Mat Foundations” section above. Lateral earth pressures for retaining walls are presented in the table below and are expressed as equivalent fluid pressures (unit weights) in units of pounds per cubic foot (pcf). In addition to these earth pressures, the designer should add hydrostatic pressures unless a drainage system is installed behind the walls. For cantilevered walls, a triangular lateral earth pressure distribution should be used for active conditions.

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RECOMMENDED LATERAL EARTH
PRESSURES FOR WALLS UP TO 5 FEET IN HEIGHT
Description Level Backfill up to 6H:1V1
Active Earth Pressure
(flexible walls)2 45 pcf
At-Rest Earth Pressure
(restrained walls)2 60 pcf
Notes:

1. Horizontal to vertical.

2. Expressed as an equivalent fluid pressure. Does not include hydrostatic pressures that might be caused by groundwater or water trapped behind the walls.

7.4.1 Seismic Wall Pressures
According to Section 1803.5.12 of the 2019 CBC, dynamic seismic lateral earth pressures need to be included in the design of retaining walls supporting more than 6 feet of backfill height. Because the height of retaining walls for this project will be limited to 5 feet or less, we conclude that seismic lateral earth pressures do not need to be included in the wall design.

7.4.2 Wall Drainage
Retaining walls higher than 2 feet should be either designed to resist hydrostatic pressures or be welldrained to reduce the potential for hydrostatic pressures to develop behind the walls. A typical drainage system for a cantilevered wall may consist of a 1- to 2-foot wide zone of Caltrans Class 2 Permeable material immediately behind the wall with a perforated pipe at the base of the wall discharging to a storm drain or other appropriate discharge facility via gravity flow. As an alternative, a prefabricated drainage board may be used in lieu of the Class 2 Permeable material. Where conditions allow for the use of weep holes, they may be used in lieu of the perforated pipe. The holes should be a minimum of 3 inches in diameter and spaced at 4 feet or less on-center (a minimum of 2 weep holes should be installed). Filter fabric or wire mesh should be placed over the holes at the backside of the wall to inhibit the permeable material, if used in lieu of a drainage board, from washing through the holes. Unless the drainage zone behind retaining walls is protected by concrete flatwork or pavement, it should be capped with a minimum 12-inch thick layer of properly compacted on-site clayey soil to reduce the risk of surface runoff discharging into the wall drain.

7.4.3 Surcharge Loads
Surcharge loads caused by vehicular and/or construction traffic adjacent to the walls may be assumed to consist of a rectangular distributed uniform pressure of 100 psf acting over a depth of 10 feet below the ground surface of the retained soil. For other surcharge loads, a rectangular distribution with a uniform pressure equal to one-third and one-half of the surcharge pressure should be used for an unrestrained wall (active earth pressure condition) and for a restrained wall (at-rest earth pressure conditions), respectively. The wall designer should evaluate whether this surcharge is appropriate for the expected traffic loading. Additional analyses during design may be needed to evaluate the effects of non-uniform

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surcharge loads such as point loads, line loads, or other such presently undefined surcharge loads. In that case, we should be consulted for supplemental geotechnical recommendations.

7.5 Interior Slabs-on-Grade
If instead of mat foundations, the restroom building is supported on spread footings and an interior concrete floor slab-on-grade is used, this interior lab should be supported over properly prepared subgrade soils, as described in the “Site Preparation and Grading” section of this report. Interior floor slabs should be underlain by at least 6 inches of “non-expansive fill”. Refer to the table entitled “Mat Slab Foundation Criteria” in the “Spread Footings and Mat Foundations” section of this report for underlayment recommendations for mat foundations.

Concrete floor slabs should be supported on at least 6 inches of crushed rock to enhance subgrade support for the slab. This material should be considered part of the required minimum of 6 inches of “nonexpansive” fill. If this material is desired to be used as a capillary break, it should be ¾-inch maximum size with no more than 10 percent by weight passing the #4 sieve. If aggregate base is used for slab support, it should be noted that this material is not as effective a capillary break as the open graded material described above. If aggregate base is used as slab support under areas to be covered by moisture sensitive flooring, it is important that a high-quality vapor membrane is used below the slab. It is important that placement of this material and concrete be done as soon as possible after compaction of the “nonexpansive” fill material to reduce drying of the subgrade.

A Structural Engineer should design reinforcing and slab thickness. The floor slab should be separated from footings, structural walls, and utilities and provisions made to allow for settlement or swelling movements at these interfaces. If this is not possible from a structural or architectural design standpoint, it is recommended that the slab connection to footings be reinforced such that there will be resistance to potential differential movement.

7.5.1 Floor Slab Moisture
Subsurface moisture and moisture vapor naturally migrate upward through the soil and, where the soil is covered by a building or pavement, this subsurface moisture will collect. To reduce the impact of the subsurface moisture and potential impact of future introduced moisture (such as landscape irrigation or precipitation), a vapor barrier should be incorporated into the floor slab design in all areas where moisture sensitive floor coverings, coating, underlayments, adhesives, moisture sensitive goods, humiditycontrolled environments, or climate-cooled environments are anticipated initially or in the future. The vapor barrier should consist of a minimum 15 mil extruded polyolefin plastic, such as 15 mil Stego® Wrap vapor barrier or equivalent. The vapor barrier material should notinclude any recycled or woven materials and should have a permeance (as tested before and after mandatory conditioning per ASTM E1745 Section 7.1, latest edition) of less than 0.01 perms and should comply with ASTM E1745 Class A requirements. The vapor barrier should also meet Sections 8.1 and 9.3 of ASTM E1745 and subsequent documentation should be provided by the vapor barrier manufacturer. The vapor barrier should be installed in accordance with ASTM E1643, latest edition, including proper perimeter seal, such as Stego®

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Crete Claw® tape.

The vapor barrier should be placed directly over the crushed rock layer recommended in the “Interior Floor Slabs” section of this report. A sand layer should not be placed between the vapor barrier and the concrete slab, or it could serve as a reservoir for trapped moisture that could lead to long-term vapor transmission through the slab.

It should be noted that although vapor barrier systems are currently the industry standard, these systems may not be completely effective in preventing floor slab moisture problems. These systems typically will not necessarily assure that floor slab moisture transmission rates will meet floor-covering manufacturer standards and that indoor humidity levels be appropriate to inhibit mold growth. The design and construction of such systems are dependent on the proposed use and design of the proposed building and all elements of building design and function should be considered in the slab-on-grade floor design.

Building design and construction have a greater role in perceived moisture problems since sealed buildings/rooms or inadequate ventilation may produce excessive moisture in a building and affect indoor air quality.

Various factors such as surface grades, adjacent planters, the quality of slab concrete and the permeability of the on-site soils affect slab moisture and can control future performance. In many cases, floor moisture problems are the result of either improper curing of floors slabs or improper application of flooring adhesives. We recommend contacting a flooring consultant experienced in the area of concrete slab-ongrade floors for specific recommendations regarding your proposed flooring applications.

Special precautions must be taken during the placement and curing of all concrete slabs. Excessive slump (high water-cement ratio) of the concrete and/or improper curing procedures used during either hot or cold weather conditions could lead to excessive shrinkage, cracking, or curling of the slabs. High watercement ratio and/or improper curing also greatly increase the water vapor permeability of concrete. We recommend that all concrete placement and curing operations be performed in accordance with the American Concrete Institute (ACI) manual.

It is emphasized that we are not floor moisture vapor proofing experts. We make no guarantee nor provide any assurance that use of capillary break/vapor retarder system will reduce concrete slab-ongrade floor moisture penetration to any specific rate or level, particularly those required by floor covering manufacturers. The builder and designers should consider all available measures for floor slab moisture protection.

Exterior grading will have an impact on potential moisture beneath the floor slab. Recommendations for exterior drainage are provided in the “Site Drainage” section of this report.

It should be noted that the purpose of vapor barrier systems is to mitigate floor moisture vapor. These systems should not be used for waterproofing against shallow groundwater or surface water.

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7.6 Exterior Concrete Flatwork and Pavers
Near-surface soils to receive exterior concrete flatwork or pavers should be moisture conditioned according to the recommendations in the “Site Preparation and Grading” section of this report. In addition, all exterior flatwork and pavers should be supported on a minimum of 4 inches of Caltrans Class 2 aggregate base.

Where concrete flatwork and pavers are to be exposed to vehicle traffic, the thickness of the Caltrans Class 2 aggregate base should be increased to 6 inches.

New pedestrian concrete flatwork should have a minimum thickness of 4 inches and minimum reinforcing of #4 bars at 18 inches on center (both ways). The rebar should be discontinued at expansion joints. Slip Dowels should be used at expansion joints. Vehicular concrete should be designed as discussed in the “Portland Cement Concrete Pavements” section of this report. Final design of exterior concrete flatwork is the responsibility of the civil or structural engineer for the project.

Exterior flatwork and pavers will be subjected to edge effects due to the drying out of subgrade soils. To protect against edge effects adjacent to unprotected areas, such as vacant or landscaped areas, lateral cutoffs, such as inverted curbs (i.e., turndown edges) that extend at least 2 inches below the aggregate base into the subgrade soils, are recommended. Alternatively, a moisture barrier at least 80 mils thick extending at least 6 inches below the aggregate base into the subgrade soils could be installed at the edge of the flatwork and pavers.

Flatwork should have control joints (i.e., weakened plane joints) spaced no more than 8 feet on centers.

Prior to construction of the flatwork and pavers, the aggregate base should be moisture conditioned to near optimum moisture content. If the aggregate base is not covered within about 30 days after placement, the soils below this material will need to be checked to confirm that their moisture content is at least optimum.

If the moisture is found to be below this level, the aggregate base layer over flatwork and paver areas will need to be soaked until the proper moisture content is reached. Where flatwork is adjacent to curbs, reinforcing bars should be placed between the flatwork and the curbs. Expansion joint material should be used between flatwork/pavers and buildings, including concrete driveways.

7.7 Pavements

7.7.1 Asphalt Concrete Pavements
We conducted an R-Value test on a sample obtained within the upper 3 feet BGS in boring B-4, resulting in an R-Value of 27. However, due to the variability of the near surface soils at the Site, we used an RValue of 20 for asphalt concrete (AC) pavement design. Based on an R-Value of 20, the asphalt pavement sections provided in the table below may be used at this Site.

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PAVEMENT DESIGN RECOMMENDATIONS (R-VALUE = 20)
Traffic
Index
Minimum Thickness
AC1 (inches)
Minimum Thickness
Class 2 AB2 (inches)

4.5 2.5 7.0

5.0 2.5 8.5

5.5 3.0 9.0

6.0 3.0 10.5

6.5 3.5 11.5
Notes:

1. Asphalt Concrete Type A

2. Caltrans Class 2 Aggregate Base (Minimum R-Value = 78) Paved areas should be sloped, and drainage gradients maintained to carry all surface water to appropriate collection points. Surface water ponding should not be allowed anywhere on the Site during or after construction. We recommend that the pavement section be isolated from non-developed areas and areas of intrusion of irrigation water from landscaped areas. Concrete curbs should extend a minimum of 2 inches below the aggregate base and into the subgrade to provide a barrier against drying of the subgrade soils or reduction of migration of landscape water into the pavement section. Weep holes spaced at 4 feet on centers should also be provided. In lieu of the weep holes, a more effective system is to install a subdrain behind the curbs.

7.7.2 Portland Cement Concrete Pavements
If used, Portland Cement Concrete (PCC) pavement should have a minimum thickness of 6 inches supported over 6 inches of Caltrans Class 2 aggregate base. This section is equivalent to a Traffic Index of at least 6.0 to 6.5 based on our experience and is expected to support traffic loading from a fire engine, a delivery truck, or a maintenance truck. The aggregate base and subgrade for PCC pavements should be properly moisture conditioned and compacted. Construction joints should be located no more than 12 feet apart in both directions. Concrete compressive strength should be tested in lieu of third point loading for rupture strength. A minimum 28-day compressive strength of 3,000 pounds per cubic foot (psi) should be specified for the concrete mix design. The PCC pavement should be continuously reinforced using No. 4 bars (or larger) spaced no more than 18 inches on center in both directions. Final design of the PCC pavement is the responsibility of the civil or structural engineer for the project.

7.8 Effect of Plants on Foundation, Flatwork, and Paver Performance Trees and other large plants can significantly contribute to differential settlement of a foundation, flatwork, pavers, and paved areas. The roots of trees and large plants can absorb the moisture from the soil, causing the soil to shrink much faster than other soil areas exposed to the weather. The soil where the moisture is lost more rapidly will sink lower than the surrounding soil, causing differential settlement in overlying or adjacent improvements. Certain trees and plants are known to be more water-consuming than others.

Research studies indicate that a tree should be at least as far away from a building, flatwork, pavers, and pavement as the mature height of the tree to minimize the effect of drying caused by the tree. A plant and tree specialist should be consulted to avoid the issues described herein.

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A root barrier should be considered between trees and adjacent improvements and should be designed and installed following the recommendations of a landscape architect.

7.9 Site Drainage
Proper site drainage is important for the long-term performance of the planned improvements. The Site should generally be graded to provide positive drainage towards drain inlets, catch basins, or bioretention areas. The Site should be graded so as to carry surface water away from structures at a minimum of 2 percent in flatwork areas and 5 percent in landscaped areas to a minimum of 10 feet laterally from a structure’s perimeter foundations as required by the 2019 CBC. If used, roof gutters should be connected directly into the storm drainage system or drain onto impervious surfaces provided that a safety hazard is not created. Water should not be allowed to pond anywhere on-site.

7.10 Landscaping Irrigation
Vegetation should not be planted immediately adjacent to structures. If planting adjacent to structures is desired, we recommend using plants that require very little moisture with drip irrigation systems.

Sprinkler systems should not be installed where they may cause ponding or saturation of subgrade soils within 5 feet of structures, slabs, pavements, concrete flatwork, or pavers. Otherwise, such ponding could cause loss of soil strength and movement of foundations, slabs, pavements, concrete flatwork, and pavers.

Irrigation of landscaped areas should be strictly limited to that necessary to sustain vegetation. Excessive irrigation could result in saturation and weakening of foundation soil.

7.11 Storm Water Runoff Mitigation
Storm runoff regulations require pretreatment of runoff and infiltration of storm water to the extent feasible. Typically, this results in the use of bioretention areas, vegetated swales, infiltration trenches, or permeable pavement near or within parking lots. These features are not well-suited to fine-grained soils (silts and clays) because these soils have relatively low permeability and require significant time for infiltration to occur. In addition, allowing water to pond on expansive soils will cause the soils to swell, which can cause distress to adjacent pavements, slabs, and lightly loaded structures.

Implementation of storm water infiltration criteria will likely result in increased distress and reduced service life of flatwork, pavers, and pavement if not carefully designed in fine-grained soils such as those covering the surface of the Site. Bioretention areas, vegetated swales, and infiltration areas should be located in landscaped areas and well away (typically 5 to 10+ feet laterally) from slopes, foundations, flatwork, pavers, and pavements. If it is not possible to locate these infiltration systems away from such improvements, alternatives that isolate the infiltrated water, such as flow-through planters, could be considered. When using an infiltration system in clay soils, underdrains should be used. Improvements should be located such that there is at least 1 foot of horizontal distance between the edge of improvements and the top edge of the bioswale excavation for every 1 foot of vertical bioswale depth. If this is not possible, then concrete curbs for pavements or lateral restraint for exterior flatwork and pavers

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located directly adjacent to a vertical bioswale cut should be adequately keyed into the native soil or engineered to generate sufficient passive pressure to reduce the potential for rotation or lateral movement of the curbs. Due to the potential adverse effects on project performance, BSK should review the geotechnical aspects of the storm water infiltration system and its location before the project plans are finalized.

Based on the information contained on Chapter 7 of Part 630 Hydrology National Engineering Handbook (United States Department of Agriculture, 2009) and the soil classification and laboratory test results for the surficial soils at the Site, we classify the Site’s surficial soils as predominantly hydrologic soil group C. These soils typically have saturated hydraulic conductivities ranging from 0.14 to 1.42 inches/hour.

It should be noted that during periods of prolonged precipitation, the underlying soils tend to become saturated to greater and greater depths/extents. Therefore, infiltration rates tend to decrease with prolonged rainfall.

7.12 Corrosion Potential
A soil sample was collected during our investigation at a depth of approximately 0 to 2½ feet BGS at boring B-2 and was submitted for corrosion testing. The sample was tested by CERCO Analytical, a State-certified laboratory in Concord, California, for redox potential, pH, resistivity, chloride content, and sulfate content in accordance with ASTM test methods. The test results are presented at the end of Appendix B. Also included is the evaluation by CERCO Analytical of the corrosion test results.

Based upon the resistivity measurements, the sample tested is classified as "moderately corrosive" by CERCO Analytical. The sulfate ion concentration was non-detected with a reporting limit of 15 mg/kg.

These results are indicative of an exposure category S0 per Table 19.3.1.1 of ACI 318-19. For an S0 exposure class, Table 19.3.2.1 indicates that the minimum f’c of the concrete is 2,500 psi. All buried iron, steel, cast iron, ductile iron, galvanized steel, and dielectric coated steel or iron be properly protected against corrosion depending upon the critical nature of the structure. All buried metallic pressure piping, such as ductile iron firewater pipelines, should be protected against corrosion. Because we are not corrosion specialists, we recommend that a corrosion specialist be consulted for advice on proper corrosion protection for underground piping which will be in contact with the soils and other design details.

The above are general discussions. A more detailed investigation may include more or fewer concerns and should be directed by a corrosion expert. BSK does not practice corrosion engineering. Consideration should also be given to soils in contact with concrete that will be imported to the Site during construction, such as topsoil and landscaping materials, which typically contain fertilizers and other chemicals that can be highly corrosive to metals and concrete. Any imported soil or landscaping materials should not be any more corrosive than the on-site soils and should not be classified as being more corrosive than "moderately corrosive." Also, on-site cutting and filling may result in soils contacting concrete that were not anticipated at the time of this investigation.

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7.13 Plan Review and Construction Observation
We recommend that BSK be retained by the Client to review the geotechnical aspects of the project plans and specifications before they go out to bid. It has been our experience that this review provides an opportunity to detect misinterpretation or misunderstandings of our recommendations prior to the start of construction.

Variations in soil types and conditions are possible and may be encountered during construction. To permit correlation between the soil data obtained during this investigation and the actual soil conditions encountered during construction, we recommend that BSK be retained to provide observation and testing services during site earthwork. This will allow us the opportunity to compare actual conditions exposed during construction with those encountered in our investigation and to provide supplemental recommendations if warranted by the exposed conditions. Earthwork should be performed in accordance with the recommendations presented in this report, or as recommended by BSK during construction. BSK should be notified at least two weeks prior to the start of construction and prior to when observation and testing services are needed.

8. ADDITIONAL SERVICES AND LIMITATIONS

8.1 Additional Services
The review of plans and field observation and testing during construction by BSK are an integral part of the conclusions and recommendations made in this report. If BSK is not retained for these services, the Client will be assuming BSK’s responsibility for any potential claims that may arise during or after construction due to the misinterpretation of the recommendations presented herein. The recommended tests, observations, and consultation by BSK during construction include, but are not limited to:
• review of plans and specifications,
• observations of site grading, including stripping and engineered fill construction, • observation of foundation construction, including drilled piers; and • in-place density testing of fills, backfills, finished subgrades, and aggregate base.

8.2 Limitations
The findings, conclusions, and recommendations contained in this report are based on our field observations and subsurface exploration, limited field and laboratory tests, previous subsurface data by others, and our present knowledge of the proposed construction. It is possible that soil and subsurface conditions could vary between or beyond the points explored. If soil conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made, and any supplemental recommendations provided. If the scope of the proposed construction changes from that described in this report, our recommendations should also be reviewed.

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We prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the Site area at the time of our study. No warranty, either express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by BSK during the construction phase in order to evaluate compliance with our recommendations.

This report may be used only by the Client and only for the purposes stated within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report, or if conditions at the Site have changed. If this report is used beyond this period, BSK should be contacted to evaluate whether site conditions have changed since the report was issued.

Also, land or facility use, on and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, BSK may recommend that additional work be performed and that an updated report be issued.

The scope of services for this report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this Site.

BSK conducted subsurface exploration and provided recommendations for this project. We understand that BSK will be given an opportunity to perform a formal geotechnical review of the final project plans and specifications. In the event BSK is not retained to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted, we will assume no responsibility for misinterpretation of our recommendations.

We recommend that all foundation excavations and earthwork during construction be monitored by a representative from BSK, including site preparation, foundation excavations, and placement of engineered fill, trench backfill, and aggregate base. The purpose of these services would be to provide BSK the opportunity to observe the actual soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein.

9. CLOSURE
BSK appreciates the opportunity to provide our services to you and trust this report meets your needs at this time. If you have any questions concerning the information presented, please contact us at 925-315- 3151.

Respectfully submitted,
BSK Associates
Danaige Tower, EIT Carrie Foulk, PE, GE #3016
Senior Staff Engineer Geotechnical Group Manager

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Geotechnical Engineering Investigation Report BSK Project No. G22-025-11L JM-50 Park March 24, 2022
Roseville, California

FIGURES

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NOT FOR BIDDING
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, U METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and th Rodeo Hills Elementary School
Solar Array Project
545 Garretson Avenue
Rodeo, California
C-2
Figure
Geologic/Seismic Hazards Assessment

SITE MAP
911L
sources and
r implied, as
nt is not
sign
at the sole
.
0 5,500 11,000 22,000
Feet
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

Approximate Scale
Not to Scale
References: 1. Esri, HERE, Garmin, Intermap, increment P Corp., GeBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kon), (c) OpenStreetMap, and the USGS, NPS

VICINITY MAP
1 D. Tower
3/9/22
G22-025-11S
C. Foulk
SitePlan.indd

PROJECT SITE
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
FIGURE

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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

Approximate Scale 1 in. 150 ft. 0 150
2 D. Tower
03/09/22
G22-025-11S
C. Foulk
Figures.indd

SITE PLAN
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
References: 1. https://maps.google.com, 2022
Note: Locations are approximate
FIGURE
B-1
B-2 B-3
B-4
Legend
B-1
Approximate Boring Location (BSK, 2022)
B-5
B-6
B-7
B-8

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Geotechnical Engineering Investigation Report BSK Project No. G22-025-11L JM-50 Park March 24, 2022
Roseville, California

APPENDIX A
Boring Logs

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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

UNIFIED SOIL CLASSIFICATION
SYSTEM (ASTM D2487/2488)
A-1 D. Tower
C. Foulk
Legend.indd
03/22/22
G22-025-11S FIGURE
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
Date:

File Name:

Checked By:

Project Number:
>
_

GRAVELS
WITH >12%
FINES

SANDS WITH
5 to 12% FINES

WELL-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE OR NO FINES

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE

SAND OR SILT

POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE FINES

WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES
GP
GM
(Liquid limit greater than 50)
GW-GM
GW-GC
GP-GM

CLEAN GRAVELS
(More than half
of material
is smaller than
(More than half
of material
is larger than
the #200 sieve)
COARSE

GRAINED

MAJOR DIVISIONS TYPICAL

DESCRIPTIONS

SILTS AND CLAYS

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
GC-GM
CL-ML
OL
SOILS
SANDS
GW
GC
< _<
Cu 4 and
1 Cc 3
>
<
>
<
GP-GC
SW
>12% FINES
SP
ML
CL

SILTS AND CLAYS
coarse fraction
is smaller than
the #4 sieve)
WITH <5%
FINES

GRAVELS
WITH 5 to 12%
FINES
Cu 4 and
1 Cc 3
_
_ _<
>
<
> >
Cu 4 and/or
1 Cc 3
<
>

CLEAN SANDS
(More than half of
is larger than
the #4 sieve)
<
> >

ORGANIC CLAYS & ORGANIC SILTS OF MEDIUM-TO-HIGH

PLASTICITY

POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES
OH
CH the #200 sieve)

GRAINED
SOILS

ORGANIC SILTS & ORGANIC SILTY CLAYS OF LOW

PLASTICITY

WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE FINES
MH

POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES

SILTY SANDS, SAND-GRAVEL-SILT MIXTURES

CLAYEY SANDS, SAND-GRAVEL-CLAY MIXTURES

CLAYEY SANDS, SAND-SILT-CLAY MIXTURES

INORGANIC SILTS AND VERY FINE SANDS, SILTY OR

CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY,

GRAVELS
WITH <5%
FINES

SANDS WITH
coarse fraction
(More than half of
FINE
Cu 6 and
1 Cc 3
(Liquid limit less than 50)

POORLY-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE CLAY FINES

POORLY-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE FINES

WELL-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE CLAY FINES
Cu 6 and/or
1 Cc 3

WELL-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE FINES

POORLY-GRADED GRAVELS, GRAVEL-SAND

MIXTURES WITH LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL-SILT-SAND MIXTURES

CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES
Cu 6 and
1 Cc 3
Cu 6 and/or
1 Cc 3
<
SW-SM
SW-SC
SP-SM
SP-SC
SM
SC
SC-SM

GRAPHIC
LOG
<
_
_ _
>
Cu 4 and/or
1 Cc 3
<

CLAYEY GRAVELS, GRAVEL-SAND-CLAY-SILT

MIXTURES

WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES
_
_
_
_
>
<
>

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,

GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN
CLAYS
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487/2488)

UNIFIED SOIL CLASSIFICATION
SYSTEM (ASTM D 2487/2488)
Entry By:

Exhibit

PLANNED BLOOM ENERGY FUELS CELLS
AT&T DATA CENTER B-1
2525 N. WATNEY WAY

FAIRFIELD, CALIFORNIA
09/24/13
B. Steen
blogs
C. Foulk
G13-161-10P

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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

A-2

SOIL DESCRIPTION KEY
D. Tower
C. Foulk
Legend.indd
03/22/22
FIGURE G22-025-11S
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
Date:

File Name:

Checked By:

Project Number:

The thread cannot be rerolled after reaching Very Hard
Thumb will indent soil about 1/4 in. (6 mm)
Cohesive soil that can be broken down into small angular lumps which resist further breakdown
#10 - #4 Rock salt-sized to pea-sized
#40 - #10 0.017 - 0.079" Sugar-sized to rock salt-sized Flour-sized to sugar-sized
Weak

CRITERIA
High (H)
SR
Boulders
of sand scattered through a mass of clay; note thickness

DESCRIPTION
Inclusion of small pockets of different soils, such as small lenses It takes considerable time rolling and kneeding
Same color and appearance throughout
Thumb will penetrate soil more than 1 in. (25 mm)
Thumb will penetrate soil about 1 in. (25 mm)
Thumb wil not indent soil but readily indented with thumbnail Thumbnail will not indent soil

DESCRIPTION
Stratified
Laminated
Fissured
Slickensided
plastic limit.

Blocky
Lensed
Homogeneous
Strong
SA
A
ABBR
(# blows/ft)
Pea-sized to thumb-sized
the plastic limit. The lump or thread crumbles
limit. The lump or thread can be formed without
medium
Gravel
Particles are similar to angular description but have
Sand
Fines
coarse
fine
Passing #200
Thumb-sized to fist-sized

DESCRIPTION

DESCRIPTION
fine #200 - #10
ABBR
Angular
3/4 -3"
HP
MP
LP
NP
>12"
3/4 -3"

FIELD TEST

FIELD TEST
Alternating layers of varying material or color with layers at least 1/4 in. thick, note thickness
to reach the plastic limit. The thread can be
rerolled several times after reaching the plastic
crumbling when drier than the plastic limit

DESCRIPTION
None
Larger than basketball-sized
Fist-sized to basketball-sized
<0.0029 Flour-sized and smaller
Crumbles or breaks with considerable

CALIFORNIA

CRITERIA
Medium (M)
Subangular
Loose
Very Loose

DENSITY
Rounded
Alternating layers of varying material or color with the layer Rounded
L
VL
Crumbles or breaks with handling or slight
Fracture planes appear polished or glossy, sometimes striated Breaks along definite planes of fracture with little resistance to fracturing
SIZE
>12"
3 - 12' 3 - 12"
#4 - 3/4"

DESCRIPTION
Low (L) S
F
VH
H

FIELD TEST

FIELD TEST
is required to reach the plastic limit.
<5
5 - 15
15 - 40
40 - 70
>70 85 - 100
65 - 85
ABBR
Very Dense
Dense
Medium Dense

0.19 - 0.75"
Cobbles
SIEVE
SIZE
GRAIN
SIZE

APPROXIMATE
Particles have nearly plane sides but have
well-rounded corners and edges
Angular
Subangular
Subrounded

SOIL DESCRIPTION KEY
Particles have sharp edges and relatively plane
sides with unpolished surfaces

0.0029 - 0.017"
rounded edges
Damp but no visible water
Visible free water, usually soil is below water table
finger pressure
finger pressure
Will not crumble or break with finger pressure

DESCRIPTION

APPARENT
35 - 65
15 - 35
0 - 15
(%)

RELATIVE

SAMPLER DENSITY

CONSISTENCY
Very Soft
Soft
Firm
Hard
Subrounded
VD
D
MD
SPT
(# blows/ft)
<4
4 - 10
10 - 30
30 - 50
>50
Particles have smoothly curved sides and no edges
No visible reaction
Some reaction, with bubbles forming slowly
Violent reaction, with bubbles forming immediately

ABBR FIELD TEST
Dry
Moist
Wet
D
M
W
Non-plastic
coarse 0.079 - 0.19"
R
A 1/8-in. (3 mm) thread cannot be rolled at
The thread is easy to roll and not much time
Absence of moisture, dusty, dry to the touch
or thread cannot be formed when drier than the
any water content.

The thread can barely be rolled and the lump
Weakly
Moderately
Strongly
ABBR
VS
less than 1/4 in. thick, note thickness
when drier than the plastic limit
Penetrated only a few inches with 1/2-inch reinforcing rod driven with 5-lb. hammer Difficult to penetrate a foot with 1/2-inch reinforcing rod driven with 5-lb. hammer Difficult to penetrate with 1/2-inch reinforcing rod pushed by hand Easily penetrated a foot with 1/2-inch reinforcing rod driven with 5-lb. hammer Easily penetrated with 1/2-inch reinforcing rod by hand

SOIL DESCRIPTION KEY

FIELD TEST
>60
35 - 60
12- 35
5 - 12
<4
(# blows/ft)

SAMPLER

MODIFIED CA
Entry By:

Exhibit

GRAIN SIZE REACTION WITH HCL

CONSISTENCY - FINE-GRAINED SOIL

STRUCTURE

ANGULARITY

APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

MOISTURE CONTENT

CEMENTATION

PLASTICITY

PLANNED BLOOM ENERGY FUELS CELLS
AT&T DATA CENTER B-2
2525 N. WATNEY WAY

FAIRFIELD, CALIFORNIA
09/24/13
B. Steen
blogs
C. Foulk
G13-161-10P

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

A-3

LOG KEY
D. Tower
C. Foulk
Legend.indd
03/22/22
FIGURE G22-025-11S
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
Date:

File Name:

Checked By:

Project Number:

LOG KEY

GENERAL NOTES

ROCK CORE

LOG SYMBOLS

SEEPAGE
PI

CONTINUOUS CORE
-4

MC MOISTURE CONTENT
(ASTM Test Method D 2216)

BULK / BAG SAMPLE
LIQUID LIMIT LL (ASTM Test Method D 4318)

PERCENT FINER
THAN THE NO. 200 SIEVE
(ASTM Test Method C 117)
-200

SHELBY TUBE

UNCONFINED COMPRESSION
(ASTM Test Method D 2166) UC

EXPANSION INDEX
(UBC STANDARD 18-2)
TXUU

UNCONSOLIDATED UNDRAINED

TRIAXIAL COMPRESSION
(EM 1110-1-1906)/ASTM Test
Method D 2850

GROUNDWATER LEVEL
(encountered at time of drilling)

COL COLLAPSE POTENTIAL
Boring log data represents a data snapshot.

This data represents subsurface characteristics only to the extent encountered at the location of the boring.

The data inherently cannot accurately predict the entire subsurface conditions to be encountered at the project site relative to construction or other subsurface activities.

Lines between soil layers and/or rock units are approximate and may be gradual transitions.

The information provided should be used only for the purposes intended as described in the accompanying documents.

In general, Unified Soil Classification System designations presented on the logs were evaluated by visual methods.

Where laboratory tests were performed, the designations reflect the laboratory test results.

The Responsible Geotechnical Engineer, Professional Engineer, or Professional Geologist uses professional judgement and visual-manual procedures in general conformance with ASTM D2488 to classify soil when the full classification suite of tests per ASTM D2487 is not conducted.

EI

PLASTICITY INDEX
(ASTM Test Method D 4318)

PERCENT FINER
THAN THE NO. 4 SIEVE
(ASTM Test Method C 136)

STANDARD PENETRATION

SPLIT SPOON SAMPLER
(2 inch outside diameter)

SPLIT BARREL SAMPLER
(3 inch outside diameter)

SPLIT BARREL SAMPLER
(2-1/2 inch outside diameter)

GROUNDWATER LEVEL
(measured after drilling)
Entry By:

Exhibit

PLANNED BLOOM ENERGY FUELS CELLS
AT&T DATA CENTER B-3
2525 N. WATNEY WAY

FAIRFIELD, CALIFORNIA
09/24/13
B. Steen
blogs
C. Foulk
G13-161-10P

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

A-4

ROCK DESCRIPTION CRITERIA
D. Tower
C. Foulk
Legend.indd
03/22/22
FIGURE G22-025-11S
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
Extremely Strong Rock
Crumbles under firm blows with point of geological hammer; can be peeled by pocket knife.

Can be peeled with a pocket knife; shallow indentations made by firm blow with point of geological hammer.

Cannot be scraped or peeled with a pocket knife; specimen can be fractured with single firm blow of geological hammer.

Specimen can only be chipped with geological hammer.

Very Strong Rock
Specimen requires more than one blow with a geological hammer to fracture it.

FRACTURE SPACING
Moderately Weathered
Highly Weathered
Slightly Weathered
Criteria

WEATHERING
SYMBOL

ROCK TYPE
SYMBOL

SILTSTONE
Completely Weathered
Residual Soil

CONGLOMERATE

BRECCIA

CLAYSTONE
No visible sign of rock material weathering; perhaps slight discoloration on major discontinuity surfaces.

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition.

Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuos frame or as corestones.

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.

All rock material is converted to soil. The mass structure and material fabric are destroyed.

There is a large change in volume, but the soil has not been significantly transported.

GREENSTONE

BEDROCK VOLCANIC
SHALE

MUDSTONE

GRANITE

ROCK TYPE ROCK TYPE
SYMBOL

SANDSTONE
Fresh
Designation
Spacing 2 feet to 6 feet.

Extremely Weak Rock

HARDNESS/STRENGTH
Highly Fractured
Weak Rock
Medium Weak Rock
Unfractured
Slightly Fractured
Spacing greater than 6 feet.

Spacing <2 inches
Spacing 2 inches to 8 inches
Indented by thumbnail.

Designation Criteria
Spacing 8 inches to 2 feet.

Intensely Fractured
Moderately Fractured
Criteria
Strong Rock
Specimen requires many blows of geological hammer to fracture it.

Very Weak Rock
Designation

PHYLLITE
Reference:

Wyllie, D.C. and Mah, C.W. (2004), Rock Slope Engineering Civil and Mining, 4th Edition, Taylor & Francis Group, London and New York, 431p.

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
84 86
1 2A
2B
2C
3A
3B
3C
4A
4B
4C
5A
5B
5C

4.5 4.5
32 16
Sandy SILT (ML): pale olive, moist, low plasticity, fine sand, iron oxide staining
very hard, iron and manganese oxide staining, increased sand content
Silty SAND (SM): pale olive, moist, dense, fine sand,
manganese and oxide staining, mica observed
Silty CLAY with Sand (ML-CL): yellowish brown, moist,
very hard, low plasticity
Poorly Graded SAND (SP): white to reddish brown, moist, medium dense, fine sand, trace silt, decreased fine content with depth
13 27
17 7
24 34
7 23
32 11
20 24
8 13
12 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

25.0 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-1
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 111 feet
Location: 38.760678, -121.367005 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
6A
6B
6C
Poorly Graded SAND (SP): white to reddish brown, moist, medium dense, fine sand, trace silt, decreased fine content with depth (continued)
Boring terminated at approximately 25 feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
11 17
17 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

25.0 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-1
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 111 feet
Location: 38.760678, -121.367005 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
25 30
35 40
45 Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
27 6
82 93
1A
1B
1C
2A
2B
2C
3A
3B
3C
4A
4B
4C

4.5 4.5
52 37
20 33
Sandy Lean CLAY (CL): yellowish brown, dry to slightly
moist, very hard, low plasticity, fine sand
Sandy SILT (ML): yellowish brown, moist, very hard, low plasticity, fine sand
increased sand content
Direct Shear (c=400 psf, Ø=30°)
Silty SAND (SM): olive yellow, moist, dense, fine sand, seams of silt, iron oxide staining
increased sand, decreased silt content
Poorly Graded SAND (SP): white to reddish brown, dry to moist, medium dense, fine sand, mica observed
Boring terminated at approximately 16.5 feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
12 37
50/
5"
6 12
26 4
24 50/
5"
6 13
18 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

16.5 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-2
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 110 feet
Location: 38.760956, -121.366565 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
80 95
1A
1B
2A
2B
3A
3B
3C
4 5
29 5
Silty SAND (SM): yellowish brown, moist, dense to very
dense, fine to medium sand, iron oxide staining, increased silt with depth
white calcium carbonate nodules, increased silt content, manganese oxide staining
decreased silt content
Poorly Graded SAND (SP): very light yellowish brown,
slightly moist, dense, fine to medium sand
Silty SAND (SM): grayish brown, moist, very dense, fine sand
Poorly Graded SAND (SP): olive gray, moist, medium
dense, fine sand
24 50/

5.5"
24 50/
5"
10 29
29 8
27 32
5 12
17 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

30.8 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-3
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 111 feet
Location: 38.760954, -121.365843 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
6A
6B
6C
7A
7B

4.5 3.0
Sandy Lean CLAY (CL): grayish brown to olive, moist, very hard, low plasticity, fine sand (continued)
slightly porous
gray, medium plasticity, decreased sand content
Sandy Clayey Siltstone: yellowish brown, slightly moist, highly weathered, very weak, manganese oxide staining
Boring terminated at approximately 30¾ feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
10 25
50/

5.5"
14 50/
3"
Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

30.8 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-3
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 111 feet
Location: 38.760954, -121.365843 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
25 30
35 40
45 Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
88 1A
1B
2A
2B
2C
3A
3B

4.5 4.5

4.5 27
Sandy SILT (ML): olive yellow, moist, hard to very hard, low plasticity, fine sand, iron oxide staining
R-Value= 27
increased sand content, hard, slightly porous
very pale brown
Boring terminated at approximately 9¼ feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
28 50/
3"
13 17
29 27
50/
5"
Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

9.3 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-4
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 112 feet
Location: 38.761222, -121.365151 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
81 83
1A
1B
2A
2B
2C
3A
3B
3C
4 4.5

4.5 4.5
30 33
Sandy SILT (ML): yellowish to reddish brown, dry to moist, very hard, low plasticity, fine sand, manganese oxide
staining
decreased sand content
increased sand content
grayish brown, moist, fine sand
Silty SAND (SM): grayish brown, moist, dense to very
dense, fine sand
Boring terminated at approximately 16.5 feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
11 50/

5.5"
8 33
50/
3"
5 25
50/
3"
15 22
27 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

16.5 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-5
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 113 feet
Location: 38.761615, -121.366846 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
1A
1B
2A
2B
2C

4.5 Sandy SILT (ML): reddish brown, moist, firm, fine sand olive yellow, moist, very hard, iron oxide staining
Poorly Graded SAND (SP): white to gray, dry, medium
dense, fine sand
Boring terminated at approximately 8 feet. No free
groundwater was observed. Boring was backfilled with soil cuttings.
29 50/
4"
5 9
13 Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

8.0 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-6
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 115 feet
Location: 38.762178, -121.367584 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
Lean CLAY (CL): yellowish red, moist, medium plasticity, fine sand
Boring terminated at approximately 2 feet. No free
groundwater was observed. Boring was backfilled with soil cuttings.

Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

2.0 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-7
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 115 feet
Location: 38.761871, -121.365790 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
1A
1B
2A
2B

4.5 4.5
Sandy SILT (ML): yellowish brown, dry, very hard, low
plasticity, fine sand, manganese and iron oxide staining olive yellow, moist, decreased sand content
Boring terminated at approximately 4¼ feet. No free
groundwater was observed. Boring was backfilled with
cement grout.
43 50/

3.5"
30 50/
3"
Completion Depth:

Date Started:

Date Completed:

California Sampler:

SPT Sampler:

Taber Drilling CME 55
Hollow Stem Auger
140 lbs
8-in
30-in

4.3 2/22/22
2/22/22

2.5-in inner diameter

1.5-in inner diameter
LOG OF BORING NO. B-8
Drilling Equipment:

Drilling Method:

Drive Weight:

Hole Diameter:

Drop:

Remarks:

Surface El.: 115 feet
Location: 38.762187, -121.365275 Plastic Limit Plasticity Index In-Situ Dry Weight (pcf) Depth, feet
5 10
15 20
Graphic Log
Sample Number Pocket Penetro- meter, TSF
% Passing No. 200 Sieve In-Situ Moisture Content (%)
Liquid Limit
Project Name:

Project Number:

Project Location:

Logged by:

Checked by:

City of Roseville Parks JM-50
G22-025-11S
Monarch Grove Street, Roseville, CA
M. Hammoud
M. Romero

MATERIAL DESCRIPTION
Samples Penetration Blows / 6 inches
BSK Associates
399 Lindbergh Avenue
Livermore, CA 94551
Telephone: (925) 315-3151
GEO_TARGET BORING LOGS_JM50.GPJ GEOTECHNICAL 08.GDT 3/24/22

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
Geotechnical Engineering Investigation Report BSK Project No. G22-025-11L JM-50 Park March 24, 2022
Roseville, California

APPENDIX B
Laboratory Test Results

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
0 LIQUID LIMIT (LL)
50 30
Inorganic clayey silts to very
fine sands of slight plasticity
10 100

UNIFIED SOIL CLASSIFICATION

FINE GRAINED SOIL GROUPS
20 Inorganic clays of
high plasticity
Inorganic clays of low
to moderate plasticity
Inorganic silts and
clayey silts

EXPLANATION
20 20
60 PI
Organic clays of moderate to high
plasticity, organic silts
40 or
0 PLASTICITY INDEX (PI)
80 Organic silts and organic silty
clays of low plasticity
100
50 DEPTH (ft)
40 60 70
30 80
30 DESCRIPTION
50 60 70
GROUP
SYMBOL
LEGEND: LL PL
or
10 10

U-LINE A-LINE
90 90
SOURCE
CL
MH OH
OL
OH
MH

ML-CL ML
CH
CH
OL
ML
CL
B-2 3.5 33 27 6 Sandy Silt (ML)
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

B-1 D. Tower
03/09/22
G22-025-11S
C. Foulk
Figures.indd

ATTERBERG LIMITS
(ASTM D4318)
Limited Geotechnical Investigation
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
FIGURE

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
CTL Job #: Project #: By: MD
Client: Date: Checked: PJ
Project Name: Remolding Info:

Phi (deg) 30.2 Ult. Phi (deg)
1 2 3 4
Boring: B-2 B-2 B-2
Sample: 2C 2C 2C
Depth (ft): 6 6 6
Normal Load (psf) 1000 3000 5000
Dry Mass of Specimen (g) 95.8 102.1 101.2
Initial Height (in) 1.00 1.01 1.01
Initial Diameter (in) 2.42 2.42 2.42
Initial Void Ratio 1.204 1.080 1.098
Initial Moisture (%) 40.5 34.3 35.8
Initial Wet Density (pcf) 111.4 112.9 113.1
Initial Dry Density (pcf) 79.3 84.0 83.3
Initial Saturation (%) 94.1 89.1 91.3
ΔHeight Consol (in) 0.0137 0.0232 0.0333
At Test Void Ratio 1.174 1.032 1.029
At Test Moisture (%) 41.9 36.0 36.6
At Test Wet Density (pcf) 114.1 117.0 117.6
At Test Dry Density (pcf) 80.4 86.0 86.1
At Test Saturation (%) 99.8 97.6 99.5
Strain Rate (%/min) 1.0 1.1 1.1
Strengths Picked at Peak Peak Peak
Shear Stress (psf) 989 2135 3312
ΔHeight (in) at Peak
Ultimate Stress (psf)
©
Consolidated Undrained Direct Shear
(ASTM D3080M)
BSK Associates
City of Roseville JM-50Park
664-425 G22-025-11S
3/8/2022
*DS-CU* A fully undrained condition may not be attained in this test. ΔH is not measured during undrained direct shear tests.

Visual Sandy Silt (ML)
Description:

Sandy Silt (ML) Sandy Silt (ML)
Remarks:
400
Specimen Data
Cohesion (psf) Ult. Cohesion (psf)
0 500
1000
1500
2000
2500
3000
3500

0.0 5.0 10.0 15.0 20.0
Shear Stress (psf)
Relative Lateral Displacement (%)
Shear Stress vs. Deformation
Sample 1
Sample 2
Sample 3
Sample 4
0 2000
4000
6000
8000
0 2000 4000 6000 8000
Shear Stress, psf
Normal Load, psf
Shear Stress vs. Normal Load
Peak
Shear Stress
Ult. Stress
Ultimate

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 5.0 10.0 15.0 20.0
Normal Displacement (in)
Relative Lateral Displacement (%)
Change in Height
Sample 1
Sample 2
Sample 3
Sample 4
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

CONSOLIDATED UNDRAINED

DIRECT SHEAR TEST
(ASTM D3080M)
Limited Geotechnical Investigation B-2
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
D. Tower
C. Foulk
Figures.indd
03/09/22
G22-025-11S FIGURE

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
Client: Project No.:

Project: Boring Number:

Tested By: Sample ID:

Reviewed By: Sample Depth:

Date Tested:

Clay (Plastic)
Coarse Medium Fine
0 12 15 19 14
Specific Gravity, Gs - 2.65
Description of Soil: Sandy Silt (ML)
N.S. 1C
Livermore, CA 94551
Phone: (925) 315-3151
Fax: (925) 315-3152

GRAIN SIZE ANALYSIS OF SOILS
(ASTM D 422)
Quadiga Inc. G22-025-11S
City Of Roseville Parks JM-50 B-2
R.C
3 37
3/4/2022

PARTICLE SIZE DISTRIBUTION
Cobbles
Gravel Sand Silt (non-plastic)

3.5'

0.0 10.0

20.0 30.0

40.0 50.0

60.0 70.0

80.0 90.0
100.0
1001010.10.010.001
Percent Passing, %
Particle Size, mm
3 - in
#4
#10
#40
#200
60-min

76.2 4.76

2.00 0.425

0.0740.005

SIEVE ANALYSIS HYDROMETER ANALYSIS
CLEAR SQUARE OPENINGS U.S. STANDARD SERIES TIME READINGS The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. BSK makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

GRAIN SIZE ANALYSIS OF SOILS
(ASTM D422)
Limited Geotechnical Investigation B-3
JM-50 Park
Between Monarch Grove St. and Upland Dr.

Roseville, California
D. Tower
C. Foulk
Figures.indd
03/09/22
G22-025-11S FIGURE

FOR CITY COUNCIL APPROVAL

NOT FOR BIDDING
Sample Date: 2/22/2022
Sample By: MR
Test Date: 3/2/2022
Report Date: 3/3/2022
Tested By: TH

SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 5332 3368 2109
EXUDATION PRESSURE, PSI 425 268 168
EXPANSION, * 0.0001 IN 0 0 0
EXPANSION PRESSURE, PSF 0 0 0
Chart above STABILOMETER PH AT 2000 LBS 59 105 129
DISPLACEMENT 4.53 4.59 4.88
49 22 11
49 22 11

16.7 18.0 18.8
DRY DENSITY AT TEST, PCF 109.9 106.3 106.5
"R" VALUE BY EXPANSION
Remark:
27 N/A
PRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI

EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Sample Description: Sandy Silt (ML)
City of Roseville Parks JM-50
G22-025-11S
20157
B-4@0-5
Project Name:

Project Number:

Lab Tracking ID:

Sample Location:

Sample Source:

COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R" VALUE

COVER THICKNESS BY STABILOMETER, INCHES

EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90 80
70 60
50 40
30 20
10 0
0 2
4 6
8 10
12 14
16 18
20 22
24 800 700 600 500 400 300 20 100 0
Reviewed By: ____JKA_______