Corona City Council
May 6, 2026

3-18-vw 03 35 00 –Concrete Finishing - 3 of 6

7. Repair surface defects within 2 hours of form removal.

8. Surface defect repairs that cannot be made within 2 hours following form removal shall be delayed until after curing compound has been applied. In such case, area involved shall then be wet sandblasted to remove curing compound following which repairs shall be made as specified, and curing compound shall be reapplied over repaired area.

H. Repair defective Work at Contractor’s expense in accordance with USBR M47 as follows:

SURFACE DEFECTS

DEFECT REPAIR METHOD
Fins and Loose
Materials
Remove within 24 hours of form removal.

Tie Rod Cone Holes
and Holes >1/2”
diameter
Ream circular holes with suitable toothed reamers to leave surfaces of holes clean and rough.

Do not ream rectangular holes or holes deeper than their least surface dimension.

Repair holes in approved manner with dry-packed cement Class C mortar (1-part cement to 2 parts fine aggregate)
Cracks in Retaining
Walls and Walls in
Contact with Backfill
Apply waterproofing membrane to cover fill side of wall. or
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures Cracks in
Water-bearing
Structures
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures.

Minor Voids, Holes,
Recesses, or
Honeycombing
Delineate defective concrete containing honeycomb, shrinkage cracking, or rock pockets by sawcutting at least 1” deep around defective work in rectangular shape.

Within sawcut lines, remove at least ½” over entire area. Use chipping and cutting tools as needed. Do not feather edges.

Remove 1/32” of surface film from hardened and cured portions by wet sandblast.

Secure repair Work in place with reinforcement, keys, dovetails, or anchors.

Remove laitance or soft material before bonding.

Moisten exposed surface but do not wet it enough to overcome suction needed for bond.

Brush coat with neat-cement grout or accepted bonding agent.

Dry-pack mortar for repair shall be Class C (1 part cement to 2 parts fine aggregate) with Atlas white Portland cement added as needed so patch matches finish.

Quantity of mixing water shall be minimum necessary to obtain uniform mixture.

Thoroughly compact mortar in place and strike off to adjacent concrete. Use forms if required.

Cure areas repaired with concrete or mortar per Section 03 39 00.

HOLES EXTENDING THROUGH CONCRETE

DEFECT REPAIR METHOD
Small Holes less than
12” in least dimension
Fill hole with non-shrink grout.

Where face of repaired surface is exposed to view, hold grout back 2” from finished surface.

Patch remaining 2” as described above for “Minor Voids, Holes or Honeycombing.” For water bearing structures, apply bentonite or other accepted waterstop material around perimeter of hole.

Large Holes greater
than 12” in least
dimension
Chip keyway into edge of opening.

Repair keyed opening as described above for “Small Holes.” Large Holes greater
than 24” in least
dimension
Chip keyway into edge of opening
If reinforcing is not present, dowel and epoxy reinforcing of size matching reinforcing in existing wall across opening in both directions.

Repair keyed and reinforced opening as described above for “Small Holes.”.

I. Perform concrete repair work in accordance with USBR M-47 except as specified otherwise.

J. Perform repairs using accepted methods that do not disturb bond or cause sagging or horizontal fractures.

K. Repairs shall only be made in presence of City’s Representative.

L. Concrete finishing of unformed surfaces shall proceed as follows:

1. After proper and adequate vibration and tamping, bring unformed surfaces of slabs, floors, walls and curbs to uniform surface with suitable tools.

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2. Slope exterior surfaces for drainage, unless otherwise shown.

3. Screed concrete and then immediately treat with liquid evaporation retardant. Reuse retardant as needed after each operation to prevent drying shrinkage cracks.

4. Classes of unformed surfaces shall be as follows:

FINISH LOCATION DESCRIPTION
U1
(screeded
finish)
Grade slabs and foundations to
be covered with concrete or fill
material
Sufficient leveling and screeding to produce even, uniform surface with surface irregularities not exceeding ⅜”. No further special finish.

U2
(float finish)
Unformed exterior surfaces not
to be covered by additional
concrete or backfill.

Inverts of channels, storm
drains, and other concrete flow
surfaces,
Floors to be covered with
grouted tile or topping grout.

Slabs to be covered with built-up
roofing.

Allow concrete to stiffen so it will bear a worker’s weight without deep imprint.

Do not float or finish surfaces exhibiting a visible moisture sheen.

Once concrete hardens and moisture sheen disappears,
screed, darby, or bull-float finish surface with wood or metal floats or with finishing machine using float blades.

Bring surface to required finish level with no coarse aggregate visible. Do not add sand, dry cement, dry dust or water to surface during finishing.

Float surface to true and even plane.

Do not excessively float surfaces while concrete is plastic.

Floating shall be minimum necessary to produce
uniform-texture surface free from screed marks.

Surface irregularities shall not exceed ¼”.

U3
(steel trowel
finish)
Finished interior surfaces.

Top surface of walls.

Water-bearing slabs with slopes
of 10% or less.

After floated finish U2 hardens sufficiently to prevent excess of fine material from being drawn to surface, steel trowel surface with firm pressure to flatten sandy texture of floated surface and produce dense uniform surface free from blemishes, ripples and trowel marks. Finish shall be smooth and free from irregularities.

U4
(hairbroom
finish)
Walking surfaces.

Non water-bearing slabs
Water bearing slabs with slopes
>10%
After completing steel trowel finish U3, add light hairbroom finish with brooming perpendicular to drainage unless otherwise shown. Resulting surface shall be rough enough to provide nonskid finish.

Joints Joints Carefully make joints using edging tool where required.

M. Protect finished surfaces from stains, abrasions, or damage.

N. Concrete finishing of formed surfaces shall proceed as follows:

1. Immediately after stripping forms, inspect concrete surface.

2. Repair surface defects.

3. Repair poor joints, voids, rock pockets and defective areas.

4. Fill form-tie holes as directed in Section 03 10 00.

5. Clean exposed surfaces of unsightly encrustations or stains.

6. Classes and tolerances of non-architectural finishes shall be:

FINISH LOCATION DESCRIPTION

FINISH CLASSES
Unformed
Surface
Finishes
Refer to Finishes U1 through U4
above
Refer to Finishes U1 through U4 above
General Exposed Formed Surfaces
Except where Otherwise Shown
Leave finish with texture imparted by forms except where defective surfaces require repair.

Do not reuse forms showing evidence of surface wear or
defects which might impair surface finish quality.

Surface defects shall be classified as “abrupt” or “gradual” Abrupt surface defects from displaced form sheathing or lining, or loose knots will be directly measured.

Gradual surface defects will be tested by template, either a straightedge for plane surfaces, or a shaped template for curved or warped surfaces.

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FINISH LOCATION DESCRIPTION
Ordinary
Surface
Finish
(SSPWC
303-1.9.2)
Exposed Channel Wall Surfaces,
Buried or backfilled surfaces
Immediately after form removal, remove exterior form bolts to at least 1” below concrete finish surface
Clean and ream or tool resulting holes and depressions, and holes from air or rock pockets.

Apply bonding agent to concrete surface.

Mix mortar 45 minutes before use
Fill holes with Class C mortar (1-part cement to 2 parts fine aggregate)
After mortar hardens, rub surface with carborundum to obtain same color in mortar as in surrounding concrete.

Remove fins and other projections.

Class 1
Surface
Finish
(SSPWC
303-1.9.3)
Columns, Culvert Headwalls,
Retaining Walls above Grade to
12” below Finished Grade,
Outside Vertical Surfaces,
Interiors of Mechanical and
Electrical Rooms
Complete Ordinary Surface Finish
Allow surfaces to be exposed to elements for 30 days or until surface appearance is uniform.

Power-sand entire surface to obtain uniform color and texture.

Use power carborundum stones or discs to remove bulges or irregularities, and smooth over form marks.

FINISH TOLERANCES
Class B Surfaces Outside Spillways and
Channels but Exposed to View
Gradual surface defects shall not exceed ¼” deviation from straightedge or template.

Eliminate abrupt or gradual surface defects by grinding to plane of 1:20 ratio of height to length.

Class C Nonflow Surfaces Refer to tolerance requirements in Paragraph 3.3 below.

Class D Nonflow Surfaces Not Exposed
to View
No tolerance requirements except repair of defective concrete.

3.3 Field Quality Control
A. Field testing of concrete finishing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Concrete
Finishing
Dimensional
Tolerance
ACI 117 and Section 03 10 00 Inspection at
City’s
discretion
City City
Gradual Surface
Defects
¼” maximum deviation from
straightedge or template in 10’
All exposed
surfaces
Contractor Contractor
Abrupt Surface
Defects
Holes larger than ½” diameter or
greater than ¼” deep are defined
as abrupt surface defects. More
stringent requirements exist for
some specified finishes.

All exposed
surfaces
City City
Cracking in
Flatwork and
Non-Waterbearing
Structures
No cracks wide enough to stick a
dime in except at expansion or
contraction joints.

As directed City City
Concrete 11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed literature
1 test City Contractor

3.4 Protection
A. Protect concrete against injury until final acceptance by City.

B. Protect fresh concrete from damage due to impact, overstress, vandalism and weather, including precipitation or extremes in temperature or humidity until final acceptance.

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C. Any new concrete not complying with these specifications shall be repaired or removed and replaced prior to final acceptance except where City agrees to reduce payment as described above.

END OF SECTION

7-17-vw 03 39 00 – Concrete Curing - 1 of 6
SECTION 03 39 00

CONCRETE CURING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and curing of concrete.

B. Refer to Section 03 30 00 for cast-in-place concrete.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 65 00: Product Delivery Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 00: Execution
F. Section 01 74 00: Cleaning and Waste Management
G. Section 03 30 00: Cast-in-Place Concrete
H. Section 32 13 73: Concrete Paving Joint Sealants

1.3 System Description
A. Furnish and install curing compound which when applied to fresh concrete will form continuous membrane over exposed surface.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Installers of floor surface hardeners shall have minimum of 3 years specialized experience in application of dry shake surface hardeners.

1.5 References
A. ASTM C31 Making and Curing Concrete Test Specimens in Field B. ASTM C156 Water Retention by Concrete Curing Materials C. ASTM C171 Sheet Materials for Curing Concrete
D. ASTM C192 Making and Curing Concrete Test Specimens in Laboratory E. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete F. California Building Code (CBC)
G. California Green Building Standards Code (CALGreen Code) H. Caltrans Standard Specifications – Section 90 Portland Cement Concrete I. Fed Spec UU-B-790A Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellent and Fire Resistant
J. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201-4 “Concrete Curing Materials
K. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303-1.10 “Curing.”

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1.6 Submittals
A. Furnish the following submittals in accordance with ACI 301 and California Building Code.

SUBMITTAL DESCRIPTION
Product Data Required for curing compounds per Product Data requirements.

Installation Instructions Submit materials and methods for curing per Installation Instruction requirements.

Certificate of Compliance For curing compounds, submit Certificate of Compliance with ASTM C309 on City’s request.

Warranty Furnish one-year warranty from date of final acceptance B. In addition to requirements of ACI, refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

1.7 Delivery, Storage and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery storage and handling requirements.

B. Strictly follow ASTM C309 and Manufacturer’s instruction and warranty requirements for delivery, storage and handling of curing compounds.

C. At time of use, maintain pigmented curing compounds in thoroughly mixed condition.

D. Store materials in air-tight containers when not in use.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Curing Compounds
(Water-Based Resin Type)
Use where air quality
regulations prohibit use of
solvent based compounds
Edoco “Aqua Resincure” Kansas City, KS
Euclid Chemical Company “Super Rez Seal” Cleveland, OH
Master Builders Inc. “MB429” Cleveland, OH
Accepted equal
Dampproofing Agent Euclid Chemical Company Cleveland, OH W. R. Meadows Inc. “Sealmastic” Hampshire, IL
Sonneborn Div. Chemrex Inc. “Hydrocide 600” Shakopee, MN Accepted equal
Evaporation Retardant for
Curing
Euclid Chemical Company “Eucobarl” Cleveland, OH
Master Builders Inc. (Confilm) Cleveland, OH
Accepted equal
Floor Hardener
(Surface-Applied)
Burke Company Spartan Cote Cure-Seal Hardener
Euclid Chemical Company “Diamon-Plate” Cleveland, OH
Master Builders Inc. “Lumiplate” Cleveland, OH
Accepted equal
B. Curing compounds shall be compatible and by one Manufacturer capable of providing qualified field service representation.

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

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B. Concrete structural systems shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Curing
Compounds
Conform to ASTM C309 Class B (Resin-type only)
Resin-based liquid which forms continuous membrane over exposed concrete surfaces when applied to fresh concrete.

Do not use sodium silicate compounds.

Water loss ≤ 0.15kg/m2in 24 hours per ASTM C156
Water loss ≤ 0.45kg/m2in 72 hours per ASTM C156
SSPWC (Greenbook) §204-1
Type 1D clear or translucent with fugitive dye
Sheet Curing
Materials
Type 1 Waterproof Paper White polyethylene sheeting
2- mil nominal PE thickness
Permanently bond to waterproof paper per Fed Spec UU-B-790A Loss of moisture per ASTM C156<0.055 grams/cm2
Type 2 Polyethylene Film White
10-mil nominal PE thickness
Loss of moisture per ASTM C156<0.055 grams/cm2
Type 3 White-Burlap
Polyethylene Sheet
White opaque polyethylene film impregnated or extruded onto one side of burlap
4-mil nominal PE thickness
Burlap weight 9oz/sy or greater
Loss of moisture per ASTM C156<0.055 grams/cm2
Type 4 Burlap Weight ≥ 10oz/yard 40” wide
Natural Cellulose Fabric
Sheet
White
Tensile Strength (Transverse Direction) 3,700 psi min per ASTM D882
Tensile Strength (Machine Direction) 2,800 psi min per ASTM D882 Absorption 800% min WSP 10.1
Reflectance > 70% per ASTM E1447
Curing Mats Heavy Shag Rugs,
Carpets or Cotton Mats
Quilted at 4” on center
Minimum dry weight of 12 oz/sy
Dampproofing Coal Tar Two coats of single-component self-priming heavy duty material.

Floor Hardener Manufacture Premeasured, premixed and prepackaged at factory Application Rate 1.8-2.5 lb per square foot.

Evaporation Retarder Monomolecular film evaporation retarder recommended by floorhardener Manufacturer to maintain moisture during early curing C. Materials furnished for Work shall conform to requirements of ACI 301 §201, §203, and §204 of as applicable.

PART 3 - EXECUTION

3.1 Preparation
A. Protect uncured concrete from exposure to rain, runoff or groundwater.

B. Surface defect repairs that cannot be made within 2 hours following form removal shall be delayed until after curing compound has been applied.

3.2 Installation/Application
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete”

3. Other applicable building and CalGreen code requirements

4. ACI 301 Structural Concrete for Buildings Chapter 8.

5. ACI 318 Building Code Requirements for Reinforced Concrete

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6. ACI 350 Code Requirements for Environmental Concrete Structures

7. Manufacturer’s installation and warranty requirements

8. Standard Specifications for Public Works Construction §303-1.10 “Curing.” C. Where hydrophobic waterproofing admixtures are added, admixture Manufacturer’s installation and warranty requirements shall also be followed.

D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Finished surfaces shall be cured using methods and duration similar to that for adjacent concrete.

F. Concrete floor slab surface hardeners shall be applied as follows:

1. Notify surface hardener Manufacturer at least 3 days before initial use of product.

2. Place job mockup of 100 square feet using materials proposed for project as follows.

3. After concrete has been leveled and as soon as concrete will support operator and machine without disturbing level or working up excessive fines, float surface of slab using mechanical float fitted with float shoes.

4. Following floating, apply ½ to ⅔ of total amount of dry shake surface hardener so uniform distribution of surface hardener is obtained. Use of mechanical spreader is recommended.

5. Do not place dry shake on concrete surface when bleed water is present.

6. Once shake has absorbed sufficient moisture (indicated by darkening of shake), float the surface.

7. Immediately apply remaining ⅓ to ½ of shake and allow to absorb moisture.

8. Use finishing machines with detachable floor shoes. Compact surface by a third mechanical floating if time and set of concrete allow this. Do not add water to surface.

9. As surface further stiffens, indicated by loss of sheen, hand or mechanically trowel with blades set relatively float. Remove all marks and pinholes in final raised trowel operation.

10. Cure finished floors using fill-forming curing compound recommended by surface hardener Manufacturer. Uniformly apply curing compound over entire surface at coverage providing moisture retention in excess of requirements of ASTM C309.

11. Maintain ambient temperature of at least 50°F throughout curing period.

12. Factory-trained full-time representative of surface hardener shall be present during installation of mockup and initial period of installation to advise on proper use of product.

13. After review of mockup, revise materials and procedures as recommended by surface hardener representative to obtain acceptable surface finish.

14. Complete application of floor hardener using same controls and procedures used in mockup with revisions recommended by surface hardener representative to obtain acceptable surface finish.

15. Keep floors covered and free of traffic and loads for at least 14 days after completion.

G. Concrete curing shall proceed as follows:

SURFACE DESCRIPTION
Unstripped
Forms
Method 1: Wet wood forms completely after concrete has been placed, and keep wet with water until forms are removed. For steel forms, keep exposed concrete surfaces continuously wet until forms are removed. If forms are removed within 14 days of placing concrete, continue curing as described for surfaces with forms removed
Construction
Joints between
Footings &
Walls
Method 2: Cover surface with burlap mats. Wet mats with water for duration of curing period until concrete in walls has been placed. Do not apply curing compound to these surfaces.

Encasement
Concrete &
Method 3: Cover surface with moist earth 4 to 24 hours after concrete is placed. Earthwork operations that may damage concrete shall not begin until at least 7 days after concrete is placed.

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SURFACE DESCRIPTION
Thrust Blocks
Concrete
Surfaces not
Described
Elsewhere
Method 4: As soon as concrete hardens enough to prevent marring on unformed surfaces, and within 2 hours after form removal, spray surface with liquid curing compound.

Apply 2 coats according to Manufacturer’s application instructions.

Apply first coat as soon as finished concrete surface reaches uniformly damp appearance with no free water on surface.

Allow first coat to dry but not more than 4 hours, then apply second coat perpendicular to first coat.

Cover no more than 200 square feet of surface per gallon with uniform film that seals thoroughly.

Do not damage seal during curing. If seal is damaged or broken, apply additional curing compound over damaged portion.

Where curing compound is accidentally applied to surfaces against which concrete is to be subsequently placed, remove curing compound by wet sandblasting just before placing new concrete.

Where concrete is placed adjacent to panel coated with curing compound, apply curing compound to all previously coated panel areas within 6’ of joint and apply to any other location where curing membrane is disturbed.

Following curing, remove all visible traces of curing compound in such manner that surface finish is not damaged.

Floor Slabs on
Grade
Method 5: Before curing medium is applied, keep entire surface damp using nozzles that atomize flow so surface is not marred or washed.

Apply curing material using Method 4 described above.

After 1 hour but not more than 4 hours have elapsed after applying curing material, wet surface with water delivered through fog nozzle. Place concrete curing blankets on slab, with edges butted together and with joints between strips sealed with 2” wide strips of sealing tape or with edges lapped at least 3” and fastened with waterproof cement to form continuous watertight joint.

During first 3 days of curing, no traffic and no depositing of materials shall be permitted on curing blankets. After 3 days, traffic or material deposits shall only occur on top of ⅝” minimum plywood sheets laid over curing blankets.

Leave curing blankets in place for 14 days. Add water under curing blanket as often as necessary to maintain damp concrete surfaces. Do not remove curing blankets until after concrete for adjacent work has been placed. Should curing blankets tear or become damaged, replace damaged sections.

Surfaces with
Forms Removed
& Slabs not on
Grade
Keep concrete continuously wet by applying water for at least 14 consecutive days beginning immediately after concrete reaches final set or after forms are removed. Before curing medium is applied, keep entire surface damp using nozzles that atomize flow so surface is not marred or washed.

Use heavy curing mats secured in place with weights along edges to continuously retain moisture during curing period. Use sprinklers or other means to maintain moist surface condition during and after normal working hours.

At end of curing period, remove curing medium. Rewet any dry spots and apply curing compound in accordance with Method 4 above.

H. Excess curing water shall be disposed of in manner that avoids damage to Work.

I. Allow concrete to cure at least 14 days before applying architectural finishes.

3.3 Field Quality Control
A. Refer to Section 03 30 00 for field testing and inspection of concrete.

B. Special inspection and field testing of Class AA and Class A concrete required by Chapter 17 of CBC (Table 1704.4) shall be completed by ICBO-certified special inspector selected by City and shall include:

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ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Class AA Concrete,
Class A Concrete
and Concrete
having f’c
exceeding 2500 psi
Curing
Temperature
and
Techniques
ACI 318, Sec. 5.11-

5.13, & CBC 1913.9
Periodic per CBC
Table 1704.4
City Contractor to
reimburse City
for costs of first
deputy
inspector if reinspection is
required
Curing Compound Local
Application
Rate
Within 50 square foot
per gallon of specified
rate per California Test
535
As directed City Contractor
Average
Application
Rate
Within 25 square foot
per gallon of specified
rate per California Test
535
As directed City Contractor

3.4 Protection
A. Protect concrete against injury until final acceptance by City.

END OF SECTION

1-22-dp 07 92 00 - Joint Sealants - 1 of 8
SECTION 07 92 00

JOINT SEALANTS
PART 1 - GENERAL

1.1 Work Included
A. Specifications and installation of expansion/contraction joint fillers. and joint sealants.

1.2 Related Work
A. Section 01 10 01: Summary of Work and Sequence of Construction B. Section 01 22 00: Unit Prices
C. Section 01 33 00: Submittal Procedures
D. Section 01 40 00: Quality Requirements
E. Section 01 65 00: Product Delivery Requirements
F. Section 01 66 00: Product Storage and Handling Requirements G. Section 01 73 00: Execution
H. Section 03 00 00: Cast-in-Place Concrete

1.3 Definitions
A. Preformed joint fillers should meet one of the following ASTM D1752 criteria:

1. Type I: Sponge rubber

2. Type II: Cork

3. Type III: Bituminous fiberboard
B. Specified joint sealants ASTM C920 type, grade, and class definitions shall be:

1. Type S systems shall be single-component.

2. Type M systems shall be multi-component.

3. Grade P systems shall be pourable.

4. Grade NS systems shall be non-sag.

5. Class XX shall represent the movement capability in percent in each direction from rest position.

6. Class XX/YY shall represent the moment capability in percent of expansion/contraction.

C. Exposure Use codes shall be:

1. T – Traffic

2. NT – Non-Traffic
D. Substrate Use codes shall be:

1. G – Glass

2. M – Mortars

3. A – Aluminum

4. O - Other

1.4 System Description
A. Where required throughout Work to provide joint filler for new concrete to existing concrete.

1. Install in conformance with Manufacturer’s Application Instructions and compliance with applicable building, fire, mechanical, and plumbing codes and standards.

2. Refer to Drawings for thickness and depth extents of joint filler.

3. Finished sealant systems shall provide watertight and airtight continuous joint seals without staining or deteriorating joint substrates.

1-22-dp 07 92 00 - Joint Sealants - 2 of 8
B. Caulking, if noted, shall be synonymous with sealant.

1.5 Quality Assurance
A. Installer shall have successfully completed, within previous 3 years, ≥3 joint sealer applications similar in type and size of this project.

B. Installer shall be authorized by sealant Manufacturer to install their product.

C. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

D. All joint sealant materials for 1 application shall be products of 1 Manufacturer.

E. Primers, joint fillers, sealants, and related materials shall be compatible with one another and with substrates under expected service conditions.

F. Joint fillers and primers shall cause no discoloration or staining of sealants.

G. Sealants shall not stain adjacent surfaces.

1. Repair surfaces and replace sealants in Work where staining occurs.

H. Factory testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Sealants Adhesion ASTM C719 or ASTM C794 1 prototype
for each
sealant and
substrate
Contractor Contractor
Compatibility ASTM C1087
Stain Testing ASTM C510, ASTM C1248, or ASTM D2203
(for nonstaining sealants)
Immersion
Adhesion
ASTM C1247 (for sealants contacting water)

1.6 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. AASHTO M 213 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction

2. ASTM D 1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction

3. Corps of Engineers CRD-C 508 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction.

1.7 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
MANUFACTURER’S LITERATURE
Product Data Submit per Product Data requirements.

Submit letter from Manufacturer stating Manufacturer has reviewed application and proposed products are adequate..

Application Instructions Submit per Application Instruction requirements.

SAMPLES
Color Charts Submit Manufacturer’s standard color charts to allow City to select color choices to match adjacent Work for products exposed to view.

Material and Color Samples Submit sample of sealants in City-selected colors to allow City to field-verify and finalize color selection and matching of adjacent Work for products exposed to view.

Submit upon City’s request additional samples for City testing to verify conformance to Specified requirements
Clearly mark samples with Manufacturer’s name and product identification.

Materials installed prior to color acceptance by City will be subject to removal and replacement with City-accepted material.

Color of finished sealant shall match accepted color samples.

1-22-dp 07 92 00 - Joint Sealants - 3 of 8

SUBMITTAL DESCRIPTION

QUALITY ASSURANCE AND CONTROL SUBMITTALS
Certificate of Compliance Submit sealant system certification per Certificate of Compliance requirements.

Test Record Transcripts Submit for factory tests per Test Record Transcript requirements on City’s request.

Show vendor name, type of joint sealant, date and point of delivery, quantity, ticket number, lot number, and results of required test.

Submit preconstruction field-adhesion test results upon request.

Submit field quality control adhesion test reports upon request.

B. Refer to Section 01 33 00 for definition of requirements for Product Data, Application Instructions, Certificates of Compliance, and Material Samples.

1.8 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of joint sealants.

C. Manufacturer’s labels shall bear name of Manufacturer, product name and designation, color, expiration period for use, pot life, curing time and mixing instructions for multi-component materials.

D. Labels shall state material conforms to specified standards.

E. Store materials in a clean, dry area in accordance with the manufacturer's instructions.

F. Protect materials during handling and application to prevent damage.

1.9 Project Site Conditions
A. Refer to Section 01 10 01 for full list of project site conditions.

1.10 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for joint sealants.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable joint filler Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION

JOINT FILLER PRODUCTS
Polyethylene Foam Filler Sealed Air Corporation “Ethafoam SB” Elmwood Park, NJ (201) 791-7600 Hercules Inc Plastic Products Group
Industrial Systems Department
“Minicell”
Middletown, DE (302) 378-3100
W R Meadows Sealtight “Deck-OFoam” Expansion Joint FillerHampshire, IL (847) 214-2100 Accepted equal
Closed-Cell Sponge Rubber Foam
Filler
American National Rubber
“Rubberlite”
Ceredo, WV (304) 453-5012
Armacell “Armaflex” Chapel Hill, NC (800) 866-5638
Armacell “Ensolite” Chapel Hill, NC (800) 866-5638
Cypress Sponge “Rubberite” Santa Ana, CA (714) 546-6464 Monmouth Rubber and Plastics Corp
“Durofoam”
Long Branch, NJ (888) 362-6888
RBX Industries “Rubatex Insul-Tube
180”
Roanoke, VA (540) 561-6000
RBX Industries “Rubatex Cord” Roanoke, VA (540) 561-6000

1-22-dp 07 92 00 - Joint Sealants - 4 of 8

ITEM MANUFACTURER MANUFACTURER LOCATION
Tremco, Inc / RPM Presstite Beachwood, OH (866) 321-6357 Williams Products, Inc Everlastic 1300 Troy, MI (800) 521-9594 W R Meadows Sealtight “Sponge
Rubber”
Hampshire, IL (847) 214-2100
Accepted equal
A. Acceptable self-leveling (Grade P pourable) sealant Manufacturers for horizontal surface Work include:

ITEM MANUFACTURER MANUFACTURER LOCATION

POLYURETHANE OR POLYSULFIDE POURABLE SEALANTS
Sealant Type “A”
Type M Grade P
Exposure Use T
Bostik Inc Chem-Calc 550 Temecula, CA (951) 296-6425
Pecora Corporation Dynatrol® II-SG Harleysville, PA (800) 523-6688 Products Research and Chemical Corporation /
Courtaulds RC-2SL
Glendale, CA (818) 240-2060
Sika AG, Sikaflex 2C Lyndhurst, NJ (800) 933-7452
Sonneborn / Chemrex SL2 Petrolia, PA (724) 756-2210
Accepted equal
B. Sealants shall have normal curing schedules, shall be non-staining and colorfast, and shall resist deterioration due to ultraviolet radiation.

C. Use polysulfide-based sealants in areas to be exposed to chlorine gas or chlorine liquid splash or spillage.

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Adhesives, sealants and caulks used on Work shall comply with VOC limits set forth in CALGreen Code §5.504.4.1 and South Coast Air Quality Management Division (SCAQMD) Rule 1168.

C. Joint fillers shall be compatible with sealants.

D. Materials for self-leveling (Grade P pourable) and other sealants for horizontal surface Work shall be:

ITEM MATERIAL SPECIFICATION
SSPWC (Greenbook)
Sealant Type “A”
Polyurethane for
Horizontal Surfaces
Self-Leveling 1- or 2-
Component Polyurethane
or Polysulfide
Conform to ASTM D5893
Conform to ASTM C920 Type M or S Class 25
Conform to SSPWC (Greenbook) §201-3.4 and CalTrans
State Specification 8030-61J-01
Conform to Fed Spec TT-S-00227E Type I and
Sealant shall develop 20-35 Shore hardness
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

Sealant Type “A25”
Sealant (Use for
horizontal joints not
exposed to fuel spillage)
Self-Leveling 2-Component
Polyurethane or
Polysulfide
Conform to ASTM C920 Type M Class 25 Conform to Fed
Spec TT-S-00227E (3) Class A, Type I
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

Self-Leveling 1-Component
Polyurethane or
Polysulfide
Conform to ASTM C920 Type S Class 25 Conform to Fed
Spec A-A-1556, Class A, Type I
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

E. Materials for joint fillers shall be:

ITEM MATERIAL SPECIFICATION
Pre-Molded Joint Filler Sponge rubber, cork, or
bituminous fiberboard.

Conform to ASTM D1752,
Resilient, flexible, non-extruding, expansion-contraction joint filler suitable for concrete slabs and pavements
subject to vehicular loading.

1-22-dp 07 92 00 - Joint Sealants - 5 of 8
F. Joint Sealant Schedule: Use the following sealants

APPLICATION JOINT SEALANT SPECIFICATION

EXTERIOR APPLICATIONS
Horizontal nontraffic and traffic isolation
and contraction joints in cast-in-place
concrete slabs
Multicomponent pourable
urethane sealant
SSPWC (Greenbook) Sealant Type “A”
Type M Grade P
Exposure Use T
G. Do not use non-elastic putty-type compounds.

H. Do not modify sealants by adding liquids, solvents, powders, or admixtures.

I. Sealant compounds shall be of proper consistency to be readily worked and not be affected by vibration or by long exposure to outside climate and temperature.

1. Sealant compounds shall form thin, tough, elastic film on surface, but remain permanently plastic underneath.

2. Sealant compounds shall contain no acid nor ingredients which will stain stone, corrode metal or have an injurious effect on painting.

3. Sealant compounds shall be colored to match adjacent work.

J. Special sealants called for elsewhere shall be provided and installed as directed by Manufacturer.

PART 3 - EXECUTION

3.1 Preparation
A. Examine area to receive expansion/contraction joint filler. Notify engineers if areas are not acceptable. Do not being application until unacceptable conditions have been corrected.

B. Caulking, sealants, and moisture protection shall be complete systems, applied only by competent waterproofing specialty contractor with successful record of performance in similar installations.

1. Specialty contractor shall be authorized by sealant Manufacturer.

C. Make field measurements, tests, and observations needed to apply joint sealants before submitting Product Data or ordering.

D. Perform preconstruction field-adhesion tests as follows:

1. Prior to applying sealants, field-test and verify adhesion to joint substrates using ASTM C1193 Method A.

2. For joints with dissimilar substrates, verify adhesion to each substrate separately.

3. Verify adhesion is adequate.

4. Modify joint preparation recommendations for failed joints, and retest.

5. Submit written test report.

E. Prepare joints, spaces, and surfaces to be sealed as follows:

1. Clean joint in accordance with ASTM C1193.
a. Use solvents recommended in Manufacturer’s Application Instructions.

2. Consult Manufacturer for surfaces not covered in Application Instructions.

3. Remove curing compounds, form-release agents, dirt, dust, mortar, oil, loose materials and foreign matter which may affect adhesion of sealant.

4. Remove foreign material, dust, old joint sealants, laitance, form-release agents, oil, water, frost, dirt, grease or bituminous or resinous materials with accepted solvent or commercial degreasing agent in accordance with Manufacturer’s Application Instructions. a. If recommended by Manufacturer, remove paint, water repellants, waterproofing, and protective coatings.

1-22-dp 07 92 00 - Joint Sealants - 6 of 8
b. Clean porous concrete, masonry and unglazed ceramic joint substrates by brushing, grinding, blast cleaning, mechanical abrasion, or combination of these methods to produce clean, sound substrate capable of developing optimum bond with joint sealants.
c. Remove loose particles remaining after cleaning by vacuuming or blowing out joints with oil-free compressed air.

5. Etch concrete or masonry surfaces with 5% muriatic acid solution to remove excess alkalinity, unless sealant Manufacturer's printed instructions indicate alkalinity does not interfere with sealant bond and performance.
a. Neutralize etched surfaces with dilute ammonia solution. b. Rinse off ammonia with water and allow to dry before sealant installation.

6. Dry joint surfaces by applying heat or compressed air.

7. Protect elements surrounding Work from damage or disfiguration. a. Mask areas adjacent to joint with waterproof, pressure-sensitive masking tape.

8. Verify surfaces are clean, dry, free from dust, loose mortar, and other foreign materials, and ready to receive Work.
a. Joint measurements and surface conditions shall be as recommended by sealant Manufacturer.

9. Where required by Manufacturer, prime sides of joints at porous materials immediately prior to caulking or sealing.
a. Confine primers to areas of joint-sealant bond with no spillage or migration onto adjacent surfaces.
b. Use masking tape where required to prevent harmful sealant or cleaning material contact with adjoining surfaces.
c. Remove tape immediately after tooling without disturbing joint seal.

10. Sealant joints in concrete walks, slabs, and paving subject to traffic shall be 75% of joint width, ranging from ⅜”- ¾” deep depending on joint width. a. No joint shall BE >1” width.

11. Sealant depth in joints in buildings shall be ≥½ x joint width but ≥⅛” deep and ≥¼” wide. a. No joint shall be >½” deep nor >1” wide.

F. Do not apply caulking or sealant when:

1. Compound, air, or substrate temperature is <40°F.

2. Joint substrates are wet.

3. Contaminants capable of interfering with adhesion have yet to be removed from joint substrates.

4. Joint widths are less than allowed by sealant Manufacturer for application.

G. Report unsatisfactory conditions to City’s Representative.

1. Do not apply caulking until such conditions have been corrected.

H.

3.2 Application
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Install expansion/contraction joint filler as follows:

1. In accordance with manufacturer's instructions.

2. Attach expansion joint filler securely to the existing concrete wall with tape or mechanical fasteners prior to pouring the concrete slab.

1-22-dp 07 92 00 - Joint Sealants - 7 of 8

3. Ensure that the expansion joint filler is level with the desired slab surfaces prior to finishing.

C. Apply self-leveling Grade P pourable Type “A Seal systems as follows:

1. Top edge of seal shall remain in continuous contact with sides of groove over entire range of joint movement.

2. Such contact shall not break when thumb pressure is applied vertically to centerline of seal.

3. Seal shall resist intrusion of foreign material and water.

4. Cut grooves for joint seals to uniform width and depth and to alignment shown on Plans or ordered by City’s Representative.

5. Both sides of groove shall have sawcut surfaces to full depth, exposing sound concrete.

6. Concrete saw for cutting grooves shall be fitted with diamond blades having core (disk) thickness ≥3/16”.

7. Use double-blades, cutting both sides of groove simultaneously for initial cut.

8. Completed groove measured at top shall be within ±⅛” of Plan width.

9. Groove width measured at bottom shall not vary from top width by >1/16” for each 2” of cut.

10. Immediately following cutting, bevel lip of groove by grinding as shown on Plans.

11. Thoroughly wash groove with water under pressure and blast with high-pressure air jets to remove residue and foreign materials.

12. At least 48 hours prior to installing seal, repair spalls, fractures, breaks, or voids in concrete surfaces by methods acceptable to City’s Representative.

D. Clean excess materials from finished surfaces as soon as caulking or sealing in area is completed.

1. Remove thin films of cured compound with stripping compound. a. Do not use abrasives.

2. Do not damage finished surfaces when removing excess sealant and caulking materials.

E. Cure caulking and sealants in accordance with Manufacturer’s Application Instructions.

1. Do not disturb seal until cured.

2. Repair damaged caulking

3. Remove joint sealant which, after Manufacturer’s recommended curing time for job conditions, fails to fully and properly cure.
a. Sandblast groove to remove traces of uncured or partially cured sealant and primer, and reseal with indicated joint sealant.

F. Sealed joints shall be watertight.

END OF SECTION

1-22-dp 07 92 00 - Joint Sealants - 8 of 8

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7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 1 of 6 SECTION 31 05 16

AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK
PART 1 - GENERAL

1.1 Work Included
A. Materials and installation of rock, stone, crushed rock, rock dust, gravel and sand.

B. Refer to Section 32 12 16 for materials used for asphalt concrete.

C. Refer to Section 03 30 00 for materials used for concrete aggregate.

D. Except as modified herein, aggregate and rock products shall conform to Standard Specifications for Public Works Construction (Greenbook) §200.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 65 00: Product Delivery Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 00: Execution
F. Section 02 41 13: Selective Site Demolition
G. Section 03 30 00: Cast-in-Place Concrete
H. Section 31 23 00: Excavation and Fill
I. Section 32 12 16: Asphalt Paving Systems Conforming to Greenbook Specifications

1.3 Quality Assurance
A. Rock products shall be clean, hard, sound, durable, uniform in quality, and free of any detrimental quality of soft, friable, thin, elongated or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

B. Plant testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Crushed
Rock and
Rock Dust
Sieve Analysis California Test Method 202
Meet requirements below in
Part 2
1 each source
for each
gradation used
Contractor Contractor
Fractured Faces Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Gravel Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Crushed
Rock
Percentage
Wear
ASTM C131
Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Caltrans
Class 2
Aggregate
Base
Sieve Analysis California Test Method 202
Meet requirements below in
Part 2
1 each source
for each
gradation used
Contractor Contractor
C. Percentages referred to herein shall be by weight.

7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 2 of 6

1.4 References
A. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate
B. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine
C. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates D. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method E. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table F. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density
G. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
H. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates I. California Test Method 217 Sand Equivalent
J. California Test Method 229 Durability Index
K. California Test Method 301 Resistance "R" Value of Treated and Untreated Bases, Subbases and Basement Soils by Stabilometer
L. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Test Results Required for all rock products

1.6 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery storage and handling requirements.

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

PART 2 - PRODUCTS

2.1 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Rock products shall be clean, hard, sound, durable, uniform in quality and free of any detrimental quantity of soft, friable, thin, elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance. Unless otherwise specified, products shall meet requirements of Standard Specifications for Public Works Construction (Greenbook) §200 and the following:

ITEM DESCRIPTION
Crushed Rock and Rock
Materials
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-1.2 (B)
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Fractured Faces At least 50% of particles retained on ⅜” sieve shall have 3 or more fractured faces
Less than 5% shall show no fractured faces
Gravel Less than 10% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Crushed Aggregate Base
(See Standard Specifications
R-Value
per California Test Method 301
80 minimum

7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 3 of 6

ITEM DESCRIPTION
for Public Works Construction
(Greenbook) Table 200-2.2.3
(A)
Sand Equivalent
per California Test Method 217
50 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
40 minimum
Specific Gravity
Per ASTM C127

2.58 minimum
Crushed Miscellaneous Base
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.4.3
(A)
R-Value
per California Test Method 301
78 mInimum
Sand Equivalent
per California Test Method 217
35 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
40 minimum
Gravel Less than 15% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Brick
Per California Test Method 202
Less than 3% brick by weight
No brick particles shall be retained on No. 4 sieve
Processed Miscellaneous Base
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.4.3
(A)
R-Value
per California Test Method 301
78 mInimum
Sand Equivalent
per California Test Method 217
35 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
35 minimum
Gravel Less than 75% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Brick
Per California Test Method 202
Less than 3% brick by weight
No brick particles shall be retained on No. 4 sieve
Select Subbase
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.6.3
(A)
R-Value
per California Test Method 301
60 mInimum
Sand Equivalent
per California Test Method 217
20 minimum
Gravel Fractured Faces. No particles shall have more than one fractured face.

Pervious Backfill Processing Washed clean of fines and dust Sand Composition Natural or manufactured granular material or combination thereof, free of deleterious amounts
of inorganic material, mica, loam, clay and other
substances unsuitable for sand’s intended
purpose.

Aggregate for Portland Cement
Concrete
Refer to Section 03 30 00
Aggregate for Mortar Sand Refer to Section 04 05 00
C. City’s Representative may waive percentage wear requirements in table above provided durability index requirements shown are met.

7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 4 of 6 D. Crushed rock and rock materials shall meet the following gradations: (from Standard Specifications for Public Works (Greenbook) Table 200-1.2.1.(A)

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
1”

CRUSHED
ROCK
¾”

CRUSHED
ROCK
½”

CRUSHED
ROCK
⅜”

CRUSHED
ROCK
¼”

CRUSHED
ROCK
3/16”

CRUSHED
ROCK
ROCK
DUST
1½” 100%
1” 90-100% 100%
¾” 30-60% 90-100% 100%
½” 0-20% 30-60% 90-100% 100%
⅜” 0*20% 20-60% 90-100% 100%
¼” 100%
No. 4 0-5% 0-5% 0-15% 30-60% 75-100% 100% 90-100%
No. 8 0-5% 0-10% 0-25% 40-75%
No. 16 0-5% 0-10%
No. 30 20-60%
No. 200 0-2% 0-2% 5-20%
ASTM C131
Test
Grading

A B B C D D
E. Where called for on Plans, “Caltrans Class 2 Aggregate Base” shall conform to gradation below. Contractor may choose from either 1½”-Maximum or ¾”-Maximum grading, but once a grading is selected, it shall not be changed without written authorization from Owner’s Representative. If on any day, material furnished meets contract compliance requirements but falls outside of operating range, material placement may continue for remainder of that day, after which substitute material shall be furnished complying with requirements for “Operating Range” to City’s Representative’s satisfaction.

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
1½” MAXIMUM CLASS 2 AGGREGATE
BASE
¾” MAXIMUM CLASS 2 AGGREGATE
BASE

OPERATING
RANGE
(MOVING

AVERAGE)

CONTRACT

COMPLIANCE
(SINGLE TEST)

OPERATING
RANGE
(MOVING

AVERAGE)

CONTRACT

COMPLIANCE
(SINGLE TEST)
2” 100% 100%
1½” 90-100% 87-100%
1” 100% 100%
¾” 50-85% 45-90% 90-100% 87-100%
No. 4 25-45% 20-50% 35-60% 30-65%
No. 30 10-25% 6-29% 10-30% 5-35%
No. 200 2-9% 0-12% 2-9% 0-12%
F. Where called for on Plans, Greenbook Crushed Aggregate Base shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.2.2)

PERCENTAGE PASSING SIEVES BY WEIGHT

SIEVE SIZE CRUSHED AGGREGATE BASE GRADATION
1½” 100%
¾” 90-100%
⅜” 50-80%
No. 4 35-55%
No. 30 10-30%
No. 200 2-9%
ASTM C131 Test Grading B
G. Where called for on Plans, “Crushed Miscellaneous Base” or “Processed Miscellaneous Base” shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.4.2)

7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 5 of 6

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE SIZE “COARSE”

CRUSHED MISCELLANEOUS

BASE GRADATION
“FINE”

CRUSHED MISCELLANEOUS

BASE GRADATION
2” 100%
1½” 85-100% 100%
¾” 50-85% 85-100%
⅜” 55-75%
No. 4 25-45% 35-60%
No. 30 10-25% 10-30%
No. 200 2-9% 2-9%
ASTM C131 Test Grading A B
H. Where called for on Plans, “Select Subbase” shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.6.2)

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE SIZE “COARSE”

SELECT SUBBASE

GRADATION
“FINE”

SELECT SUBBASE

GRADATION
1½” 100%
1” 100%
No. 4 55-75% 70-100%
No.16 30-75% 40-90%
No. 30 15-40% 20-60%
No. 200 0-25% 0-30%
ASTM C131 Test Grading A B
PART 3 - EXECUTION

3.1 Installation
A. Refer to Section 01 73 00 for execution and installation requirements.

B. Furnish and install aggregate and rock products at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Other applicable building code requirements

3. Requirements of contract-referenced soils reports and investigations.

D. Refer variances between above documents and Contract Documents to City’s Representative.

3.2 Field Quality Control
A. City’s Representative will provide continuous inspection of rock products as placed and compacted.

B. City’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

C. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Backfill or
Soil
Prepared
Sampling ASTM D75 As directed Contractor Contractor
Sieve Analysis ASTM C136 or California
Test Method 202
As directed Contractor Contractor

7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 6 of 6

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
in Place Sand Equivalence California Test Method
217
As directed Contractor Contractor
D. Allow sufficient time for testing and evaluation of results before material is needed. City’s Representative will be sole and final judge of suitability of materials.

E. Do not deliver or place aggregate and rock materials prior to City’s acceptance of submitted test results.

F. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by City’s Representative.

END OF SECTION

3-18-vw 31 05 50 – Protecting Existing Utilities - 1 of 12 SECTION 31 05 50

PROTECTING EXISTING UTILITIES
PART 1 - GENERAL

1.1 Work Included
A. Materials and procedures to protect existing underground utilities.

B. Materials and procedures to connect to existing underground utilities.

C. Utilities shall include but not be limited to the following, irrespective of ownership:

1. Pipelines (including irrigation lines),

2. Conduits

3. Transmission lines and overhead wires

4. Pipelines, conduits, and appurtenances of “Public Utilities” (as defined in Public Utilities Act of the State of California),

5. Pipelines, conduits, and appurtenances of private industry, business, or individuals solely for their own use or their tenants,

6. Storm drains,

7. Sanitary sewers,

8. Culverts

9. Street lighting,

10. Traffic signal systems,

11. Duct banks,

12. Telephone cables,

13. Power lines,

14. Cable television,

15. Fiber optic lines,

16. Gas lines,

17. Petroleum lines,

18. Transmission cables,

19. Completely buried structures.

D. Refer to City of Corona Standard Drawing 419 for utility separation requirements.

E. Refer to City of Corona Standard Drawing 421 for cut-in tee requirements.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 73 00: Execution
C. Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Pipelines D. Section 33 30 31: PVC Gravity Sewer Pipe

1.3 References
A. ASCE 38 Standard Guidelines for the Collection and Depiction of Existing Subsurface Data B. ASTM C143 Slump of Hydraulic Cement Concrete
C. ASTM C425 Compression Joints for Vitrified Clay Pipe and Fittings D. ASTM C700 Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated

3-18-vw 31 05 50 – Protecting Existing Utilities - 2 of 12

1.4 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings for
Supporting Pipe and
Utilities Crossing
Trenches
Required when utilities to be supported exceed 16” diameter or any transverse dimension.

Required when requested in writing by City's Representative Engineering
Calculations
Submit for pipe supports for existing utilities greater than 24” in any dimension. If concrete beams are used as supports, calculations shall take into account concrete strength based on days elapsing between placing concrete and trenching beneath concrete beams. Do not use 28-day strength unless concrete will be at least 28 days old when beam is placed in service.

B. Refer to Section 01 33 00 for definition of requirements for shop drawings and engineering calculations.

1.5 Project Conditions
A. Design Engineer has attempted to show approximate location of buried utilities on Plans pursuant to Utility Quality Level D (QLD) as defined in ASCE 38. These approximate locations are based on:

1. Record maps requested and received during design from utilities identified through an inquiry to Underground Service Alert and utilities.

2. Comments received from Utilities after their review of preliminary plans showing record drawing information.

3. Field reconnaissance and plotting of approximate locations of readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

4. Design Engineer’s professional judgment in correlating record map information to observed surface features
B. Utility locations on Plans are based solely on the above. Plotted locations may not accurately reflect subsurface conditions.

C. Prior to excavation, and prior to submittal of cut sheets for pre-engineered pipe, Contractor shall pothole and determine precise locations of all utilities which are:

1. Shown on plans

2. Identified by Underground Service Alert

3. Evident from readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

4. Identified by Contractor by walking alignment using a reliable electronic pipe finder.

D. Power trench excavating equipment may only be used when and where all the following conditions exist.

1. Contractor has notified Underground Service Alert and all known Utility Owners at least 2 working days before excavating.

2. Contractor has thoroughly searched entire excavation route using a reliable electronic pipe finder and has pre-marked horizontal locations of conflicts.

3. Utilities shown on Plans have been potholed 1,300’ in advance of excavation as needed to verify locations.

4. No pipelines carrying gas, petroleum, explosives, hazardous materials, or other regulated contaminants are believed to be within 5’ of area to be excavated.

5. City's Representative is continuously present during excavation.

3-18-vw 31 05 50 – Protecting Existing Utilities - 3 of 12 E. Power equipment specifically designed and manufactured for potholing existing utilities is exempt from the above restrictions.

F. Hand excavation shall be used

1. In areas where buried gas, petroleum, explosives or hazardous material piping is known to be present

2. In areas where electrical, fiber optic or communications conduit is known to be present.

3. In first 5 feet below existing grade where drilling or auguring equipment is used.

G. Pursuant to California Government Code §4215,

1. City will be responsible “for timely removal, relocation, or protection of existing main or trunk line utility facilities located on the site” if such utilities are not identified by City in Contract Documents.

2. City will compensate Contractor for documented “costs of locating, repairing damage not due to the failure of the Contractor to exercise reasonable care, and removing or relocating such utility facilities not indicated in the plans and specifications with reasonable accuracy, and for equipment on the project necessarily idled during such work.”

3. “Contractor shall not be assessed liquidated damages for delay in completion of the project when such delay was caused by the failure of the public agency or the owner of the utility to provide for removal or relocation of such utility facilities.” H. Pursuant to California Government Code §4216, City’s liability shall be limited to reimbursement of costs due to utility facilities either not shown on Contract Documents, or shown on Contract Documents at locations more than 2’ vertically or 5’ horizontally in error from field locations, except where location of said utilities are evident from surface features or staked correctly by Underground Service Alert.

I. City will not indicate presence of existing irrigation lines, service laterals, or appurtenances when presence of utilities on Project site can be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, landscaping, and control boxes on or adjacent to Work site. City will identify main or trunk lines in Contract Documents.

J. Contractor shall make their own investigations, including exploratory investigations, to determine or verify locations and type of existing service laterals or appurtenances when their presence can be inferred from presence of other visible facilities.

K. Immediately notify City and Utility in writing if Contractor discovers:

1. Utility facilities not shown on Plans

2. Utility facilities in field locations different than shown on plans.

3-18-vw 31 05 50 – Protecting Existing Utilities - 4 of 12 L. Pursuant to California Administrative Code Title 22 §64572 and intent of Plans, separations shall be maintained between new and existing utilities as follows:

REQUIRED WALL-TO-WALL SEPARATIONS FOR PARALLEL PIPELINES NEW

UTILITY

SEPARATION FROM EXISTING HORIZONTAL

SEPARATION

VERTICAL SEPARATION
(not required if horizontal
separation > 10’)
Water Mains Sewers ≥ 10’ horizontal New invert 12” above top of sewer Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
≥ 4’ horizontal New invert 12” above top of pipe
Storm Drains ≥ 4’ horizontal New invert 12” above top of pipe Sewers or
Nonpotable
Pipelines
Potable or Raw Water Mains at
pressures < 5 psi
≥ 25’ horizontal New soffit 12” below pipe invert
Potable or Raw Water Mains ≥ 10’ horizontal New soffit 12” below pipe invert Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
≥ 4’ horizontal New soffit 12” below pipe invert
Storm Drains ≥ 4’ horizontal New soffit 12” below pipe invert

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING BELOW EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 12” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 12” vertical separation
Storm Drains No joints on 8’ either side ≥ 12” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8’ either side ≥ 12” vertical separation

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING ABOVE EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 12” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 12” vertical separation
Storm Drains No joints on 8’ either side ≥ 12” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8’ either side ≥ 12” vertical separation M. Lesser separations may be used under California Administrative Code Title 22 §64551(c) when Separations required under §64572 are not feasible, when inverts of potable water mains are above soffits of parallel sewers and nonpotable pipelines, and when:

1. Sewers or storm drains are not under pressure or used as force mains, and are constructed of:
a. ASTM F894 spirally-reinforced HDPE pipe with gasketed joints, b. ASTM C700 VCP sewer with compression joints
c. ASTM C428 ACP sewer pipe Class 4000 Type II with rubber gasket joints d. ASTM D3064 PVC sewer pipe with rubber gasket joints
e. AWWA C151 DIP pipe with compression joints
f. AWWA C302 RCP pipe with compression joints or
g. AWWA C906 fusion-bonded HDPE pipe with fusion-welded joints, or

2. Fuel and oil lines are constructed of:
a. AWWA C151 DIP pipe with compression joints or
b. AWWA C200 ¼”-wall welded steel water pipe dipped and wrapped or

3. Water, raw water, or Reclaimed water mains operate at pressures >5 psi and are constructed of:
a. AWWA C151 DIP water pipe with compression joints and hot-dip bituminous coating b. AWWA C200 ¼”-wall welded steel water pipe dipped and wrapped c. AWWA C300, C302, or C303 reinforced concrete pressure pipe

3-18-vw 31 05 50 – Protecting Existing Utilities - 5 of 12 d. AWWA C400 Class 200 ACP Type II water pipe
e. AWWA C900 or C905 PVC DR14 water pipe with compression joints or f. AWWA C906 fusion-bonded HDPE water pipe with fusion-welded joints,

4. In which case separations shall be maintained between constructed and existing utilities as follows:

REQUIRED WALL-TO-WALL SEPARATIONS FOR PARALLEL PIPELINES

NEW UTILITY SEPARATION FROM EXISTING HORIZONTAL

SEPARATION

VERTICAL SEPARATION
Water Mains Sewers ≥ 4’ horizontal New invert 12” above top of sewer Sewers or
Nonpotable
Pipelines
Potable or Raw Water Mains ≥ 4’ horizontal New soffit 12” below pipe invert

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING BELOW EXISTING PIPES Water Mains Sewers No joints on 10’ either side ≥ 4” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 10’ either side ≥ 4” vertical separation
Storm Drains No joints on 10’ either side ≥ 4” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains, Raw Water
Mains, or Reclaimed Water Mains
No joints on 10’ either side ≥ 4” vertical separation

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING ABOVE EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 4” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 4” vertical separation
Storm Drains No joints on 8’ either side ≥ 4” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains, Raw Water
Mains, or Reclaimed Water Mains
No joints on 8’ either side ≥ 4” vertical separation
N. Utilities not shown on plans or shown on plans in a position different from field location shall, upon discovery, be immediately brought to attention of City's Representative and affected Utility in writing.

O. Costs, and work to be done by Contractor in locating, removing, relocating, protecting or temporarily maintaining such utility facilities shall be covered by a written change order conforming to provisions herein pertaining to changes in Work. City may make changes in alignment and grade of Work to obviate need to remove, relocate, protect or temporarily maintain utility facilities or to reduce costs of Work involved in removing, relocating, protecting or temporarily maintaining such utility facilities. Changes in alignment and grade will be ordered in accordance with provisions pertaining to changes in Work.

P. Damage to underground utilities, pipelines or other facilities whose existence is shown on Plans or identified by field staking or markings shall be immediately brought to attention of City's Representative and affected Utility and repaired at Contractor's expense. Exact determination of location of these utilities, pipelines or other facilities shall be Contractor’s responsibility. Contractor shall be solely and directly responsible for damage, injury, expense, loss, inconvenience, delay, suits, actions or damage that may result from Contractor's failure to verify or locate utilities whose existence is indicated. Costs incurred for protection of these lines or costs incurred due to presence of lines, whether or not they lie within trench prism, shall be borne in full by Contractor.

Q. When it is necessary to remove, relocate, protect or temporarily maintain a utility other than

1. existing mains or trunk-line facilities not originally shown on Plans with sufficient accuracy to allow Work to proceed according to Contract Documents or;

2. existing service laterals or appurtenances whose presence cannot be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site;

3-18-vw 31 05 50 – Protecting Existing Utilities - 6 of 12 Contractor shall bear all expenses incidental to Work on utility or damage thereto. Work on utility shall be done in manner satisfactory to Utility Owner. Utility Owner will have option of doing such Work with their own forces or permitting Work to be done by Contractor.

R. No representations are made that obligations to remove, relocate, protect or temporarily maintain a utility and to pay cost thereof is not required to be borne by utility. Contractor shall investigate, to find out whether or not said cost is required to be borne by Utility Owner.

S. Liquidated damages will not be assessed for damages in delay in completion of Work, when such delay was caused by failure of City, City's Representative, Design Engineer and Utility Owner to provide for removal or relocation of utility facilities. Right is reserved to governmental agencies and to Utility Owners to enter at any time upon any street, alley, right of way or easement for purpose of making changes in their property made necessary by Work and to maintain and make repairs to their property.

1.6 Unit Prices
A. Payment for locating, potholing, exposing, and protecting existing utilities will be included in price bid for Work items for which such Work is appurtenant.

B. Payment for abandoning or removing existing utilities will be included in the price bid for Work items for which such Work is appurtenant.

C. Utility Protection or Relocation by Contractor as Shown in Contract Documents: When work on a utility is shown within Contract Documents to be done by Contractor, but is not included as a separate bid item, Contractor shall make all arrangements and coordinate with utility owner regarding schedule for performance of the Work. Costs for such Work shall be included in unit prices or lump sum amounts bid for the various Contract items. Submit a proposed method of relocation or protection of utility for review. Review by City will not relieve Contractor of any responsibility.

D. Utility Relocation by Contractor for Contractor’s Convenience: Temporary relocation or alteration of any utility, desired by Contractor solely for their convenience in performance of Work, to a position or condition other than that provided for on Contract Documents shall be Contractor’s own responsibility. Make all arrangements with utility or property owners regarding such Work. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work. Costs of such Work for Contractor’s convenience shall be absorbed in unit prices or lump sum amounts bid for the various Contract items at no additional cost to City.

E. Utility Relocations by City: When Contract Documents indicate a utility is to be relocated, altered, or reconstructed by forces other than Contractor, City will conduct negotiations in respect to such work and work will be done at no cost to Contractor. No additional compensation will be given for delays or inconvenience by others to finish their work on schedule due to unforeseen difficulties.

F. Unknown Utility Installation by Others During Contract Work: If a utility is disclosed or installed subsequent to award of Contract, and the utility is not shown on Contract Documents, with reasonable accuracy, and said utility is found to occupy space required to be occupied by Work, City’s Representative will determine whether the utility requires location, relocation, removal, repair of damages, alteration, support or protection. City will determine method and manner of accomplishing such work and may order Contractor to do so pursuant to a Change Order issued by City. Perform tWork in accordance with Contract Documents provided or accepted by City and in accordance with the following:

1. Where undisclosed utilities are discovered and located by Contractor when performing this Contract, immediately notify City in writing.

2. When said utility is found to occupy space required to be occupied by part of permanent Works to be constructed under Contract or parallel to permanent works and within

3-18-vw 31 05 50 – Protecting Existing Utilities - 7 of 12 vertical planes on each side at a distance away equal to the maximum allowable trench width measured in a plane 12” above top of pipe, exclusive of branches or other facilities, as specified in the Contract Documents, or to be within the specified excavation pay lines (when such are specified in Contract Documents); City shall arrange for relocation or alteration of said utility or require Contractor to do the same.

3. Utilities found to cross the excavation, but not intercepting permanent Work to be constructed or interfering with construction shall be maintained in place at Contractor’s expense. Utilities which interfere with construction technique in use shall be protected or relocated.

4. When said utility is more or less parallel with, and any portion of it does not lie within vertical planes specified herein above, or does not lie within excavation pay lines (when such are specified or shown on Contract Documents), advise City thereof, and in cooperation with utility owner, provide and place necessary support for proper protection to guarantee continuous and safe operation of utility.

5. Maintain continuous sanitary sewer service at all times. Should any existing sanitary sewer or manhole extend within proposed excavation, submit method of construction or support for acceptance by City, and assume all responsibilities therefor. Costs for such work shall be borne by Contractor.

6. If work is done by others, provide time and working space for protection and relocation as required.

7. City will compensate Contractor for their direct costs of locating, relocating, removal, repair, support or protection of undisclosed utilities, together with cost of equipment used for Work necessarily idled during such Work. Contractor will be granted an extension of time for completion of Contract equal to time determined by City, to be reasonably necessary to perform the Extra Work, and City will not assess liquidated damages against Contractor for delay in completing Work when such delay was caused by City’s failure of City to provide for removal or relocation of such utility facilities.

8. Contractor will not be entitled to extra compensation or extension of time when Extra Work is required to repair damage to undisclosed utilities caused by failure of Contractor to exercise reasonable care. Contractor will not be entitled to compensation for indirect or consequential costs or damages incurred as a result of Extra Work required.

G. When directed or accepted by City, changes in line or grade of any structure being built may be made to avoid utilities. Additional costs because of such changes will be paid for by Change Order as Extra Work.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Neoprene Dielectric Blanket for Isolating
Metallic Pipelines at Crossings
Biltrite Fabrics Cleveland, OH
Accepted equal

2.2 Materials
A. Insulating blankets shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Neoprene Dielectric Blanket for Isolating
Metallic Pipelines at Crossings
Neoprene ≥⅛ thick
Cut into square 24” larger than OD
of largest pipeline in crossing

3-18-vw 31 05 50 – Protecting Existing Utilities - 8 of 12

2.3 Replacement Materials
A. Unless otherwise shown or specifically authorized in writing by City’s Representative, reconstruct damaged utilities with new materials of same size, type and quality as that removed.

B. Vitrified clay pipe sewer crossings 8” in diameter and under shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Replacement of Vitrified Clay Sewer
Pipe 8” Diameter or Less
Plain-End VCP ASTM C700 (At least two lengths of sewer pipe shall be used to cross trench section.)
Replacement of Vitrified Clay Sewer
Pipe Couplings 8” Diameter or Less
Compression Coupling ASTM C425; Band seal couplings or accepted equal PART 3 – EXECUTION

3.1 Preparation
A. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” B. In Southern California, the appropriate regional notification center is Underground Service Alert of Southern California (DigAlert) (1-800-422-4133) or 811.

C. Contractor shall be responsible for damage done to public or private property shown on Plans or marked or staked in field.

D. Construction Plans will be provided to Utilities by City.

E. Construction schedule shall be provided to Utilities by Contractor. Coordinate construction schedule with Utility Owner's requirements.

F. Notify Utility Owner at least 72 hours in advance of utility crossing construction. Coordinate construction schedule with utility service requirements.

G. Make exploratory excavations to determine true location and depth of utilities, services, and buried structures in vicinity of Work prior to any construction activity. Determine type of material and condition of any utility which may be affected by or affect Work. Conduct exploratory excavations at least 1,300’ ahead of pipe trench heading at least 5 days in advance of planned construction to provide sufficient lead-time to resolve utility conflicts, to allow for adjustment in alignment or grade line, to verify pipe and utility location and depths, types materials, conditions and sizes for ordering proper transition and/or tie-in fittings, and so City's Representative may verify that no buried utilities interfere with proposed construction.

H. Identify true location and depth, type, material, condition and size of utilities and service connections.

I. Where potholing or exposure is not done, repair or replacement of damaged utilities and necessary horizontal and vertical realignments shall be paid for entirely by Contractor.

J. Electrical utilities may maintain energized underground electrical power lines in immediate vicinity of Work. These power lines represent an extreme hazard from electrical shock to construction personnel or equipment coming in contact with them. State law requires parties planning excavations in public right of way to contact Utilities for locations of their underground facilities. Contractors, their employees, and other personnel working near underground power lines must be warned to take adequate protective measures. (See:

OSHA Std. 1926-651(A)). Notify electrical Utility to arrange, if possible, to have these lines

3-18-vw 31 05 50 – Protecting Existing Utilities - 9 of 12 de-energized when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

K. Electrical utility companies may maintain energized aerial electrical power lines in immediate vicinity of Work. Do not consider these lines to be insulated. Construction personnel working near these lines are exposed to an extreme hazard from electrical shock. Contractors, their employees and construction personnel working on this project must be warned of the danger and instructed to take adequate protective measures, including maintaining a minimum 10-foot clearance between lines and construction equipment and personnel. (See OSHA Std. 1926.550(A)15). As an additional safety precaution, call electrical utility company to arrange, if possible, to have these lines de-energized or relocated when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

L. It shall not be the responsibility of either City or their Representative to verify need for electrical Utility shutdowns, nor to verify shutdowns have taken place.

3.2 Protection
A. Protect existing active services and utilities in place against damage from construction.

B. Maintain existing services and utilities in service. Do not shut down active services or utilities except where previous written authorization has been obtained from City's Representative and Utility.

C. Water meters, water valves, fire hydrants, electrical utility vaults, telephone vaults, gas utility valves, and other subsurface structures shall be relocated or adjusted to grade by the Contractor.

D. Use pipe and duct supports as needed to protect utilities. If the existing utility falls within the Contractor’s trenches, the utility involved shall be supported properly by the Contractor to the satisfaction of the utility owner. The method of support of the utility, precautions to be taken during trench backfill and compaction, etc., shall be per the utility owner’s requirements. The cost to support and protect existing utilities shall be included in the various bid items and no additional compensation shall be allowed. The Contractor shall contact the utility owner should it anticipate such exposure of any of the existing utilities.

E. Notify Utilities in writing at least 3 working days before authorized shutdown.

F. Unauthorized shutdowns shall only be made where necessary, as an emergency measure, to protect property or human life until proper authorization can be obtained.

G. The City will initiate action required to draft the appropriate utility company work order that will provide for the various service connections or utility relocations and adjustments as noted on the Plans. Subsequent to issuance of a work order number for a utility involved task, the matter will be transferred to the Contractor and the Contractor shall assume the responsibility for all further coordination with the utility company. The Contractor shall be responsible for maintaining contact with the utility company representatives and providing necessary effort in scheduling utility work so that delays in overall construction schedule are avoided and utility services are in place for connection upon completion of Contract construction.

H. Contractor shall perform his operations so that existing improvements which have not been designated for demolition are not damaged, including roads and other paved surfaces adjacent to or in the vicinity of the work site. Contractor shall repair and restore any disturbed or damaged private or public improvements which results from his operations (except that which is specifically a part of the Contract) to the satisfaction of the City, or the agency having jurisdiction over said improvements, all at the Contractor's expense.

I. Unless specified otherwise, existing street curbs, sidewalks, and street paving shall not be disturbed. Interior and exterior shoring, bracing, or supports shall be provided to prevent sudden collapse of structures to be demolished and to prevent movement, settlement or collapse of adjacent facilities to remain.

3-18-vw 31 05 50 – Protecting Existing Utilities - 10 of 12 J. Existing vegetation, irrigation systems, landscaping materials, structures, and appurtenances, which are not to be demolished, shall be protected and maintained as necessary.

K. Provide safeguards, including warning signs, barricades, temporary fences, warning lights, and other similar items that are required for protection of work personnel and public during demolition and removal operations.

L. Maintain fences, barricades, lights, and other similar items around exposed excavations until such excavations have been completely backfilled and no longer constitute a hazard or dangerous condition.

M. Excavations in the public right-of-way shall be completely backfilled or covered with vehicle safety plates at the end of each work day. During demolition activities, Contractor shall protect all nearby existing equipment such as electrical panels from dust caused by demolition activities by covering with drop-curtains or other similar methods.

N. Demolition work involving grinding, cutting, torching, welding, or similar applications producing a spark, flame, or heat that is capable of initiating fires or explosions ("hot work") shall be performed in conformance with OSHA 29CFR 1910.252-254 and NFPA 51B at a minimum. Prior to commencing any hot work, Contractor shall obtain a Hot Work Permit from the City and confirm that all fire prevention and protection requirements have been implemented.

O. Governmental agencies and owners of utilities reserve the right to enter at any time upon any street, alley, right-of-way, or easement for the purpose of making changes in their facilities and for purpose of maintaining and making repairs.

P. If Contractor hits a utility, take prompt action to make sure employees and public are not endangered.

1. If water line is hit, evacuate trench immediately.

2. If oil or gas line is hit, evacuate all employees and public from immediate vicinity.

3. Treat all conduits as though they are high voltage or high current electrical conduits.

4. Do not tamper with any conduit until conduit owner is called and power shut off.

Q. In all cases, call Fire Department and utility owner immediately.

3.3 Removal and Reconstruction
A. Utilities relocated or rebuilt for Contractor's convenience, shall be relocated or rebuilt at Contractor's expense. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work.

B. Utility relocation or reconstruction shall conform to applicable Standard Details and Specifications. Provide temporary service for disconnected Utility.

C. Replace damaged or removed utilities in kind, except as otherwise shown or authorized by City's Representative. Reconstruct utilities with new material of same size, type and quality as that removed.

3.4 Backfill and Compaction
A. Backfill and compact under and around utilities so no voids are left.

B. Before replacing a utility, backfill trench and compact to elevation 1 foot above top of ends of utility. Excavate cross trench of proper width for utility.

C. Sand-cement slurry may be used as backfill to ease compaction. Sand-cement slurry shall consist of one sack (94 pounds) Portland cement per cubic yard of slurry. Add sufficient moisture for workability without exceeding 6” slump. Submit specific methods and procedures to City's Representative prior to construction.

3-18-vw 31 05 50 – Protecting Existing Utilities - 11 of 12

3.5 Connecting to Existing Sewer Mains
A. Contact Utility Owner 72-hours before connecting to existing mains.

B. Comply with all Utility requirements for connecting to existing lines, including field directives from Utility inspectors.

C. Make longitudinal connections to existing pipe line as follows:

1. Schedule connection procedure with Utility so as not to interfere with normal operation of existing pipe line.

2. Coordinate with Utility to minimize downtime.

3. Arrange for presence of Utility inspector.

4. Verify Utility pipeline is isolated and relieved of pressure before cutting main.

5. Cut and remove section of pipe to be joined in presence of Utility-designated inspector or remove spool to expose spigot.

6. Install new pipe, fittings, and valve.

3.6 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Cement-Sand
Slurry Backfill
Slump (6”
Maximum)
ASTM C143 1 each batch City Contractor

END OF SECTION

3-18-vw 31 05 50 – Protecting Existing Utilities - 12 of 12

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1-18-vw 31 23 00 - Excavation and Fill - 1 of 18
SECTION 31 23 00

EXCAVATION AND FILL
PART 1 - GENERAL

1.1 Work Included
A. Refer to City of Corona Standard Drawing 308 for requirements for sewer pipe trenching and bedding.

B. Structural and trenching excavation activities as required to complete Work under wet and dry conditions in whatever material or class of material is encountered, including:

1. Contacting and notifying underground utilities, no less than 48-hours before excavating in accordance with Section 31 05 50.

2. Compliance with State and Federal safety regulations.

3. Designing, furnishing, placing, and removing all sheeting, shoring and bracing needed to safely support sides of excavations.

4. Compliance with applicable agencies’ permit conditions for work in public right-of-way, and for work on private property.

5. Loosening, excavating, removing, loading, and transporting excess soil from excavations.

6. Stockpiling, exporting and importing material.

7. Pumping, ditching, draining, and other required measures to remove or exclude water.

8. Supporting and protecting structures above and below ground.

9. Maintaining trees which are not permitted to be removed.

10. Preparing and stabilizing subgrade for pipe, paving and structures.

11. Backfilling around structures and all backfilling of trenches and pits.

12. Transporting, depositing, and compacting fill where required.

13. Rough and fine grading, weed-killer and soil sterilant application and preparation of rightof-way.

14. Legal disposal of cleared, grubbed and excess excavated materials.

15. Cleaning up debris, papers and loose rocks.

16. Restoring fences and other disturbed property.

17. All other incidental earthwork and supplementary operations needed to complete Work.

C. Excavations for appurtenant structures including manholes, vaults, valve boxes, catch basins, and thrust blocks, shall be considered as trench excavation.

D. Excavation shall include removal of water and materials which interfere with construction Work. Removal of water to levels below structure subgrade will be necessary only where required by Contract Documents.

E. Excavation for pipe and conduit work shall be by open trench unless otherwise shown. Should Contractor elect to tunnel or jack any portion not so specified, they shall first obtain acceptance from City’s Representative, and payment will be limited to prices bid for open trench work.

F. Except as modified herein, earthwork shall conform to Standard Specifications for Public Works Construction (Greenbook) Section 300.

1-18-vw 31 23 00 - Excavation and Fill - 2 of 18

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 03 30 00: Cast-in-Place Concrete
H. Section 31 05 16: Aggregate and Rock Products for Earthwork I. Section 31 05 50: Protecting Existing Utilities
J. Section 32 12 16: Asphalt Paving Systems Conforming to Greenbook Specifications K. Section 32 13 00: Cast-in-Place Concrete

1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section. The Contractor bears the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s).

B. City has engaged the services of a Geotechnical Engineer responsible for overseeing the earthwork, performing laboratory and field tests, and verifying compliance with recommendations from the Geotechnical Report and these technical specifications. During the grading and earthwork operations, the Geotechnical Engineer will observe, map, and document subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Engineer will inform the City, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill, but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill.

C. The Geotechnical Engineer will observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Engineer will provide the test results to the City and the Contractor on a routine and frequent basis.

D. If, in the opinion of the Geotechnical Engineer, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Engineer will reject the work and may recommend to the City that construction be stopped until the conditions are rectified.

1.4 References
A. ASTM C143 Slump of Hydraulic Cement Concrete
B. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates C. ASTM D1556 Density and Unit Weight of Soil in Place by SandCone Method D. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort E. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table F. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density
G. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
H. AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances

1-18-vw 31 23 00 - Excavation and Fill - 3 of 18
I. AWWA M41 Ductile Iron Pipe and Fittings
J. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates K. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates
L. California Test Method 217 Sand Equivalent
M. California Test Method 231 Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gage
N. California Test Method 301 Resistance “R” Value of Treated and Untreated Bases, Subbases, and Basement Soils by Stabilometer
O. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 300 “Earthwork”
P. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 306-1 “Open-Trench Excavations”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Required for herbicides
Required for pipe identification tape
MSDS Required for herbicides
Product Samples Required for pipe identification tape
Delivery Tickets Required for engineered soil media
Permits Copies of permits obtained for excavation, grading, etc. required by state and
local governing authorities
Certificate of Compliance Submit affidavit of compliance with California Construction Safety Order requirements prior to beginning excavation on any trench or excavation.

Affidavit shall certify compliance with all shoring, bracing, sloping or other protective system provisions required by California Construction Safety Orders for worker protection from hazard of caving ground during excavation.

Scale Broom Weed
Eradication Letter
Required for areas at risk of Scale Broom Weed presence.

Work Plan Work plan to include:
• Schedule
• Sequence of grading
• Estimate quantities of daily earthwork planned for site B. Refer to Section 01 33 00 for definition of requirements for product data and certificates of compliance.

1.6 Delivery, Storage and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery storage and handling requirements.

1.7 Unit Prices Bid Item 31 23 00 – Grading and Structural Excavation A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

1.8 Increases in Payment due to Contaminated Soil Excavation A. In absence of pay items for contaminated soils, Contractor shall be entitled to payment as Extra Work for documented costs incurred by Contractor for removing, segregating, covering, and legally disposing of contaminated soils. Contractor shall not be entitled to payment for imported material to replace contaminated soils.

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PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Current Growth Herbicide Roundup QuikPro Dry (Monsanto) St. Louis, MO DuPont Oust XP
Accepted equal
Pre-Emergent Herbicide Ronstar G - Bayer
DuPont Oust XP
Accepted equal
Buried Pipe Identification Tape See Section 33 05 26
Geotextiles Type 200WS
Woven Slit Film
Refer to Section 31 05 19

2.2 Materials
A. Refer to Section 31 05 16 for basic requirements for aggregate and rock products.

B. The following definitions shall apply to soil and backfill:

ITEM MATERIAL SPECIFICATION
Granular Material Sand or Gravel California Test Method 217 minimum sand equivalence of 30 Not more than 20% of material shall pass through 200-mesh sieve.

Imported Sand Sand California Test Method 217 minimum sand equivalence of 30 Pervious Backfill (per
Greenbook 300-3.5.2)
Gravel, Crushed
Gravel, Crushed
Rock, Natural Sands,
and/or Manufactured
Sands
California Test Method 217 minimum sand equivalence of
60 100% passing ¾” sieve
80-100% passing ⅜” sieve
0-8% passing No 100 sieve
0-3% passing No 200 sieve
Engineered Soil Media Mineral and Organic
Mixture
85% mineral by volume meeting the following component
range requirements:

Sand – 70-80%
Silt – 15-20%
Clay – 5-10%
15% organic by volume
Nitrogen stabilized compost such that nitrogen does not leach from media
Drum mix prior to placement
Suitable Structural Backfill
Material (per Greenbook 300-

3.5)
Imported or
Excavated Material
Meeting
Specification
California Test Method 217 minimum sand equivalence of
20 35-100% passing No 4 sieve
20-100% passing No 30 sieve
Material free from shale, sod, stones, concrete and clods over 4” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.

Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Suitable Soil Material Imported or
Excavated Material
Meeting
Specification
Material free from shale, sod, stones, concrete and clods over 4” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.

Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Unclassified Fill Imported or
Excavated Material
Material free from shale, sod, stones, concrete and clods over 6” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.

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ITEM MATERIAL SPECIFICATION
Meeting
Specification
Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Cement-Sand Slurry Cement (94-lb sacks
per cubic yard of mix)
1 sack per cubic yard minimum and not less than that
required by applicable agency encroachment permits
Maximum Slump Maximum 6” per ASTM C143
Native Material Material obtained from required site excavations When native material is unsuitable for use in backfill, it shall be disposed of off-site and suitable material capable of being compacted to required relative density shall be furnished by Contractor at their expense.

Import Material City-accepted material obtained from off-site borrow areas.

Buried Pipe Identification
Tape
See Section 33 05 26.

See section on appropriate utility pipe or conduit material for required message Current Growth Herbicide Systemic, Non-selective
Pre-Emergent Herbicide Halts root growth, Selective
C. Soil and backfill materials for pipelines and utilities shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Pipes
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Backfill of Tunnels beneath
Concrete Flatwork
Sand 90% compaction per ASTM D1557
Pipe Zone Material for
Pressure Pipe
(Material from 6 inches below
pipe to a plane 12 inches
above top of pipe)
Native or Imported
Granular Material
90% compaction per ASTM D1557
California Test Method 217 Minimum sand equivalence of
30 Material shall also be suitable soil material as defined above.

Maximum lifts vary with equipment. See below.

Place buried identification tape where specified
Pipe Zone Material for Gravity
Pipe
(Material from 6 inches below
pipe to plane 12 inches above
top of pipe)
¾” Crushed Rock
Wrapped in Type
200WS Woven Slit
Film Geotextile
90% compaction per ASTM D1557
California Test Method 217 Minimum sand equivalence of
30 Material shall also be suitable soil material as defined above.

Maximum lifts vary with equipment. See below.

Place buried identification tape where specified
For geotextile wrap, refer to Section 31 05 19
Lower Trench Zone Material
(Material in Pipe Trench
above Pipe Zone and below
36 inches below Street Zone)
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

May contain stones, asphalt pavement or concrete of up to 6-inches in largest dimension so long as such solids are completely surrounded by fines so no voids are present in backfill as placed.

No material greater than 2 inches in any dimension shall be placed within one foot of any pipe, valve, or structure.

All backfill within 24-inches of ductile-iron fittings or valves shall be clean, washed sand.

Provide buried pipe identification tape in pipe trench 18 inches above pipe
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143

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ITEM MATERIAL SPECIFICATION
Upper Trench Zone Material
(Material in Pipe Trench
between Lower Trench Zone
and Street Zone)
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

May contain stones, asphalt pavement or concrete of up to 6-inches in largest dimension so long as such solids are completely surrounded by fines so no voids are present in backfill as placed.

No material greater than 2 inches in any dimension shall be placed within one foot of any pipe, valve, or structure.

All backfill within 24-inches of ductile-iron fittings or valves shall be clean, washed sand.

Provide buried pipe identification tape in pipe trench 18 inches above pipe
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143
Street Zone Material (Base
material in pipe trench below
pavement subgrade to depth
of 30” below finished road
surface.

Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, crushed
aggregate base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.5, Processed Miscellaneous
Base
Maximum lifts vary with equipment. See below.

Material shall also be suitable soil material as defined above.

Stones concrete and clods smaller than specified limit may not exceed 20% of backfill volume over any pipe segment.

Place in 8” maximum lifts.

Surface Zone Material (upper
12” of trench to finish surface
in unimproved or landscaped
areas)
Topsoil per Section
32 90 00
80% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

D. Soil and backfill materials for site grading and general excavation shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath General Excavation
Suitable Soil Material 90% compaction per ASTM D1557
Loose Ground Remaining
After Stripping
Suitable Soil Material 90% compaction per ASTM D1557
Surface Zone Material (upper
18” below finish surface in
bioretention swales)
Engineered Soil
Media
Place loose for planting
Fills Below Ground Suitable Soil Material 90% compaction per ASTM D1557 Place in 4-foot maximum lifts
Embankments Suitable Soil Material 90% compaction per ASTM D1557 Place in 8-inch maximum lifts
2:1 maximum embankment slope
Surface Zone Material (upper
12” below finish surface in
unimproved or landscaped
areas)
Topsoil per Section
32 90 00
80% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

E. Soil and backfill materials for paving shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Paving
Suitable Soil Material
(where concrete
slurry not required)
90% compaction per ASTM D1557
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6-inch slump per ASTM C143

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ITEM MATERIAL SPECIFICATION
Roadway/Paving Fills > 3 feet
Below Base
Suitable Soil Material 90% compaction per ASTM D1557
Place in 4-foot maximum lifts
Top 3 feet of Roadway/Paving
Fills Below Base
Suitable Soil Material 90compaction per ASTM D1557
Place in 8-inch maximum lifts
Roadway/Paving Base Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, Crushed
Aggregate Base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.2, Processed Miscellaneous
Base
Maximum lifts vary with equipment. See Section 32 12 16 for asphalt-concrete paving or 32 13 13 for concrete paving F. Soil and backfill materials for structures shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Structures
Concrete Section 03 30 00 Class A
Backfill of Tunnels Beneath
Concrete Flatwork
Sand 90% compaction per ASTM D1557
Structural Fills > 5 feet Below
Foundation
Suitable Structural
Backfill Material (per
Greenbook 300-3.5)
90% compaction per ASTM D1557
Place in 12” maximum lifts
Top 5 feet of Structural Fill Suitable Structural
Backfill Material (per
Greenbook 300-3.5)
95% compaction per ASTM D1557
Place in 8” maximum lifts
Structural Bedding Beneath
Footings, Slabs and Sand
Blanket
Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, Crushed
Aggregate Base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.2, Processed Miscellaneous
Base
If plans are silent regarding thickness, provide 8” layer of aggregate beneath 4” sand layer
Sand Blanket Beneath Slabs Sand 90% compaction per ASTM D1557 If plans are silent regarding thickness, provide 4” sand layer with10-mil PVC vapor barrier with sealed laps in
center of sand layer.

PART 3 - EXECUTION

3.1 Preparation
A. Contractor's attention is directed to possible existence of pipe and other underground improvements which may or may not be shown on Plans. Preserve and protect any such improvements whether shown or not. Where necessary to remove and replace or to relocate such improvements to prosecute Work, improvements shall be removed, maintained, and permanently replaced by Contractor at their expense, except as otherwise provided in Contract Documents.

B. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” C. Preparation for fill shall proceed as follows:

1. Areas shall then be scarified to provide a bond between existing ground and fill material to be deposited thereon.

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2. When fills are to be placed over existing surface improvements to remain in place cut 4” drainage holes through structure or paving at 5-foot centers each way or break or saw-cut pavement in grid pattern of 5-foot each way with minimum ¼” gap between broken sections.

D. Control of runoff and groundwater shall comply with the following:

1. Control grading to prevent water running into excavations. Do not obstruct surface drainage. Provide swales, gutters temporary drains or other means of channeling flow without interruption around excavations.

2. Preserve existing drainage patterns except as otherwise shown. Where construction methods cause temporary obstruction of drainage patterns, provide temporary facilities adequate for expected flows and a means of emergency removal of obstruction.

3. Procure permit from appropriate Regional Water Quality Control Board for all groundwater dewatering operations.

4. Provide and maintain ample means and devices and promptly remove and properly dispose of all water from any source entering excavation or other parts of Work.

Dewatering methods shall ensure preservation of final lines and grades of bottoms of excavations. Said methods may include well points, sump points, suitable rock or gravel placed below required bedding for drainage and pumping purposes, temporary pipelines, and other means that will not be detrimental to proposed construction. Contractor is responsible for obtaining all water discharge permits required.

5. Dewatering for structures and pipelines shall commence when groundwater is first encountered and shall continue until water can be allowed to rise in accordance with provisions of this section.

6. Do not place concrete footings or floors in water. Do not allow water to rise over Work until concrete or mortar has set at least 8 hours. Do not allow water to rise unequally against walls for 28 days. Do not allow groundwater to rise around pipe until jointing compound in joints has set hard.

7. Dispose of water in suitable manner without damage to adjacent property. Do not drain water into Work built or under construction without prior consent of City’s Representative.

Dispose of water according to permits and in such manner as not to be a menace to public health and public or private property.

E. Remove and reconstruct asphalt paving improvements per Section 32 12 16.

F. Remove and reconstruct concrete paving improvements per Section 32 13 13.

G. Obtain written permission from City prior to any blasting or use of explosives. Explosives, if used, shall be of such quantity and power and shall be used in such locations as to minimize opening of seams and disturbing of material outside prescribed excavation limits. As excavation approaches its final limits, reduce depths of holes for blasting and quantity of explosives used for each hole so to minimize disturbance of underlying or adjacent material.

H. Protection of open excavations shall comply with latest revision of rules, orders and regulations of Division of Industrial Safety of State of California. Nothing contained in these Contract Documents shall be construed as relieving Contractor of full responsibility for providing shoring, bracing, sloping or other provisions adequate to guarantee worker protection and safety.

1. Vertical supports including steel H-beams and piles shall be drilled into place, except final 4 feet may be driven.

2. Where drilling is impracticable because of rocks or running sand, City’s Representative may accept placing of vertical supports by means other than drilling, provided Contractor assumes sole responsibility to protect existing surface and subsurface improvements in place.

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3. If sheeting is used for trench support, no sheeting shall remain in trench upon project completion except where removal of portions of said sheeting is impracticable in opinion of City’s Representative.

4. Access ladders shall be provided within 25 feet of all workers as required by OSHA regulations.

I. No material shall cause undue interference with public travel. Provide free access to all fire hydrants, water valves, meters, and private drives, or other property or facilities that may have routine or emergency use.

J. Do not deposit backfill against new concrete structures until concrete has developed specified 28-day compressive strength.

3.2 Installation
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. Furnish and install excavation and fill at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Requirements of contract-referenced soils reports and investigations.

2. Applicable OSHA and Cal OSHA regulations

3. California Building Code Chapter 18 “Soils and Foundations.”

4. City of Corona Standard Drawing 308 for sewer pipe bedding.

5. Manufacturer’s installation and warranty requirements

6. Standard Specifications for Public Works Construction (Greenbook) §300 “Earthwork”

7. Standard Specifications for Public Works Construction (Greenbook) §306-1 “Open Trench Excavations”

8. Other applicable building code requirements
D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of permits issued by those agencies for construction within their respective rights-of-way. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede provisions of Contract Documents.

F. Should the material encountered in the excavation not be suitable for select fill material, the Contractor shall import select fill material meeting the minimum requirements outlined above, from an offsite source. Provide to the City information with respect to the imported select fill material, the site, and a current soils report of said material prior to its use on site. Include payment for said imported select fill material in the Contractor's Bid and include the preparation of any grading and haul route plans, the cost of any grading and haul route permits and soils reports, and the excavation of said imported select fill material and other requirements called for in said Section 300-4, "Unclassified Fill".

G. Should contaminated soil be encountered, Contractor shall perform the following activities:

1. Promptly notify City’s Representative contaminated or potentially contaminated soil has been encountered so City may identify party legally responsible for disposal of contaminated soil and properly direct Contractor how to proceed.

2. Conduct work in contaminated areas in accordance with applicable OSHA and Cal OSHA regulations.

3. Segregate and cover contaminated soils prior to removal from site.

4. Dispose of contaminated soils as directed by City and as required by law.

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H. Should excavation be carried below lines and grades shown, refill excavated space to proper elevation with material as specified in Part 2 above for correction of faulty grades after overexcavation.

I. Site grading and general excavation shall proceed as follows:

1. Stripping: Strip all vegetation such as roots, brush, heavy sods, heavy growth or grass, and all decayed vegetable matter, rubbish, and other unsuitable materials within area of Work prior to starting excavation or embankment. Trees and other natural growths outside actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by Contractor, at their own expense, for protection thereof.

2. Excavation: After stripping, excavation of whatever substances are encountered within grading limits of Work shall be carried to lines and grades shown. All suitable excavated material shall be used to meet embankment requirements of Work. Material in excess or not suitable for embankment shall be disposed of as specified herein.

3. Embankment: After stripping, areas to receive embankment or fill shall be benched, if sloping, and scarified to a depth of 6-inches, then compacted as specified.

4. If ground is in loose, uncompacted condition after stripping, it shall be compacted as specified. Do not deposit unsuitable material in fill areas where compaction is required.

5. Unless special material is required, material for embankments or roadway fills may consist of excavated material from structures or a mixture of excavated materials and materials borrowed off-site. Leaves, grass, roots, stumps, sludge, and other organic matter shall not be deposited in any embankment or fill. Off-site sources of fill must be designated and are subject to evaluation and approval by City’s Representative.

6. Do not place material beyond sloping lines of embankment unless so ordered by City’s Representative. Material allowed to be placed beyond embankment lines shown shall be compacted as required above unless otherwise authorized by City’s Representative.

7. Compact material for embankments or roadway fills by rolling with power rollers weighing at least ten tons, with sheepsfoot rollers, with vibrating rollers, or with pneumatic tire rollers, as appropriate for soil type being compacted, and as required to accomplish Work.

As each layer is deposited, apply water in sufficient amounts to ensure optimum moisture to secure compaction specified. If excess moisture is encountered in fill, manipulate each layer so as to dry out excess moisture. Water shall be uniformly incorporated with fill material in amount sufficient to ensure required density after compaction.

8. Use of trucks, carryalls, scrapers, tractors, or other heavy hauling equipment shall not be considered as rolling in lieu of rollers, but traffic of such equipment shall be distributed over fill in such manner as to use compaction afforded thereby as an addition to compaction by rollers.

9. Excavate and fill to lines and grades shown with maximum slope not exceeding that shown.

10. Plan haul routes to avoid passing heavy off-highway equipment over pipelines with less than 4-feet of cover. Where crossings must be made, provide concrete encasement or accepted bridging.

11. Finish: All areas covered by Work, including excavated and filled sections and transition areas, shall be uniformly graded to elevations shown. Finished surface shall be reasonably smooth, compacted, and free from irregular surface changes. Round edges of spoil and borrow areas to blend into natural contours. Degree of finish ordinarily obtainable from a blade grader will be satisfactory for open areas, but hand grading and raking will be required around structures and walkways. Finished surface shall be not more than 0.1- foot above or below established grade and sloped to prevent ponding.

12. Areas requiring geotextile fabric: In offsite park area: place a weed barrier type geotextile fabric between native soil and mulch fill. See Section 31 05 19 for geotextile requirements.

J. Structural excavation shall proceed as follows:

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1. Excavation of all material of whatever nature necessary for construction of structures and foundations shall be carried out to lines and grades shown, and as required to provide working clearance and safe construction slopes and to emplace shoring, sheeting, bracing, and other Work required.

2. Except when concrete is authorized to be placed directly against excavated surfaces, establish clear space at sides of excavation to facilitate form construction and removal and provide for excavation protective support system.

3. Where concrete is to be placed on original ground without subgrade preparation, do not use machinery using teeth nearer than 3-inches from any finished subgrade. Remove last 3-inches without disturbing subgrade.

4. Do not place backfill until structure footings or other portions of structure or facility have been inspected by City’s Representative and accepted for backfilling.

5. Place backfill in horizontal layers, moistened and tamped, rolled or otherwise compacted.

6. Water settling will not be permitted. Place backfill so no additional unbalanced loading occurs during placing.

7. Take care when backfilling to obtain adequate compaction beneath pipes and to avoid injury or displacement of such pipes.

K. Pervious material shall be placed as follows:

1. Place pervious material in layers following specifications for structural backfill.

2. Pervious material at any location shall come from the same plant and conform to the same grading.

3. Where pervious material would be exposed to erosion, cover with 12” layer of topsoil or other earthy material accepted by City’s Representative.

L. Weep holes shall be backed with 2 cubic feet of coarse aggregate conforming to No. 3 coarse aggregate or Grading C as described in Section 03 30 00.

1. Before placing aggregate, attach 8” square of ¼” galvanized or aluminum screen having minimum wire diameter of 0.03” to back of weep hole.

2. Securely tie aggregate in burlap sack.

3. Place so backing covers weep holes and extends at least 12” above bottom of opening.

M. Trench excavation and backfill for pipelines and conduits shall proceed as follows:

1. Alignment and Grades: Alignment and grade for pipe shall be as shown. When flow line is shown, it shall be invert or interior bottom of pipe. When top of pipe is shown, it shall be exterior of pipe barrel. In absence of such profile grade, pipe shall be laid on straight grade to permit complete drainage and to provide a minimum of 36-inches of cover to finish ground or street subgrade unless otherwise shown.

2. Where natural ground above pipeline trench has been overexcavated and/or pipeline is to be placed in new embankment, place and compact embankment material to an elevation of not less than one foot above top of pipe prior to trench excavation.

3. Except where specified otherwise in Contract Documents or permits or where documented acceptance is obtained from City’s Representative; maximum length of open trench shall be 500 feet, or distance necessary to accommodate amount of pipe installed in one day, whichever is greater. Distance is collective length at any location, including open excavation, pipe laying, and appurtenance construction and backfill which has not been temporarily resurfaced.

4. Except where documented acceptance is obtained from City’s Representative, maximum length of open trench where concrete structures are cast in place shall be that necessary to permit uninterrupted progress. Pursue construction as follows:
a. Excavate
b. Set steel reinforcement

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c. Place floor slab,
d. Place walls,
e. Place cover slab, roof or arch.
f. Allow concrete to cure.
g. Backfill

5. Failure of Contractor to comply with specified limitations may result in order to halt work until such time as compliance is achieved.

N. Unless otherwise shown, minimum and maximum pipe trench width measured at top of pipe zone (12 inches above pipe crown) shall be as shown below, where D=nominal pipe diameter.

GRAVITY
PIPE

MATERIAL

APPLICABLE

SPECIFICATION

NOMINAL PIPE SIZE
(INCHES)

SIDE CLEARANCE (INCHES)

MINIMUM MAXIMUM
Vitrified Clay
Pipe
ASTM C12 §6 All sizes 6” or as shown on
Plans
as shown on Plans
Plastic Pipe ASTM D2321 §6.3 ≤ 16” 8” 12”
18”-30” 6”+D/8 18”
> 30 As shown on plans

PRESSURE
PIPE

MATERIAL

APPLICABLE

SPECIFICATION

NOMINAL PIPE SIZE
(INCHES)

SIDE CLEARANCE (INCHES)

MINIMUM MAXIMUM
Ductile Iron
Pipe
AWWA C600
§4.3.2.3 and
AWWA M41
All sizes 12” as shown on plans
O. If maximum trench width is exceeded on either side of pipe, provide one of the following remedial measures at no additional cost to City.

1. Backfill trench with material specified for “Backfill for Over-Excavation” in Part 2 above to cradle pipe to spring line, or

2. Modify bedding based on calculations accepted by City’s Representative to accommodate wider trench width, or

3. Substitute higher-strength pipe based on calculations accepted by City’s Representative to accommodate wider trench width.

P. Trench bottom preparation shall proceed as follows:

1. Grade trench bottom to provide smooth, firm, and stable foundation at every point throughout length of pipe. Transfer construction stake grades into trench as needed to ensure trench bottom is accurately graded. Place any special bedding required by Contract Documents.

2. Prepare pipe subgrade at trench bottom for specific type of pipe material being installed in accordance with Specifications for said pipe.

3. Should large gravel and cobbles be encountered at trench bottom or pipe subgrade, remove such items from beneath pipe and replace with granular material compacted to provide uniform support and a firm foundation.

4. Whenever trench bottom does not afford a sufficiently solid and stable base to support pipe or appurtenances, excavate below normal trench bottom and replace it with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

5. If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at subgrade, remove unsuitable material and replace with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

6. Accurately shape pipe subgrade to fit pipe bottom using drag template or other suitable method. At each pipe joint, recess trench bottom to relieve pipe bells, couplings or flanges of all load.

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7. Payment for removal of material and additional backfill required shall be in accordance with Contract Documents. However, if necessity for such additional bedding material has been occasioned by an act or failure to act on part of Contractor, Contractor shall bear expense of additional excavation and backfill to required depth.

8. Contractor's attention is called to their responsibilities in maintaining adequate dewatering procedures to ensure an otherwise stable foundation will not be rendered unfit due to accumulation of water in trench.

9. Where rock is found, remove rock below grade and backfill trench with clean imported sand to provide a compacted foundation cushion with a minimum allowable thickness of 6 inches under outside diameter of pipe barrel and a clear space of 4 inches under pipe bell. Payment for removal of rock and additional backfill shall be in accordance with Contract Documents.

Q. Backfill over pipe shall proceed as follows:

1. After pipe has been properly laid, exterior joints grouted and inspected, begin backfilling operations using material as specified above.

2. Contractor will be held responsible for displacements of pipes or other structures, damage to them or instability caused by improper depositing of backfill material or improper use or handling of tools or equipment.

3. Backfill pipe located in public traveled right-of-way at end of each day’s operations in accordance with applicable permit requirements. Remove spoil piles from traffic lanes by end of working day.

4. Mechanical densification or compaction of backfill shall use rolling, vibrating or impact means, or a combination thereof. Method or methods used shall result in obtaining compaction of backfill in various specified zones and within maximum lifts specified.

Densification or compaction method or methods used shall not damage pipe, adjacent ground, existing improvements, or improvements installed as part of Work.

5. Place material for mechanically compacted backfill in lifts which, prior to compaction, shall not exceed depths specified for various types of equipment.

TYPE OF COMPACTION EQUIPMENT MAXIMUM LIFT DEPTH
Hand-directed mechanical tampers ≤ 6” in pipe zone, ≤ 8” elsewhere.

Impact, free-fall, or "stomping" equipment ≤ 36”
(Do not use over concrete pipe, cement-mortar lined
pipe or PVC.

Vibratory equipment with smooth contact surface ≤ 24”
Rolling equipment, including, vibratory-interrupted
surface equipment
≤ 12”

6. Contractor is advised water settling in pipe zone triggers requirement under AWWA C651 paragraph 5.1.1.3 to perform bacteriologic testing at 200-foot intervals instead of 1200- foot intervals. Should Contractor elect to use water settling for potable water pipelines, Contractor shall perform additional disinfection required under AWWA C651 at no additional cost to City.

7. Water settling (jetting) may be used in pipe zone and trench zone in lieu of mechanical compaction. Water settling (jetting) may be used in pipe zone and trench zone in lieu of mechanical compaction, only where material being backfilled is sufficiently sandy and permeable so specified compaction is achieved. Densification by saturation shall be accomplished by inserting a pipe, through which water is being supplied under pressure, to bottom of lift of material to be consolidated, and applying to each square yard or lesser surface area in this manner sufficient water to completely saturate overlying backfill and cause obvious settlement. Where water settling is used, exercise care to prevent pipe from floating. Jetting shall be supplemented by vibratory or other consolidation equipment as needed to obtain specified compaction. Do not use water settling in street zone.

1-18-vw 31 23 00 - Excavation and Fill - 14 of 18

8. Contractor may use densification by saturation only when it has been determined it will not result in damage to adjacent ground, existing improvements or improvements installed for Work, and that it is appropriate to obtain specified compaction. Some encroachment permits limit methods of densification or compaction. In addition, use of densification by saturation is subject to all the following requirements. a. Apply water in manner, quantity and rate sufficient to saturate thickness of lift being densified.
b. Vibrating compacting equipment may be necessary to supplement water saturation process where required densities cannot be attained by saturation alone. c. Lift thickness of backfill shall not exceed that which can be readily densified by saturation procedure. In no case shall undensified lift exceed 5-feet. d. Character of material excavated from trench may be generally, or in zones, unsuitable or densification with water. In this case, Contractor may, at no additional cost to City, import suitable material for saturation, or densify excavated material by mechanical compaction. If water does not readily drain from trench, it shall be removed by sump pump.

9. Control of Trench Backfill by Zones: Whether mechanical compaction or densification by water saturation is employed, backfill shall be constructed by zones, and compaction requirement for each zone followed unless otherwise specified.

R. Backfill in pipe zone shall occur as follows:

1. Hand-place backfill simultaneously on each side of pipe for full trench width, moistened as required to achieve specified compaction.

2. In placing and compacting backfill, give particular attention to underside of pipe and fittings to provide firm support along full pipe length.

3. Place warning and locator tape at distance above top of pipe specified above.

4. Take care in backfilling to avoid damage to pipe coating, locating tape and any conduits that may be installed in pipe zone. Complete pipe zone compaction before covering it with trench zone material.

S. Backfill in trench zone shall use either mechanical compaction or water settling, depending on location and nature of material. Complete trench zone compaction before covering it with street zone material.

T. Backfill in street zone shall occur as follows:

1. Backfill in traveled ways and public streets shall be in accordance with right-of-way agreement, encroachment permit or applicable regulations of agency having jurisdiction over traveled way. In absence of such provisions, compact soil by accepted hand-, pneumatic or mechanical-type tampers.

2. Water consolidation will not be permitted.

3. Construct pavement section in accordance with Contract Documents.

U. Herbicides shall be applied as follows:

1. Treat vegetation to be exterminated and removed with current growth herbicide in accordance with Manufacturer’s directions.

2. Treat finished subgrade of specified areas with accepted pre-emergent herbicide. Apply pre-emergent herbicide at uniform rate in accordance with Manufacturer's directions. At option of City’s Representative, area shall then be lightly sprinkled with water to prevent loss of herbicide or scuffing.

3. Areas to receive current growth and pre-emergent herbicides include all areas to receive geotextile fabric and decorative gravel.

4. Apply herbicides and other products according to manufacturer’s installation and warranty requirements. Manufacturer’s requirements for installation, application, and use of products shall be strictly followed.

1-18-vw 31 23 00 - Excavation and Fill - 15 of 18

5. Refer variances between Manufacturer’s application instructions and Contract Documents to City’s Representative.

3.3 Field Quality Control
A. City’s Representative will provide continuous inspection of fill and will field test fill and earth backfill as placed and compacted, and inspect excavations and subgrade before concrete is placed and provide periodic inspection of open excavations, embankments, and other cuts or vertical surfaces of earth.

B. City’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

C. City’s Representative may require deepening of footings and order such deepening based on uncovered soil conditions.

D. Whenever excavated material is not suitable for backfill, Contractor shall at their expense arrange for and furnish suitable imported backfill material which is capable of attaining specified relative density. Contractor shall also arrange for removal and off-site disposal of unsuitable excavated material at their own expense.

E. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.7) for subgrade beneath structures, footings and foundations shall be completed by an ICBOcertified special inspector selected by City and shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Subgrade
Beneath
Structures
and
Footings
Material and
Bearing Capacity
Verification
CBC Section 1704.7 and
Soils Report
Periodic per CBC
Table 1704.7
City Contractor to
reimburse City
for costs of
first deputy
inspector if reinspection is
required
Excavation Depth
and Material
Verification
F. Additional field testing of earthwork shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Backfill or
Soil
Prepared
in Place
Sampling ASTM D75 As directed City Contractor
Sieve Analysis ASTM C136 1 sample for every
1000 tons of
material from an
individual material
supplier
City Contractor
Sand Equivalence California Test Method
217
1 sample for every
1000 tons of
material from an
individual material
supplier
City Contractor
Trench Width Width specified in Part 2
above
As directed City Contractor
Bedding Thickness Depth specified in Part 2
above
As directed City Contractor
Rock Size in
Backfill
Size specified in Part 2
above
As directed City Contractor
Compaction
(Laboratory
Density Relations)
ASTM D1557 As directed City Contractor

1-18-vw 31 23 00 - Excavation and Fill - 16 of 18

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Field Density of
Soil in Place
ASTM D1556 or ASTM
D6938
As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
Field Density of
Soil in Place
Compaction and
Water Content
(Nuclear Gauge)
California Test Method
231
As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
Field Density of
Cohesionless Soils
ASTM D4253 and D4254 As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
11-Month Warranty
Inspection
Demonstrate no visible
pavement sags above
pavement cut
1 inspection City Contractor
Concrete
Slurry
Slump (6-inch
maximum)
ASTM C143 1 each batch City Contractor
G. For testing purposes, percentages shall be determined by weight.

H. Make necessary excavations for compaction and other soils tests as directed by City’s Representative.

F. "Relative compaction" is ratio, expressed as percentage, of in-place dry density to laboratory maximum dry density.

G. Compaction shall be deemed to comply with Contract Documents when no more than one test of any 3 consecutive tests falls below specified relative compaction. Failing test shall be no more than 3 percentage points below specified compaction. Contractor shall pay costs of any retesting of Work not conforming to Contract Documents.

I. Allow sufficient time for testing and evaluation of results before material is needed. City’s Representative will be sole and final judge of suitability of all materials.

J. Do not use materials in question pending test results.

K. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by City’s Representative whose decisions and directions will be considered final on these matters.

L. City’s Representative will not provide and is not being paid to provide directions or submittal review regarding Contractor’s excavation safety procedures. Any questions or concerns of City’s Representative will be referred to CAL/OSHA whose decisions or directions shall be considered final.

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3.9 Adjusting and Cleaning
A. Make necessary arrangements for and remove and dispose of all surplus excavated material off-site, unless otherwise provided for in Contract Documents. All costs for disposal of surplus waste material shall be borne by Contractor.

B. Dispose of surplus material not required for backfill or fill. Disposal shall occur outside limits of public rights-of-way and/or easements. Disposal shall comply with applicable ordinances and regulations of governmental agencies having jurisdiction and shall be done at no cost or liability to City.

C. Do not deposit excavated material on private property unless written permission from property owner is secured by Contractor. Before City will accept Work as being completed, Contractor shall file written release signed by all property owners with whom they have entered into agreements for disposal of surplus excavated material absolving City from any liability connected therewith.

D. Do not deposit excess material in water courses or other locations where disposed material will interfere with natural drainage.

E. After backfill installation is completed, dress site smooth and leave site in neat and presentable condition, free of all cleared vegetation, rubbish and other construction wastes.

Haul away and legally dispose of surplus rock or other excavated material which cannot be used. Areas next to structures, fences, and trees where equipment cannot reach shall be hand raked.

END OF SECTION

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9-18-dp 31 23 13 – Subgrade Preparation - 1 of 6
SECTION 31 23 13

SUBGRADE PREPARATION
PART 1 - GENERAL

1.1 Work Included
A. Preparation of natural, filled, or excavated roadbed material before placing subbase or base material, pavement, curbs, gutters, driveways, sidewalks, flatwork and other roadway structures.

B. Work shall include:

1. Compliance with State and Federal safety regulations.

2. Compliance with applicable agencies’ permit conditions for work in public or railroad rightof-way, and for work on private property.

3. Maintaining trees which are not permitted to be removed.

4. Compaction testing (where stipulated as a Contractor responsibility in Section 3.3).

5. Rough and fine grading, and preparation of right-of-way.

6. Soil sterilant application.

7. Legal disposal of excess excavated materials.

8. Cleaning up debris, papers and loose rocks.

9. Restoring fences and other disturbed property.

10. All other incidental earthwork and supplementary operations needed to complete Work.

C. Refer to Section 31 23 00 for excavation and fill.

D. Refer to Section 31 05 50 for requirements for protecting existing utilities.

E. Refer to the following City of Corona standard details:

1. City of Corona Standard Detail 827 for soil preparation notes.

2. City of Corona Standard Detail 828 for weed abatement notes.

F. Conform to Standard Specifications for Public Works Construction (Greenbook) §403, applicable permits, and requirements herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 02 41 13: Selective Site Demolition
H. Section 31 05 16: Aggregate and Rock Products for Earthwork I. Section 31 05 50: Protecting Existing Utilities
J. Section 31 23 00: Excavation and Fill
K. Section 32 12 16: Asphalt Paving Conforming to Greenbook Specifications

1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Applicator of weed control materials shall be licensed by State of California as Pest Control Operator and Pest Control Advisor in addition to possessing applicable subcontractor licenses.

C. Materials and methods used for weed abatement shall conform to Federal, State, and local regulations.

9-18-dp 31 23 13 – Subgrade Preparation - 2 of 6

1.4 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM C143 Slump of Hydraulic Cement Concrete

2. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

3. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method

4. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort

5. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table

6. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density

7. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

8. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates

9. California Test Method 217 Sand Equivalent

10. California Test Method 231 Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gage

11. California Test Method 301 Resistance “R” Value of Treated and Untreated Bases, Subbases, and Basement Soils by Stabilometer

12. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301-1 “Subgrade Preparation”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit for soil sterilants per Product Data requirements.

Certificates of Compliance For herbicides, submit certificate of registration with California Department of Pesticide Regulation
Delivery Tickets Submit for engineered soil media for bioretention swales Permits Submit copies of permits obtained for excavation, grading, etc. required by state and local governing authorities
On Owner’s request, submit written permission from property owner(s) permitting legal disposal of surplus material.

Scale Broom Weed Eradication
Letter
Submit for areas at risk of Scale Broom Weed presence.

B. Refer to Section 01 33 00 for definition of requirements for Product Data.

1.6 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery, storage, and handling requirements.

1.7 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for subgrade preparation.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Current Growth Herbicide Roundup QuikPro Dry (Monsanto) St. Louis, MO (314) 694-1000 DuPont Oust XP Wilmington, DE (800) 441-7515
Accepted equal
Pre-Emergence Herbicide Bayer Aventis Crop Science (formerly Rhône-Poulenc) “Ronstar G 50WP”
Leverkusen, DEU
DuPont Oust XP Wilmington, DE (800) 441-7515
Elanco “Surflan” Greenfield, IN (877) 352-6261
Rainbow Technology “Weedkiller” Pelham, AL (800) 637-6047 Accepted equal

2.2 Materials
A. Refer to Section 31 05 16 for basic requirements for aggregate and rock products.

B. Refer to Section 31 23 00 for basic requirements for soil and backfill.

C. Materials for subgrade preparation shall be:

9-18-dp 31 23 13 – Subgrade Preparation - 3 of 6

ITEM MATERIAL SPECIFICATION
Subgrade Suitable Soil Material Refer to Section 31 23 00.

Current Growth Herbicide Systemic non-selective herbicide Pre-Emergent Herbicide Selective herbicide to halt root growth D. Herbicides or weedkillers shall be dry, free-flowing, dust-free water-soluble chemicals.

1. Herbicides shall inhibit growth of vegetation including dawny brome grass, puncture vine, plantain, and scale broom weed.

2. Herbicides shall be approved for use on Work by all governmental agencies having jurisdiction, including US EPA and California Department of Pesticide Regulation.

PART 3 - EXECUTION

3.1 Preparation
A. Remove and reconstruct asphalt paving improvements per Section 02 41 13 and 32 12 16.

B. Remove and reconstruct concrete paving improvements per Section 02 41 13 and 32 13 13.

3.2 Installation
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Requirements of contract-referenced soils reports and investigations.

2. Applicable OSHA and Cal OSHA regulations

3. California Building Code Chapter 18 “Soils and Foundations.”

4. Manufacturer’s installation and warranty requirements

5. Standard Specifications for Public Works Construction (Greenbook) §301-1 “Subgrade Preparation”

6. Other applicable building code requirements
C. Refer variances between above documents and Contract Documents to Owner’s Representative.

D. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of permits issued by those agencies for construction within their respective rights-of-way.

1. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede provisions of Contract Documents.

E. Refer to Section 31 23 00 for requirements for grading and unclassified excavation, placement of unclassified fill, and compaction of subgrade.

F. Excavate and shape subgrade to line, grade, and cross section shown.

1. Subgrade shall be considered to extend over full width of excavated areas or areas receiving base course.

2. Subgrade depth (street zone) shall be considered to extend to 30” below finished road surface.

G. Weed abatement of areas to be planted shall conform to the following:

1. Complete weed abatement after installing complete irrigation system and soil preparation but prior to planting.

2. Fertilize with 1 lbm actual nitrate nitrogen per 1000 square feet.

3. Water fertilized area for 14 Calendar Day.

4. Spray non-selective systemic herbicide on emerged weeds per licensed pest control advisor’s recommendation.

5. Wait 7 Calendar Days.

6. Remove all weeds.

7. Fertilize with 1 lbm actual nitrate nitrogen per 1000 square feet and water for 14 Calendar Days.

8. Spray non-selective systemic herbicide.

9-18-dp 31 23 13 – Subgrade Preparation - 4 of 6

9. Wait 7 Calendar Days.

10. Grub weeds.

11. Perform planting within 14 days following grubbing.

12. Total weed abatement program shall last 42-56 Calendar Days.

H. Scarifying and cultivating will be required in the following cases

1. For dry soils impervious to water penetration.

2. For soils containing excessive moisture which may result in unstable foundations.

3. For soils which are nonuniform in character which may result in nonuniform relative compactions and subsequent differential settlements of finished surfaces.

4. When pavement is to be placed directly over roadbed material.

I. Scarify and cultivate as follows

1. After completing rough grading, loosen roadbed to depth of ≥ 6”.

2. Work loosened material to finely divided condition.

3. Remove all rocks >3” diameter.

4. Bring moisture content to -1% of optimum or wetter by adding water, adding and blending dry suitable material, or by drying existing material.

5. Compact material to specified relative compaction using Owner-accepted equipment.

6. Compacted and trimmed material shall be firm, hard, and unyielding.

J. Uniform pervious soils allowing immediate water penetration or uniform impervious soils allowing water penetration to ≥ 6” after adding suitable wetting agent will not require scarifying and cultivating unless a condition above requires such processing.

K. When scarifying and cultivating are not required, prepare subgrade as follows:

1. Bring moisture content of top 6” of subgrade material to optimum by adding water at surface.

2. Compact material to specified relative compaction using Owner-accepted equipment.

3. Compacted and trimmed material shall be firm, hard, and unyielding.

L. Apply herbicides as follows:

1. Treat vegetation to be exterminated and removed with current growth herbicide in accordance with Manufacturer’s Instructions.

2. Treat finished subgrade of specified areas with accepted pre-emergent herbicide. a. Apply pre-emergent herbicide in liquid or dry form at uniform rate ≥ 8 ounces per square yard in accordance with Manufacturer's directions. b. At option of Owner’s Representative, area shall then be lightly sprinkled with water to prevent loss of herbicide or scuffing.

3. Areas to receive soil sterilant include areas to receive asphalt concrete or Portland cement concrete structures and pavement, including embankments, walkways, slabs, drainage structures, parking, and road areas.
a. Other areas requiring soil sterilant are storage reservoir or pond surfaces to receive lining material of less than 3” in thickness and lining perimeter areas to distance of 5’ from edge of lining material.
b. When treating paved areas, apply herbicides to full width of excavated or graded areas.

4. Apply herbicidal products according to Manufacturer’s installation and warranty requirements.

5. Refer variances between Manufacturer’s application instructions and Contract Documents to Owner’s Representative.

M. Scale Broom Weed Eradication

1. Prior to construction of public improvements a letter will be required from qualified botanist, plant taxonomist, or field biologist specializing in native plants stating an investigation and/or eradication of Lepidospartum Aquamatum (Scale Broom Weed) has been completed.

9-18-dp 31 23 13 – Subgrade Preparation - 5 of 6

3.3 Field Quality Control
A. Field testing of subgrade preparation shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR BY
Subgrade Compaction Refer to Section 31 23 00
R-Value California Test Method
301
1 sample for every 1000
tons of material from an
individual material
supplier
City Contractor
Subgrade
Tolerances
Beneath
Pavement,
Sidewalk, Curb,
Gutter,
Driveways, or
Structures
Deviation from
Plan Grade
and Cross
Section.
±¼” maximum
deviation from Plan
Elevation
All locations Contractor Contractor
Subgrade
Tolerances
Beneath
Subbase or
Base Material or
for Unpaved
Areas
Deviation from
Plan Grade
and Cross
Section.
±½” maximum
deviation from Plan
Elevation
All locations Contractor Contractor
Finish Grade Deviation from
Plan Grade
and Cross
Section
Refer to Section 31 23 00
B. Remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by Owner’s Representative whose decisions and directions will be considered final on these matters.

3.4 Adjusting and Cleaning
A. Remove and dispose of surplus excavated material off-site and outside right-of-way or easements, unless otherwise provided for in Contract Documents.

B. Disposal shall conform to ordinances and regulations of governmental agencies having jurisdiction and shall be done at no cost or liability to Owner.

C. Dress site smooth and leave site in neat and presentable condition, free of cleared vegetation, rubbish and other construction wastes.

D. Hand rake areas next to structures where blade-type equipment cannot reach.

END OF SECTION

9-18-dp 31 23 13 – Subgrade Preparation - 6 of 6

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8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 1 of 8 SECTION 32 12 16

ASPHALT AND CONCRETE PAVING SYSTEMS CONFORMING TO GREENBOOK

SPECIFICATIONS
PART 1 - GENERAL

1.1 Work Included
A. Concrete paving and sealing products conforming to Standard Specifications for Public Works Construction (Greenbook) specifications for pavements for roads, vactor truck bays and other Work as shown.

B. Plans identify type and depth of existing pavement sections to facilitate bidding.

1. City does not guarantee accuracy of pavement sections shown on Plans.

2. Perform additional investigations necessary to determine pavement sections.

3. Payment for Extra Work be made as described in Part 2 “products” under “Thickness”.

C. Conform to Standard Specifications for Public Works Construction (Greenbook) §203, §214, and §302-5, applicable permits, and requirements herein.

D. Conform to Standard Specifications for Public Works Construction (Greenbook) §302-6, and §303-5, applicable permits, and requirements herein.

E. Refer to Greenbook §200 and §201 for base materials
F. Refer to Greenbook §201 for concrete and related materials.

G. Refer to Greenbook §301-2 for untreated base.

H. Refer to Greenbook §302-6 for Portland cement concrete pavement.

I. Refer to the following City of Corona standard details:

1. City of Corona Standard Detail 149 for parkway utility trench requirements.

2. City of Corona Standard Detail 150 for trench backfill and roadway repair requirements.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 02 41 13: Selective Site Demolition
E. Section 01 63 00: Product Substitution Proceedures
F. Section 01 65 00: Product Delivery Requirements
G. Section 01 66 00: Product Storage and Handling Requirements H. Section 01 73 00: Execution
I. Section 31 05 16: Aggregate and Rock Products for Earthwork J. Section 31 23 00: Excavation and Fill
K. Section 31 23 13: Subgrade Preparation

1.3 System Description
A. Furnish and install complete asphalt paving system, including subgrade preparation, aggregate base, prime coat, tack coat, concrete paving, seal coat, striping, and appurtenant Work.

B. Completed paving system shall meet permit requirements and requirements of city or agency having jurisdiction over paving and right-of-way.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 2 of 8 B. Factory (batch plant) testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Crushed
Aggregate
Rock
Gradation ASTM C136 Once prior to beginning
work, Quarterly
thereafter
Contractor Contractor
Coarse
Aggregate
(Material
retained on
No 4 sieve)
Specific Gravity ASTM C127 and C128 One test per source Contractor Contractor Absorption AASHTO T85 One test per source Contractor Contractor Fine
Aggregate
(Material
passing No 4
sieve)
Specific Gravity ASTM C127 and C128 One test per source Contractor Contractor Absorption AASHTO T84 One test per source Contractor Contractor Combined
Aggregates
Gradation ASTM C136 and C117 or
California Test 202
One test per mixture Contractor Contractor
Sand Equivalent California Test 217 One test per mixture Contractor Contractor C. Where results of material property test does not conform to limits specified for that test, and if the moving average falls outside specified limits for moving averages, should next test be of same value as that of test being considered, suspend production of failing material until corrective changes are made and tests show quality of material proposed for use in Work conforms to specified moving average.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. AASHTO T84 Specific Gravity and Absorption of Fine Aggregate

2. AASHTO T85 Specific Gravity and Absorption of Coarse Aggregate

3. AASHTO M323 Superpave Volumetric Mix Design

4. AASHTO T164 Quantitative Extraction of Asphalt Binder from Hot Mix Asphalt

5. AASHTO T308 Asphalt Binder Content of Hot Mix Asphalt (HMA) by Ignition Method

6. AASHTO T319 Quantitative Extraction and Recovery of Asphalt Binder from Asphalt Mixtures

7. Asphalt Institute MS2 Asphalt Mix Design Methods

8. Asphalt Institute MS4 The Asphalt Handbook

9. ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

10. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

11. ASTM C128 Relative Density (Specific Gravity) and Absorption of Fine Aggregate

12. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine

13. ASTM C136 Sieve Analysis of Fine and Course Aggregates

14. ASTM D5 Penetration of Bituminous Materials

15. ASTM D1188 Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples

16. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))

17. ASTM D1856 Recovery of Asphalt From Solution by Abson Method

18. ASTM D2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

19. ASTM D2172 Quantitative Extraction of Bitumen for Bituminous Paving Mixtures

20. ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Asphalt Mixtures

21. ASTM D2950 Density of Bituminous Concrete in Place by Nuclear Methods

22. ASTM D4125 Asphalt Content of Bituminous Mixtures by Nuclear Method

23. ASTM D6307 Asphalt Content of Asphalt Mixture by Ignition Method

24. California Department of Transportation (Caltrans) Standard Specifications of Local Streets and Roads

25. California Test Method 125 Sampling Highway Materials and Products Used in the Roadway Structural Sections

26. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates

27. California Test Method 217 Sand Equivalent

28. California Test Method 304 Preparation of Bituminous Mixture for Testing

29. California Test Method 308 Bulk Specific Gravity and Density of Compacted Hot Mix Asphalt

30. California Test Method 366 Stabilometer Value

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 3 of 8

31. California Test Method 375 In-Place Density and Relative Compaction of Hot Mix Asphalt Pavement Using Nuclear Gages

32. California Test Method 382 Asphalt Content of Bituminous Paving Mixtures by Ignition Method

33. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

34. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201 “Concrete, Mortar, and Related Materials”

35. SSPWC Standard Specifications for Public Works Construction (Greenbook) §203 “Bituminous Materials”

36. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

37. SSPWC Standard Specifications for Public Works Construction (Greenbook) §302 “Roadway Surfacing”

38. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303-5 “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways”

39. SSPWC Standard Specifications for Public Works Construction (Greenbook) §401 “Removal”

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Certificate of Compliance Submit report from testing laboratory certifying that aggregate material is asbestos-free and conforms to specified gradations or characteristics.

Mix Designs Submit asphalt mix design in format consistent with requirements shown in SSPWC (Greenbook)
Submit for concrete mix design per engineering calculations requirements sealed by California-licensed Civil Engineer.

In addition to original mix design, provide new mix design if change in brand or type of cement or change in source or gradation of aggregates is permitted or if defective concrete occurs.

Brand and Type of
Cement/Source of Aggregate
Submit brand and type of cement and source of aggregates to allow sampling and testing by City’s Representative.

Test Record Transcripts Submit copy of report from testing laboratory verifying aggregate material contains <1% asbestos by weight or volume and conforms to specified properties and gradations.

Submit certified materials test reports for liquid Portland cement concrete and uniformity of distribution of binder per test record transcript requirements.

Delivery Tickets Show vendor’s name, grade of paving asphalt delivered, date and point of delivery, quantity delivered, ticket number, purchase order number, and test results
Submit for ready-mix concrete as needed to document delivery quantities. In accordance with ASTM C94 §16.1 and §16.2, each ticket shall show

1. Name of ready-mix batch plant,

2. Serial number of ticket,

3. State certified equipment used in preparing mix,
Truck number.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 01 33 00 for definition of requirements for Product Data, Certificates of Compliance, and Test Record Transcripts.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of asphalt concrete, Portland cement concrete, and related products.

C. Storage of concrete materials shall conform to requirements of ACI 301 or SSPWC (Greenbook).

D. Do not use aluminum materials for handling concrete.

1.8 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for concrete paving systems.

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 4 of 8 PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Paving All-American Asphalt City of Industry, CA (626) 839-4014 Blue Diamond Materials South Gate, CA (323) 773-5155
R J Noble Company Orange, CA (714) 637-1550
Vulcan Materials Company Los Angeles, CA (626) 856-6156 Accepted equal CalTrans or other State Department of
Transportation approved vendors
Joint Filler Materials Refer to Section 32 13 73
Sealants Refer to Section 32 13 73

2.2 Materials
A. Refer to Standard Specifications for Public Works Construction (Greenbook) §201 for materials requirements for concrete paving
B. Refer to Standard Specifications for Public Works Construction (Greenbook) §203 for materials requirements for asphalt paving
C. Cement shall be clean and free from contaminants.

1. Do not use cement reclaimed from cleaning bags or leaking containers.

2. Do not use lumpy cement.

D. Materials for forms and headers for concrete, where required, shall be:

ITEM MATERIAL SPECIFICATION
Forms and Headers Wood
Headers
Dimensions 1½” x 6” minimum, ≥16’ long.

Square or slightly beveled edges and square ends surfaced on upper edge
Where paving thickness exceeds 6”, vertical dimension shall be within ½” of paving thickness.

Use single plank for thicknesses and curb faces ≤10” except on curb returns.

For curved pavement edges and curb returns, header thickness may be reduced to ¾” if secured in place by metal stakes or clamps.

Cut curb face form to conform exactly with curb face batter and to required length and radius.

Location Provide where vertical edges of proposed Portland cement concrete pavement are not in contact with existing pavement or permanent structures, curbs, or gutters.

Specifications Free from warp and splits
Boards of sufficient rigidity and strength to resist springing during paving, placing, or tamping concrete.

Smooth and straight upper edges
When used for curb face shall be surfaced on side against which concrete is placed
Metal Forms Dimensions Vertical dimension shall be ≥ paving edge thickness.

Location Provide where vertical edges of proposed Portland cement concrete pavement are not in contact with existing pavement or permanent structures, curbs, or gutters.

Specifications Free from warp
Gage of sufficient rigidity and strength to resist springing during paving, placing, or tamping concrete.

Smooth and straight upper edges
Stakes for Wood
Headers
Wood Dimensions 18” long
Location Set at 5’ on center and within 6” of angle points Metal Dimensions 2” x 3” nominal x 18” long

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 5 of 8

ITEM MATERIAL SPECIFICATION
Stakes for Metal
Forms
Location Set at 5’ on center and within 6” of angle points Alternative Concrete
Curb
Class B
Concrete
Dimensions 6”-deep x 6”-wide concrete curb may be provided as alternate to forms and headers.

Specifications Concrete shall conform to Section 03 30 00 E. Materials for new Portland cement concrete paving shall be:

ITEM MATERIAL SPECIFICATION
Subgrade
Preparation
Suitable Material Refer to Section 31 23 00
Minimum Depth of
Scarification and Compaction
18” below subgrade
Soil Treatment Refer to Section 31 23 13
Compaction Refer to Section 31 23 00
Select SubBase Select SubBase Conform to SSPWC (Greenbook) §200-2.6, “Select SubBase” Aggregate Base
Course
Crushed Aggregate Base Conform to SSPWC (Greenbook) §200-2.2, “Crushed Aggregate Base”
Crushed Miscellaneous Base May be substituted at Contractor’s option Conform to SSPWC (Greenbook) §200-2.4, “Crushed
Miscellaneous Base”
Thickness 6”
Compaction 95% per ASTM D1557
Portland Cement
Concrete Pavement
Concrete Material Class 520-A-2500
Maximum 3” slump
Conform to SSPWC (Greenbook) §201-1 “Portland Cement
Concrete”, and §302-6, “Portland Cement Concrete Pavement” Fiber-Reinforced
Concrete (Provide in
Class AA, A, A2 and
B concrete mixes to
limit microcracking
and shrinkage
cracks)
Synthetic Fibers Conform to SSPWC (Greenbook) §201-2.3 “Fiber Reinforcement”
Traffic Markings and
Pavement Markings
Permanent Lane Marking Thermoplastic Paint
Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Temporary Lane Markings 2 coats non-thermoplastic paint Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Pavement Markers Replace damaged or removed markers in kind.

Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
F. Materials for Portland cement concrete paving removal and replacement shall be:

ITEM DESCRIPTION
Subgrade
Replacement
Material
Suitable Material Refer to Section 31 23 00
Minimum Depth of Scarification
and Compaction
18” below subgrade
Soil Treatment Refer to Section 31 23 13
Compaction Refer to Section 31 23 00
Select SubBase Select SubBase Conform to SSPWC (Greenbook) §200-2.6, “Select SubBase” Aggregate Base
Course
Crushed Aggregate Base Conform to SSPWC (Greenbook) §200-2.2, “Crushed Aggregate Base”
Crushed Miscellaneous Base May be substituted at Contractor’s option Conform to SSPWC (Greenbook) §200-2.4, “Crushed
Miscellaneous Base”
Thickness 6”
Compaction 95% per ASTM D1557
Portland Cement
Concrete Paving
Concrete Material Class 520-A-2500
Maximum 3” slump

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 6 of 8

ITEM DESCRIPTION
Conform to SSPWC (Greenbook) §201-1 “Portland Cement
Concrete”, and §302-6, “Portland Cement Concrete Pavement” Cement Type II/V Modified Low Alkali/Sulfate Resisting or Type III High Early Strength
Thickness Existing base course thickness + 1”
Where mean of 10 thickness field measurements at random City-selected locations exceeds thickness shown on Plans by >½”, Contractor shall provide field-measured thickness + 1”.

Payment shall be adjusted by factor of (Measured Thickness +1”/Plan Thickness +1”)
Expansion Joint Filler and
Assemblies
Conform to SSPWC (Greenbook) §201-3, “Expansion Joint
Filler and Joint Sealants”
Joint Sealer Conform to SSPWC (Greenbook) §201-3, “Expansion Joint Filler and Joint Sealants”
Reinforcing Steel Conform to SSPWC (Greenbook) §201-2, Reinforcement for Concrete
Concrete Finishing Conform to SSPWC (Greenbook) §302-6.4, “Finishing” Concrete Joints Conform to SSPWC (Greenbook) §302-6.5, “Joints” Concrete Curing Conform to SSPWC (Greenbook) §302-6.6, “Curing” Traffic Markings and
Pavement Markings
Permanent Lane Marking Thermoplastic Paint – Rapid-Dry or Fast-Dry Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Temporary Lane Markings 2 coats non-thermoplastic paint Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Pavement Markers Replace damaged or removed markers in kind.

Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
G. Paving within public (City, County or State) rights-of-way, railroad rights-of-way, or on private property shall comply with permit requirements and other stipulations of applicable property citys.

2.3 Mixes
A. Refer to SSPWC (Greenbook) §203-6.7 for proportioning and mixing technologies.

B. Refer to SSPWC (Greenbook) §302-4 for slurry seal mixes.

PART 3 - EXECUTION

3.1 Preparation
A. Scarify to specified depth below subgrade, bring to optimum moisture content, and compact to specified relative dry density.

B. Refer to Section 31 23 13 for requirements for subgrade preparation and soil sterilant application.

C. Use and maintain subbase course throughout construction.

1. Provide make-up material throughout construction to maintain surface at required grade.

2. Near completion of construction, bring sub-base course to proper line and grade, broom clean surface, and when dry, apply prime coat at

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Pave locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Permit requirements of agencies having jurisdiction over streets.

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 7 of 8

2. Applicable OSHA and Cal OSHA regulations

3. Standard Specifications for Public Works Construction §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

4. Standard Specifications for Public Works Construction §401 “Removal”

5. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Place Portland cement concrete surface course in accordance with SSPWC Greenbook §302-

6. 1. Construct surface course in one lift.

2. Do not place asphalt concrete when atmospheric temperature < 40°F or during unsuitable weather.

3. Provide on-site identification of Portland cement resurfacing for each excavation by placing metal tag as close to curb as possible in resurfaced area. a. Tag shall identify City, Contractor, and month and year of concrete placement.

F. Adjust valve box rings and covers to grade within 30 days after final paving of each street in which pipelines are installed.

3.3 Field Quality Control
A. Field testing for Portland cement concrete paving shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Portland
Cement
Concrete
Minimum
Thickness
Thickness to equal thickness of
section removed plus 1” (4”
minimum)
As directed City Contractor
Aggregate
Base
Minimum
Thickness
Thickness to equal thickness of
section removed and shall extend at
least 8” beneath PCC
As directed City Contractor
Finish Grade Finish Surface
Rolling
No deviations from existing grade in
excess of ⅛” in 10’
As directed City Contractor
No ruts, depressions or irregularities
exceeding ⅜” deep
As directed City Contractor
Drainage Flood paved areas sufficiently to
demonstrate absence of ponding
and “bird-baths”
As directed City Contractor
11-month
Warranty
Inspection
Demonstrate compliance to Contract
Documents and Permit
Requirements
1 test City Contractor

END OF SECTION

8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 8 of 8

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7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 1 of 4 SECTION 33 08 31

LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER LINES PART 1 - GENERAL

1.1 Work Included
A. Materials and labor for field leakage and infiltration testing of gravity sanitary sewers and floor, drains conveying wastewater under gravity flow to a sanitary sewer. Furnish labor, materials, tools, and equipment necessary to provide and complete field pressure testing and infiltration testing as specified.

B. Plan construction activities to allow and facilitate testing of all sections of gravity sanitary sewers.

C. Leakage tests shall be made on completed pipelines as follows:

PIPE TEST REQUIREMENT
Gravity Sanitary Sewers and gravity floor and area
drains where difference in elevation between
inverts of adjacent manholes or structures <10 feet
Water infiltration test or water exfiltration test as directed by City’s Representative
Gravity Sanitary Sewers where difference in
elevation between inverts of adjacent manholes
>10 feet
Air test or water infiltration test as directed by City’s Representative

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 65 00: Product Delivery Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 00: Execution
F. Section 01 75 00: Starting and Adjusting
G. Section 33 30 31: Polyvinyl Chloride Gravity Sewer Pipe and Fittings

1.3 System Description
A. Complete leakage testing and infiltration testing of gravity sewers and floor and area drains in compliance with these specifications.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air B. Standard Specifications for Public Works Construction (Greenbook) §306-1.4

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Testing Plan On City’s request, submit detailed plan showing how Contractor intends to pressure test sewer.

1.7 Unit Prices

7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 2 of 4 A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

PART 2 - PRODUCTS

2.1 Materials
A. Furnish labor, materials, and equipment necessary to complete pressure testing of gravity sewers. Deliver equipment to project site in good working order and ready for use.

PART 3 - EXECUTION

3.1 Preparation
A. Test each section of sewer between 2 successive manholes or structures for leakage or, at option of City's Representative, test for infiltration, or both. Test for leakage on all sections of sewer. Infiltration test shall also be made where groundwater is encountered.

B. Protect sections which have previously passed leakage or infiltration tests.

C. Should compacting equipment weighing over 1000 pounds be used on backfill following tests or should Contractor’s operations cause concern that water-tight integrity of pipes, structures, or appurtenances has been compromised, retest sewer sections of concern after final backfill compacting operation.

3.2 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Pipe Leakage ASTM F1417 or as shown
below
1 test per pipe Contractor Contractor
Infiltration ASTM F1417 or as shown
below
1 test per pipe as
requested by City
Contractor Contractor
Manholes Leakage or
Infiltration
Shall not exceed 0.1
gallons per hour per vertical
foot for manholes
1 test per manhole Contractor Contractor
B. Perform leakage and infiltration tests after placement and compaction of backfill, installation of utilities, and prior to mandrel test and placing of permanent paving. Correct deficiencies found during leakage and infiltration test at no additional cost to City.

C. Complete tests in presence of City's Representative. City’s Representative will record results.

D. Conduct infiltration testing as follows for sewer segments located in natural groundwater table:

1. If groundwater is encountered in construction of section of sewer between structures, close end of sewer at upper structure sufficiently to prevent entrance of water.

2. Discontinue pumping of groundwater for at least 3 days, and then test section for infiltration.

3. Where infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce infiltration to within specified amount at no expense to City. Contractor shall stop individual leaks that may be observed, even if those leaks are in a quantity less than specified limits for acceptance.

7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 3 of 4

4. Where sewer is not located in natural groundwater table, exfiltration tests or lowpressure air tests shall be used to indicate sewer tightness.

E. Conduct exfiltration (leakage) testing as follows for sewer segments located above natural groundwater table:

1. Plug sewer at lower end of section to be tested with stopper.

2. Plug highest end of sewer to be tested with stopper. Stopper plug shall have suitable air vent to allow trapped air removal.

3. Fill pipe and manhole with water to elevation 4 feet above sewer invert at upper manhole. If groundwater is present, fill pipe and manhole to a point 4 feet above average adjacent groundwater level.

4. Check system for leaks in hoses, plugs, calibrated containers, etc. while filling through positive shutoff valve.

5. After filling sewer, allow one hour for absorption of water.

6. Refill sewer to test elevation.

7. Close input valve and begin test.

8. Record elapsed time to empty container of water and calibrate loss rate in gallons per hour.

9. Where exfiltration or infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce exfiltration to within specified amount at no expense to City. Repair pipe joints or, if necessary, remove and reinstall pipe at Contractor’s expense. Sewer will not be accepted until exfiltration and/or infiltration rate, as determined by test, is less than allowable leakage.

F. Allowable exfiltration or infiltration shall not exceed 50 gallons per inch of internal diameter per mile per day, which equates to:

PIPE DIAMETER (Inches)

ALLOWABLE EXFILTRATION OR INFILTRATION
(Gal/hr/100-ft)
4” 0.16 gal/hr/100’
6” 0.24 gal/hr/100’
8” 0.32 gal/hr/100’
48” 1.89 gal/hr/100’
F. Air testing shall only be done where City’s Representative determines exfiltration or infiltration testing is impractical. Where directed by City’s Representative, air testing shall proceed as follows:

1. Conduct air leakage test on gravity sewers not tested by infiltration or exfiltration testing.

Test each section of sewer between two successive manholes or structures.

2. Clean and wet line to be tested.

3. Plug pipe outlets with suitable test plugs and securely brace each plug.

4. Compressor used to add air to pipe shall have blowoff valve set at 5 psig to ensure internal pipe pressure cannot exceed 5 psig.

5. Constantly monitor pressure in pipeline using gage and hose arrangement separate from hose used to fill sewer with air.

6. Add air slowly to portion of pipe installation under test until internal air pressure reaches

3.0 psig.

7. After 3.0-psig internal pressure is reached, maintain air pressure between 2.5 psig and

3.5 psig for at least 2 minutes to allow air temperature to reach equilibrium with pipe wall temperature. Add only enough air to maintain pressure.

8. Check exposed pipe and plugs for leakage by coating with soap solution. If failures are observed, bleed off air and make necessary repairs.

9. After 2-minute period, disconnect air supply.

7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 4 of 4

10. When pressure decreases to 2.5 psig, start timing with stopwatch or sweep-secondhand watch.

11. Determine time lapse required for air pressure to drop to 1.5 psig gage pressure.

12. If pressure drop from 2.5 psig to 1.5 psig occurs in less time than values tabulated below, pipe shall be overhauled and, if necessary, replaced and reinstalled until joints and pipe pass air test.

13. Use SSPWC (Greenbook) tables in §306-1.4.4 to determine minimum time lapse required for air pressure to drop from 2.5 psig to 1.5 psig. With 6” laterals or house connections these values are as follows:

PIPE DIAMETER
(Inches)
TIME IN SECONDS FOR PRESSURE DROP FROM 2.5 PSIG TO 1.5 PSIG SEWER
LENGTH
(ft)

HOUSE CONNECTION LENGTH
0‘ 100’ 200’ 300’ 400’
8” 0’
50’
100’
150’
200’
300’
400’
0 40
70 110
140
140
140
40 70
110
120
130
130
130
80 110
120
120
120
120
130
100
110
110
120
120
120
120
100
110
110
110
120
120
120

END OF SECTION

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 1 of 10 SECTION 33 30 31

POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of polyvinyl chloride (PVC) gravity sewer pipe and fittings 4”-60”.

B. Refer to City of Corona Standard Plan 304 for requirements for lateral installation on existing sewer.

C. For sewers 4”-15”, use ASTM D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

D. Outdoor piping exposed to sunlight shall be painted with a coat of water-based latex paint per Section 09 90 00. Use pastel shades or white to reduce thermal expansion.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 61 00: Common Product Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 01 73 33: Mechanical Identification
H. Section 02 41 13: Selective Site Demolition
I. Section 03 30 00: Cast-in-Place Concrete
J. Section 22 10 00: Plumbing Piping
K. Section 31 05 50: Protecting Existing Utilities
L. Section 31 23 00: Excavation and Fill
M. Section 33 05 26: Utility Identification
N. Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Pipelines

1.3 System Description
A. Furnish and install complete sewer pipe to limits shown on Plans including appurtenant connections in conformance with Manufacturer’s installation requirements and compliance with applicable construction safety codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Pipe and fittings shall be produced by same Manufacturer C. Manufacturer of pipe and fittings shall employ manufacturing methods and material formulations in use for at least 5 years.

D. City or City’s Representative shall be entitled to inspect pipes and witness manufacturing process.

E. For testing purposes, a production lot shall consist of all pipe having same lot marking number but shall not exceed 1200’ per day.

F. Factory testing shall include:

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 2 of 10

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
PVC
Gravity
Sewer Pipe
Izod Impact
Test

0.65 ft-lb/in at 23°C per
ASTM D256 for cell class 12454

1.5 ft-lb/in at 23°C per
ASTM D256 for cell class 13343

1.5 ft-lb/in at 23°C per
ASTM D256 for cell class 13364
One test on
each
production lot
or 1200’ on
sample at least
8’ long
Contractor Contractor
Tensile
Stress at
Yield
7000 psi per ASTM D638 for cell
class 12454
6000 psi per ASTM D638 for cell
class 13343 or 13364
One test on
each
production lot
or 1200’ on
sample at least
8’ long
Contractor Contractor
Specific
Gravity

1.0-1.2 per ASTM D792 One test each
production lot
Contractor Contractor
Chemical
Resistance
(Pickle Jar)
Test
Sample per ASTM D1987
Test per SSPWC (Greenbook)
§211-2 Chemical Resistance
(Pickle Jar) Test except Weight
Change Specimens Shall Conform
to SSPWC (Greenbook) §207-15.3
Tensile Stress and Impact Strength
after 100 days shall meet criteria
above
Weight Change per ASTM D543
shall be 1.5% maximum
unconditioned and 1.0% maximum
conditioned
As directed Contractor Contractor

1.5 References
A. ASTM D256 Izod Pendulum Impact Resistance of Plastics B. ASTM D395 Rubber Property—Compression Set
C. ASTM D412 Vulcanized Rubber and Thermoplastic Elastomers—Tension D. ASTM D543 Resistance of Plastics to Chemical Reagents E. ASTM D573 Rubber—Deterioration in an Air Oven
F. ASTM D638 Tensile Properties of Plastics
G. ASTM D648 Deflection Temperature of Plastics Under Flexural Load in Edgewise Position H. ASTM D792 Density and Specific Gravity (Relative Density) of Plastics by Displacement I. ASTM D648 Test Method for Deflection Temperature of Plastics under Flexural Load Above Ground
J. ASTM D1149 Rubber Deterioration—Cracking in an Ozone Controlled Environment K. ASTM D1599 Short-Time Hydraulic Failure Pressure of Plastic Pipe, Tubing and Fittings L. ASTM D1784 Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds
M. ASTM D2240 Rubber Property—Durometer Hardness
N. ASTM D2241 Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe SDR Series O. ASTM D2321 Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
P. ASTM D2412 Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading
Q. ASTM D2564 Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings R. ASTM D2665 Poly (Vinyl Chloride) (PVC) Plastic Drain, Waste and Vent Pipe and Fittings S. ASTM D2729 Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings T. ASTM D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings U. ASTM D3212 Joints for Drain and Sewer Plastic Pipe Using Elastomeric Seals

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 3 of 10 V. ASTM D4396 Rigid Poly (Vinyl Chloride) (PVC) and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds for Plastic Pipe and Fittings Used in Nonpressure Applications W. ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe X. ASTM F656 Primers for Buried PVC Pipe and Fittings
Y. ASTM F679 Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings
Z. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air AA.ASTM F1866 Poly (Vinyl Chloride) (PVC) Plastic Schedule 40 Drainage and DWV Fabricated Fittings
BB.California Green Building Standards Code (CALGreen Code) CC. California Plumbing Code (CPC)
DD. NSF/ANSI 14 Plastic Piping Components and Related Materials EE.SSPWC Standard Specifications for Public Works Construction (Greenbook) §207-17 PVC Gravity Pipe
FF.UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Required per Product Data requirements.

Installation Instructions Required per Installation Instruction requirements.

Certificate of Compliance
Type PSM Pipe 4”-15”
Deliver with pipe an affidavit from pipe Manufacturer certifying conformance with ASTM D3034 and Contract Documents. Include copy of test data results.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of PVC gravity sewer pipe and fittings.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
PVC Sewer Pipe,
Fittings, Couplings,
and Gaskets Type
PSM 4”-15” (ASTM
D3034)
Carlon Div Lamson & Session Co Beachwood, OH
Diamond Plastics Corporation Grand Island NB
North American Pipe Corporation Houston, TX
North American Specialty Products, LLC Lodi, CA
Pacific Plastics Brea, CA
Vinyltech Corp. Phoenix, AZ
Vylon Pipe Division Prime Conduit “PS46” Cleveland, OH
Accepted equal
Neoprene Stoppers Gladding McBean, Inc. South Gate, CA
Mission Rubber Company “T-Cone” Corona, CA
Pacific Clay Pipe Corona, CA

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 4 of 10

ITEM MANUFACTURER MANUFACTURER LOCATION
Accepted equal
Transition Couplings
for Laterals 4”-8”
Gladding McBean, Inc. South Gate, CA
Mission Rubber Company “Band-Seal” Corona, CA
Accepted equal
Sewer Saddles Mission Rubber Company “T-Flex” Corona, CA Accepted equal
Buried Pipe
Identification Tape
Calpico, Inc. South San Francisco, CA
Terra Tape Division Reef Industries Houston, TX
Accepted equal

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. The following is being conveyed:

FLUID VISCOSITY
(77°F)

SPECIFIC

GRAVITY

TEMP FREEZING
POINT

BOILING
POINT
VAPOR
PRESS
(77°F)
pH SOLIDS

CONTENT
Groundwater 0.894cP 1.00 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <500 ppm
Washdown
or Nuisance
Water

0.894cP 1.00 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <500 ppm
Wastewater 0.894cP 1.01 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <1.0%
C. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Design Criteria Loading H-25 (40k axle 20k wheel load)
Depth of Cover 1’-20’
D. Adhesives and solvent welding materials used on Work shall comply with VOC limits set forth in Section 5.504.4.1 of CALGreen Code.

E. PVC solid-wall gravity sewer pipe, joints, and fittings may be used to temperatures of 140°F and shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Pipe Standards Pipe sizes 4”-6” Conform to ASTM D3034
Material Conform to ASTM D1784
Cell Class 12454B, 12454C, or 13343,
Virgin rigid PVC
Additives or fillers including but not limited to stabilizers, antioxidants, lubricants, and colorants shall be ≤10% by weight per 100 of PVC resin in compound.

Conform to NSF 14
Marking Mark pipe at 5’ maximum intervals.

Show Manufacturer or trademark.

Mark ASTM standard complied with.

Show nominal pipe diameter.

Show SDR.

Show material, and PVC cell classification.

Show coded number identifying plant, machine, date and shift on which pipe was extruded.

Show service designation or legend.

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 5 of 10

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Mark pipe with home mark on spigot to indicate proper
penetration when joint is made
Size As shown on plans.

Wall Thickness Pipe sizes 4”-15” = SDR 26.

Standard Lengths 12.5’ and 20’ with option to supply up to 15% of pipe delivery in random lengths
Pipe Stiffness 46 psi per ASTM D2412
Type of Construction Solid wall with smooth interior and exterior surfaces F. PVC solid-wall gravity sewer or storm drain pipe joints shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Joints on Sewers Type Integral bell gasketed joint meeting ASTM D3212 Socket and spigot configurations for fittings and couplings shall be compatible with those used for pipe.

Joint Gasket Synthetic elastomer conforming to ASTM F477 Factory installed in belled end of pipe and fittings
Joints on Laterals Type May be gasket joints or solvent-weld or injection sealed joints for use with PVC cement or compound conforming to ASTM A2564 Gaskets Material Rubber or synthetic elastomer conforming to ASTM F477 Compound shall contain ≥ 50% Grade 1 synthetic rubber by volume.

Remainder of compound shall consist of pulverized fillers free of rubber substitutes, recycled rubber, and deleterious substances.

Gasket Age <180 days old or
<2 years old but retested <60 days prior to installation Initial Physical Requirements
Physical
Characteristics
Extruded or molded and cured to form dense, homogeneous, and smooth surface free of pitting, blisters, porosity, and other imperfections.

Tolerance ±1/32” for any diameter or profile dimension measured at any cross section
Tensile Strength >1500 psi per ASTM D412
Elongation at Break >350% per ASTM D412
Shore Durometer Type
A (Pipe Manufacturer
shall select value
suitable for joint type.)
40-65 (applies only to sealing component of gasket.) per ASTM D2240
Compression Set ≤16% of original deflection per ASTM D395 Method B Physical Requirements after Accelerated Aging
Tensile Strength after
Oven Aging (96
hrs@158°F)
≥ 80% of tensile strength before aging per ASTM D573
Increase in Shore
Durometer Hardness
after Oven Aging
≤10% increase over original Shore durometer per ASTM D2240 Physical Requirements
after Exposure to
Ozone Concentration
No cracks per ASTM D1149
Gasket Splices Quantity No more than one splice shall be permitted in any gasket.

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 6 of 10

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Splicing Methodology Make splice by applying suitable cement to ends and vulcanizing splice in a full mold.

Splice Testing Elongation Test – Stretch spliced portion of gasket to 100% elongation. While gasket is stretched, rotate gasket at least 180° each direction to inspect to assure no separation occurs.

Bend Test – Wrap spliced portion of un-stretched gasket at least 180° but not more than 270° around rod with diameter equal to gasket cross-section diameter. No separation shall occur.

G. PVC solid-wall gravity sewer or storm drain fittings shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Fittings and Couplings Standards Pipe sizes 4”-15” Conform to ASTM D3034 Material Conform to ASTM D1784
Cell Class 12454B, 12454C, or 13343C
Virgin rigid PVC
Additives or fillers including but not limited to stabilizers, antioxidants, lubricants, and colorants shall be ≤10% by weight per 100 of PVC resin in compound.

Conform to NSF 14
Markings Show Manufacturer or trademark.

Show nominal pipe diameter.

Show material, and PVC cell classification.

Show coded number identifying plant, machine, date and shift on which pipe was extruded.

Show service designation or legend.

H. Provide identification for buried PVC gravity pipe in the following manner:

PIPE

CONTENTS

IDENTIFICATION/

WARNING/

LOCATING TYPE MATERIALS/METHOD
Sewage Pipe Contents
Identification
Pipe color White
AND
Stenciling Green stenciling marked on pipe stating “SEWER” ⅝”-high letters
Repeated at 1’ intervals
OR
Identification
Tape
Polyethylene tape 6” wide and at least 4 mils thick
2”-high letters reading “CAUTION: SEWER”
Color = green with white letters
Attached to top of pipe with adhesive tape
Specification – Refer to Section 33 05 26
Pipe Warning and
Locating
Warning and
Locating Tape
Polyethylene tape 6” wide and at least 4 mils thick
2”-high letters reading “CAUTION: SEWER BURIED
BELOW”
Color = green with white letters
Place in pipe trench 18” above pipe
Specification – Refer to Section 33 05 26

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 7 of 10 PIPE

CONTENTS

IDENTIFICATION/

WARNING/

LOCATING TYPE MATERIALS/METHOD
Metallic strip that can be registered by a magnetic field locating device
Locating Wire In lieu of installing metallic warning tape; non-metallic warning tape and 10-gauge copper wire attached to top
of pipe may be used.

I. Socket and spigot configurations for fittings and couplings shall be compatible to those used for pipe.

J. Pipe not installed within 120 calendar days of latest certification test shall not be used without prior approval from City’s Representative.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install PVC gravity sewer pipe before submitting shop drawings or ordering materials. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Grade trench bottom to line and grade to which pipe is to be laid, with allowance for pipe thickness. Dig bell holes or coupling holes of ample dimension in trench bottom at locations of each joint to facilitate joining. Remove hard spots that would prevent uniform bedding thickness. Before laying each pipe section, check grade with straight-edge and correct any irregularities found. Trench bottom shall form continuous and uniform bearing and support for pipe at every point between bell or coupling holes, except grade may be disturbed for removal of lifting tackle.

C. At each joint location dig bell (joint) holes in trench bottom and at sides to permit visual inspection of entire joint.

D. Provide and maintain means and devices at all times to remove and dispose of all water entering trench during pipe-laying operations. Keep trench dry until pipe-laying and jointing are completed.

3.2 Installation
A. Refer to Sections 01 73 00 and 01 73 33 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building, fire and plumbing code requirements

3. City of Corona Standard Plan 304 for lateral installation on existing sewer.

4. Manufacturer’s installation and warranty requirements

5. ASTM D2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

6. ASTM F1668 Construction Procedures for Buried Plastic Pipe

7. UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe C. Refer variances between Manufacturer’s installation instructions, published installation standards and Contract Documents to City’s Representative.

D. Protect water and recycled water systems by constructing sewers with separations and materials described in Section 31 05 50.

E. Install PVC gravity sewer pipe as follows:

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 8 of 10

1. Install PVC gravity sewer pipe and fittings per ASTM D2321 and Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe and as herein specified.

2. Inspect each pipe and fitting before lowering pipe or fitting into trench.

3. Use proper care to prevent damage in handling, moving, and placing pipe. Hoist pipe with forklift, crane, backhoe or other handling equipment to prevent damage or reduction of pipe service life. Use cloth belt sling or continuous fiber rope to prevent scratching pipe.

Lower (do not drop) pipe from truck. Dropped pipe will be rejected.

4. Install PVC gravity sewer pipe and fittings to tolerances recommended by Manufacturer.

Unless otherwise shown, install PVC gravity sewer pipe and fittings at locations and grades shown on Plans using precision gauges and levels.

5. No longitudinal bending shall be allowed in installation of PVC gravity sewer pipe. Install all deflections at sewer manholes or by using joints and fittings specifically designed for use with PVC pipe of specified SDR.

6. Install pipe without break, upgrade from structure to structure, with bell ends of pipe upgrade. Install pipe to line and grade given so as to form close concentric joint with adjoining pipe and prevent sudden offsets of flow line.

7. Clean interior of pipe and fittings of all dirt and superfluous materials of all description immediately prior to installing pipe. Wipe joints clean of all dirt and foreign matter and apply accepted lubricant to mating surfaces of pipe to be joined.

8. Insert spigot end to proper depth of socket as indicated by home mark on pipe. Spigot end shall slide into bell end without displacement of rubber gasket.

9. Close open end of pipe with tight-fitting cap or plug to prevent entrance of foreign matter into pipe at all times when pipe installation is not in progress. These provisions shall apply during noon hour as well as overnight.

10. Do not use pipeline to drain water that has infiltrated into trench.

11. Maintain inside of pipe free from foreign materials and in clean and sanitary condition until its acceptance by City.

12. After joint assembly. Bring bedding material up to pipe spring line. Place bedding material on each side of pipe. Do not drop rock or crushed gravel directly onto pipe. Walk and tamp bedding material into final position at pipe spring line and continue to top of pipe.

13. Then place bedding material to top of pipe zone and compact to specified pipe zone compaction.

F. Install wyes and saddles as follows:

1. Unless otherwise specified, incline branch of wye fittings upward at angle ≤ 45° from horizontal. Place no wye closer than 5’ in downstream side to centerline of any structure.

Do not install wyes or tees back to back. There shall be ≥ 4’ between each branch fitting.

Place support of crushed rock or gravel under every wye branch when installed.

2. Wyes shall be ≥ 6” diameter. If existing laterals ≤ 4” are encountered, or if existing VCP other non-PVC laterals are encountered, install appropriate reducers or transition hardware to connect to new 6” PVC wye.

3. Install saddle connections into existing sewer lines with a wye saddle. Sewer to be saddled shall be scored to approximate shape of wye or tee and cut by mechanical hole cutters, or by keyhole or sabre saw. Cleanly machine tap holes and complete work by hand to provide true and neat opening for wye or tee saddle. Replace or repair any pipe damaged during operation.

4. Mount saddles on pipe using solvent cement in conformance with requirements of ASTM D2564 or by gaskets with stainless steel straps. If solvent-welded saddle is used, secure saddle to main with stainless steel straps or with saddle clamps. After connection has set long enough for solvent cement to cure, encase fitting with Class B portland cement concrete.

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 9 of 10

5. Keep chips, dirt, solvent cement, mortar and concrete out of sewer being saddled. Flush, clean, and ball reach of sewer main saddle if so directed by City's Representative.

6. In lieu of saddle connection, wye connection may be made in existing sewer by cutting sewer and installing wye and 2 sewer clamps with stainless steel bands.

G. Connect PVC sewer pipe to manholes using gasketed plastic manhole coupling to provide watertight connection.

H. Install service laterals as follows:

1. Join laterals to wye using ⅛ bends.

2. Plug laterals with stopper in socket of last joint of lateral. Seal stopper securely in place to withstand internal pressure from leakage tests but also in such manner to allow removal without damaging socket.

3. Resurface over laterals in accordance with Section 31 12 16.

4. Mark location of lateral at upper end as directed by City’s Representative. Unless otherwise directed, chisel letter “S” 1½” high on top of curb. If curb improvements do not exist, furnish and install 2”x2”x36” wood stake at end of service lateral. Paint top of stake white.

5. Restore curbs, gutters, paving, driveways, lawns, shrubs, fences, retaining walls, sprinklers landscaping and other improvements damaged by Contractor’s operations in accordance to preconstruction conditions.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Pipe Horizontal
Alignment
1” maximum horizontal
deviation from plan
alignment
Mirror each
straight section of
pipe
Contractor Contractor
Vertical
Alignment
¼” maximum horizontal
deviation from plan grades
Mirror each
straight section of
pipe
Contractor Contractor
Pipe Separations Refer to Section 31 05 50. All new pipe Contractor Contractor Pressure Test for
Leakage and
Infiltration
Refer to Section 33 08 31 1 test per run of
pipe
Contractor Contractor
Mandrel Test for
Obstructions and
Pipe Deflections
SSPWC (Greenbook) §306-

1.2.12 (See Below)
1 test per run of
pipe
Contractor Contractor
Video Inspection Video entire new alignment.

Submit copy of video to City
All new pipe Contractor Contractor
Laterals Horizontal
Alignment
1” maximum horizontal
deviation from plan
alignment
Survey location of
each lateral
Contractor Contractor
Vertical
Alignment
¼” maximum horizontal
deviation from plan grades
Survey location of
each lateral
Contractor Contractor
Sewer
System
Field
Performance
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed
Literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed
literature
1 test City Contractor

7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 10 of 10 B. Perform mandrel test after placement and compaction of backfill, installation of utilities, pipe testing, and prior to placing of permanent paving. Correct obstructions encountered during mandrel test at no additional cost to City.

3.4 Cleaning
A. Prior to testing, thoroughly clean sewers from structure to structure with hydro-flush equipment or sewer scrubbing ball. Remove debris and trash from each structure. Disinfection of sewer is not required.

END OF SECTION

CONTRACT
THIS CONTRACT is made this _____ day of _________, 2026, in the County of Riverside, State of California, by and between the City of Corona, hereinafter called City, and Pacific Hydrotech Corporation, hereinafter called Contractor. The City and the Contractor for the considerations stated herein agree as follows:

ARTICLE 1. SCOPE OF WORK. The Contractor shall perform all Work within the time stipulated in the Contract and shall provide all labor, materials, equipment, tools, utility services, and transportation to complete all of the Work required in strict compliance with the Contract Documents as specified in Article 5 below for the following Project:

Reconditioning of Sewer Drying Beds at WRF1, Project No. CIP 77920, NIB 26-019AT The Contractor and its surety shall be liable to the City for any damages arising as a result of the Contractor’s failure to comply with this obligation.

ARTICLE 2. TIME FOR COMPLETION. A Move-in period of 15 working days shall start on the date of issuance of the Notice to Proceed. This period shall be used by the Contractor to confirm utility locations, turn in project submittals or other supporting documentation for approval and procure the necessary material and equipment to complete the Work. The Work shall commence on the last day of the Move-in period or the first Working Day the Contractor actually starts the Work, whichever occurs first. The Contractor shall complete all Work required by the Contract Documents within 45 Working Days. By its signature hereunder, Contractor agrees the time for completion set forth above is adequate and reasonable to complete the Work.

ARTICLE 3. CONTRACT PRICE. The City shall pay to the Contractor as full compensation for the performance of the Contract, subject to any additions or deductions as provided in the Contract Documents, and including all applicable taxes and costs, the sum of Five Hundred Forty-Eight Thousand One Hundred Dollars and Zero Cents ($548,100.00). Payment shall be made as set forth in the General Conditions.

ARTICLE 4. LIQUIDATED DAMAGES. In accordance with Government Code section 53069.85, it is agreed that the Contractor will pay the City the sum of $2,500.00 for each and every calendar day of delay beyond the time prescribed in the Contract Documents for finishing the Work, as Liquidated Damages and not as a penalty or forfeiture. In the event this is not paid, the Contractor agrees the City may deduct that amount from any money due or that may become due the Contractor under the Contract. This Article does not exclude recovery of other damages specified in the Contract Documents.

ARTICLE 5. COMPONENT PARTS OF THE CONTRACT. The “Contract Documents” include the following:

Notice Inviting Bids
Instructions to Bidders
Contractor's Bid Forms
Contractor’s Certificate Regarding Workers’ Compensation Bid Bond
Docusign Envelope ID: 91C80566-2AB9-40A1-8AFF-867D165FE723 Docusign Envelope ID: 6424111A-B546-4682-87B6-E42D2E8A1701

Designation of Subcontractors
Information Required of Bidders
Non-Collusion Declaration form
Contract
Performance Bond
Payment (Labor and Materials) Bond
General Conditions
Special Provisions (or Special Conditions)
Technical Specifications
Greenbook Standard Specifications (Sections 1-9 Excluded) Addenda
Plans and Contract Drawings
Approved and fully executed change orders
Any other documents contained in or incorporated into the Contract The Contactor shall complete the Work in strict accordance with all of the Contract Documents.

All of the Contract Documents are intended to be complementary. Work required by one of the Contract Documents and not by others shall be done as if required by all. This Contract shall supersede any prior agreement of the parties.

ARTICLE 6. PROVISIONS REQUIRED BY LAW. Each and every provision of law required to be included in these Contract Documents shall be deemed to be included in these Contract Documents. The Contractor shall comply with all requirements of applicable federal, state and local laws, rules and regulations, including, but not limited to, the provisions of the California Labor Code and California Public Contract Code which are applicable to this Project.

ARTICLE 7. INDEMNIFICATION. Contractor shall provide indemnification as set forth in the General Conditions.

ARTICLE 8. PREVAILING WAGES. Contractor is aware of the prevailing wage requirements of Chapter 1 (beginning at Section 1720 et seq.) of Part 7 of Division 2 of the California Labor Code, as well as Title 8, Section 16000 et seq. of the California Code of Regulations (“Prevailing Wage Laws”), which require the payment of prevailing wage rates and the performance of other requirements on “public works” and “maintenance” projects. Contractor and its subcontractors shall fully comply with the Prevailing Wage Laws for their employees and any others to whom such laws are applicable. Contractor and its subcontractors shall also be responsible for any and all violations and fines imposed on them pursuant to the Prevailing Wage Laws. Pursuant to SB 854, which amended the Prevailing Wage Laws, this Contract is subject to compliance monitoring and enforcement by the DIR. Beginning April 1, 2015, no contractor or subcontractor may be awarded this Contract unless registered with the DIR pursuant to Labor Code section 1725.5. The City will report all necessary contracts to the DIR as required by the Prevailing Wage Laws. Contractor shall make copies of the prevailing rates of per diem wages for each craft, classification or type of worker needed to execute the Work available to interested parties upon request, and shall post copies at the Contractor’s principal place of business and at the Project site. It is most efficient for the Contractor to obtain a copy of the prevailing wages in effect at the commencement of this Contract from the website of the Division of Labor Statistics Docusign Envelope ID: 91C80566-2AB9-40A1-8AFF-867D165FE723 Docusign Envelope ID: 6424111A-B546-4682-87B6-E42D2E8A1701

and Research of the DIR located at www.dir.ca.gov/dlsr/. In the alternative, the Contractor may obtain a copy of the prevailing wages from the City. Contractor shall defend, indemnify and hold the City, its elected officials, officers, employees and agents free and harmless from any claim or liability arising out of any failure or alleged failure to comply with the Prevailing Wage Laws.

ARTICLE 9. ASSIGNMENT/CORONA UTILITY AUTHORITY. Contractor understands that the City has entered into a Water Enterprise Management Agreement and a Wastewater Enterprise Management Agreement, both dated as of February 6, 2002, with the Corona Utility Authority (“CUA”) for the maintenance, management and operation of those utility systems (collectively, the “CUA Management Agreements”). To the extent that this Contract is deemed to be a "material contract" under either of the CUA Management Agreements, the following provisions shall apply: (1) City enters into this Contract on behalf of the CUA and subject to the terms of the applicable CUA Management Agreement(s); and (2) Contractor has no right to terminate this Contract, either with or without cause, based upon the existence or non-existence of either or both of the CUA Management Agreements. Therefore, if an applicable CUA Management Agreement expires or terminates for any reason, Contractor shall remain fully obligated to perform under this Contract on behalf of the CUA or another third party contracted by the CUA for the maintenance, management and operation of the applicable utility system.

IN WITNESS WHEREOF, this Contract has been duly executed by the above-named parties, on the day and year above written.

Docusign Envelope ID: 91C80566-2AB9-40A1-8AFF-867D165FE723 Docusign Envelope ID: 6424111A-B546-4682-87B6-E42D2E8A1701

CITY OF CORONA
By:
______________________________
Tom Moody
Utilities Director
Reviewed By:
______________________________
Katie Hockett
Assistant Utilities Director
Reviewed By:
______________________________
Nicole McDaniel
Assistant to the City Manager/
Acting Purchasing Manager
Attest:
______________________________
Sylvia Edwards, City Clerk
City of Corona, California

PACIFIC HYDROTECH CORPORATION
a California corporation
By:

______________________________
Joselito Guintu
Vice President
______________________________
License Number
By:

______________________________
June Diaz
CFO
Docusign Envelope ID: 91C80566-2AB9-40A1-8AFF-867D165FE723 518355
Docusign Envelope ID: 6424111A-B546-4682-87B6-E42D2E8A1701

DATE: 05/06/2026
TO: Honorable Mayor and City Council Members
Honorable President and Board Members
FROM: Utilities Department
2026-162

REQUEST FOR CITY COUNCIL AND

CORONA UTILITY AUTHORITY ACTION
SUBJECT:

SEWER MAIN LINE AND PARKING LOT REPAIRS NOTIFICATION AND

RATIFICATION OF MAINTENANCE/GENERAL SERVICES AGREEMENTS WITH

CONTRACTORS
EXECUTIVE SUMMARY:

This staff report notifies the City Council of emergency repairs for a sewer main line repair on Green River Road, asks the City Council to grant the City Manager, or his designee, the authority to execute the City’s model agreements relating to this emergency for a total not to exceed amount of $360,000 and subsequently terminate the emergency action.

RECOMMENDED ACTION:

That the City Council:
a. Receive and file the notification of emergency sewer main line and parking lot repairs at 3915 Green River Road.
b. Make a determination under Corona Municipal Code Section 3.08.130(A) that competitive bidding is not required for this purchase based upon the reasons provided in this agenda report.

c. Authorize the City Manager, or his designee, to execute the City’s model Maintenance/General Services Agreements relating to the emergency sewer main line repairs at 3915 Green River Road for an amount not to exceed $360,000. d. Terminate the emergency action for contracted emergency sewer main repair and sewer lining at 3915 Green River Road pursuant to Corona Municipal Code Section 3.08.130(A).

That the Corona Utility Authority review, ratify, and to the extent necessary, direct the City Council to take the above actions.

BACKGROUND & HISTORY:

The Utilities Department (UD) identified additional repairs required on a sewer main line situated behind the commercial property at 3915 Green River Road. UD, in coordination with a Sewer Main Rehabilitation Services contractor, Vortex Services, LLC dba Sancon Technologies (Sancon), developed a plan to install Cured-In-Place Pipe (CIPP) lining within the remaining pipe segments in connection to the sewer main repaired and CIPPlined back in March 2026. After Sancon conducted the pre-lining hydro-washing and Closed-Circuit Television (CCTV) inspection, the footage revealed the crown of the 10- inch ductile iron pipe was severely deteriorated and confirmed the exterior liner/wrap was actively collapsing into the pipe. The CCTV camera could not travel any further down the sewer line from either manhole point due to the collapsing liner at two points about sixtyseven linear feet apart.

The corroded line posed an immediate risk of failure, requiring urgent action to prevent pipe collapse and potential sewer overflows and environmental contamination in the commercial and surrounding areas.

As required by Public Contract Code for projects of more than $75,000, a report on the emergency and work performed shall be provided at the next regular meeting of the City Council, and then at every meeting thereafter until terminated. This report serves as notification of the emergency, authorization to ratify the City’s model Maintenance/General Services Agreements associated with this action, and termination of the emergency action.

ANALYSIS:

Due to the nature of the situation, staff contacted Augustine General Engineering, Inc. (Augustine), UD’s on-call contractor, with experience in deep sewer main repairs and immediate availability to deploy the proper equipment, including an excavator capable of reaching the damaged sewer main line located 25-30 feet underground.

Augustine successfully completed the emergency repairs and construction clean-up between April 14, 2026, and April 17, 2026. Sancon provided sewer bypass services during the emergency repairs and completed the installation of the CIPP lining for the

remaining sections of the line between April 16, 2026, and April 17, 2026. RE Chaffee Construction Inc. (RE Chaffee) conducted spoils removal for the duration of the project.

The trench and asphalt repair at the parking lot at 3915 Green River Road will be completed by Paveco Construction under an existing Maintenance/General Services Agreement issued following formal bidding for asphalt repairs and awarded by City Council April 15, 2026.

Service Contractor Estimated Cost*
Pipeline Repair Augustine $183,475
CIPP Liner/Bypass Service Sancon $92,800
Spoils Removal RE Chaffee $50,000
10% Contingency $32,627
Total Cost $358,902
*Pricing based on quoted work, final values may vary.

BASIS FOR EXCEPTION TO COMPETITIVE BIDDING:

An exception to competitive bidding was warranted for this action pursuant to Corona Municipal Code Section 3.08.130(A) which states as follows:
(A) Emergencies. In situations determined by the City Manager to constitute an emergency for a public project pursuant to § 22035 of the Act and Cal. Public Contract Code § 22050. The City Council hereby delegates to the City Manager the power to declare a public emergency and take any directly related and immediate action required by the emergency, up to a total of $500,000, pursuant to § 22035 of the Act and Cal. Public Contract Code § 22050. Emergency expenditures of more than $500,000 shall first be approved by the City Council.

Work shall be performed without the benefit of competitive bidding, either formal or informal, only so long as necessary under those sections.

For projects of more than the amount provided for in § 22032(a) of the Act (currently $75,000), a report on the emergency and work performed shall be provided at the next regular meeting of the City Council, and then at every meeting thereafter required by § 22050. At such meetings, the City Council shall determine, by a four-fifths vote, that there is a need to continue the action without the benefit of informal or formal competitive bidding in accordance with § 22035 of the Act and Cal. Public Contract Code § 22050. The City Council shall terminate the emergency action at the earliest possible date that conditions warrant, so that the remainder of the emergency action may be completed pursuant to a formal bidding procedure.

Staff believed this situation met the requirements of Section 3.08.130(A) as the immediate repair of the damaged sewer main line and parking lot repairs at 3915 Green River Road were essential to prevent a sanitary sewer overflow and to restore the affected parking lot as soon as possible, limiting the impact to the business.

Staff recommends City Council authorize the City Manager to execute the City’s model Maintenance/General Services Agreement with Augustine for underground/pipeline work, Sancon for CIPP lining, and RE Chaffee for spoils removal. The total amount for all three contracts will not exceed $360,000.

FINANCIAL IMPACT:

Funding for the recommended action is available in the Sewer Line Infrastructure Operating and Maintenance Project No. 71950 within the Sewer Utility Fund 572.

ENVIRONMENTAL ANALYSIS:

This action is categorically exempt pursuant to Section 15302 (c) of the Guidelines for the California Environmental Quality Action (CEQA), which states that “operation, repair, maintenance, permitting, leasing, licensing, or minor alteration of existing public or private structures, facilities, mechanical equipment, or topographical features, involving negligible or no expansion of use beyond that existing at the time of the CEQA determination” and is therefore exempt from CEQA. This action involves repairs to existing infrastructure to maintain public health and safety. Therefore, this item is exempt from the requirements of CEQA, and no environmental analysis is required.

PREPARED BY: ERIN KUNKLE, MAINTENANCE MANAGER
REVIEWED BY: TOM MOODY, UTILITIES DIRECTOR

DATE: 05/06/2026
TO: Honorable Mayor and City Council Members
Honorable President and Board Members
FROM: Utilities Department
2026-163

REQUEST FOR CITY COUNCIL AND

CORONA UTILITY AUTHORITY ACTION
SUBJECT:

REQUEST TO WAIVE LICENSE PAYMENTS FOR COMMUNICATIONS SITE LICENSE

AGREEMENT WITH WESTERN MUNICIPAL WATER DISTRICT
EXECUTIVE SUMMARY:

This staff report requests that the City Council approve the request to waive standard license payments under the Communication Site License Agreement with Western Municipal Water District (WMWD) at the City-owned Grape Hill communication site.

RECOMMENDED ACTION:

That the City Council approve the request to waive the standard license payments under the Communication Site License Agreement with Western Municipal Water District for the installation of radio communication equipment at the Grape Hill communication site.

That the Corona Utility Authority review, ratify, and to the extent necessary, direct that the City Council take the above actions.

BACKGROUND & HISTORY:

The City owns property located at 742 John Circle (Assessor’s Parcel Number 115-100- 047-1) (“City Property”) generally referred to as Grape Hill. Currently, there are two 60- foot self-supporting lattice structures used at this site for telecommunications purposes.

The City has, at times, granted access to these facilities at no cost in an effort to support mutual aid and regional efforts of collaboration. An example of this would include the Communications Site License Agreement with the City of Riverside approved in 2013.

Western Riverside County Regional Wastewater Authority (WRCRWA) is a Joint Powers Authority (JPA) consisting of the cities of Norco, Corona, Jurupa Community Services District, Home Gardens Sanitary District, and Western Municipal Water District (WMWD).

WRCRWA has a capacity to treat 14 million gallons per day (MGD) of wastewater and is operated by WMWD staff on behalf of the member agencies. As part of ongoing efforts to enhance operational efficiency and data integration, WMWD proposed installing radio equipment on the Grape Hill Tower rather than purchasing land and building a new tower.

This installation will enable real-time data transmission from WRCRWA to WMWD operations center located near Lake Mathews, thereby supporting improved coordination, system reliability and operational control.

The installation of WRCRWA communications equipment promotes regional collaboration and infrastructure optimization while also supporting the City of Corona and other member agencies with reliable treatment of wastewater.

ANALYSIS:

The City’s Cell Site License Agreement Consideration Parameters Policy (Administration Policy No. 05200.01) establishes consideration parameters for traditional cell sites license agreements or amendments to existing communication site license agreements. The City Manager is authorized to enter into communication site license agreements that are consistent with the Policy. The Policy provides that a minimum license payment of $31,680 per year is required for a license that requires up to 500 square feet of land. For this request, the Utilities Department would be responsible for approximately 19% of the annual license payment due to the participation in WRCRWA. WMWD will be installing their radio antennas on the existing Utilities tower and other ancillary radio equipment in the existing building without occupying any additional land.

The waiver of the annual license payment would:
 Support regional data sharing and operational coordination.  Reinforce the City’s commitment to WRCRWA and its member agencies.  Avoid unnecessary financial burden on partner agencies working toward shared infrastructure goals and benefits for our communities.

Recent WRCRWA Board meetings and internal budget discussions have emphasized the importance of interagency collaboration and cost-effective solutions. The proposed waiver aligns with these priorities.

FINANCIAL IMPACT:

There is no financial impact associated with the approval of the recommended actions, as the fees have not historically been collected. Establishing such charges could discourage participation or result in relocation of equipment, limiting opportunities for regional coordination and collaboration. The proposed approach supports enhanced regional data integration and operational efficiency.

ENVIRONMENTAL ANALYSIS:

This action is exempt pursuant to Section 15061(b)(3) of the Guidelines for the California Environmental Quality Act (CEQA), which states that a project is exempt from CEQA if the activity is covered by the common sense exemption that CEQA applies only to projects that have the potential for causing a significant effect on the environment. Where it can be seen with certainty that there is no possibility that the activity in question may have a significant effect on the environment, the activity is not subject to CEQA. This action merely authorizes the waiver of a license payment for the installation of communication facilities on City land and there is no possibility that this action will have a significant effect on the environment. Additionally, the installation of the communication facilities on the Grape Hill Tower is categorically exempt pursuant to Section 15303 of the Guidelines for the California Environmental Quality Act (CEQA), which states that construction and location of limited numbers of new, small facilities or structures and the installation of small new equipment and facilities in small structures is exempt from CEQA.

The communication site license agreement with WMWD would permit the installation of small facilities on existing infrastructure. Therefore, no environmental analysis is required.

PREPARED BY: AFTAB HUSSAIN, ASSISTANT UTILITIES DIRECTOR REVIEWED BY: TOM MOODY, UTILITIES DIRECTOR
ATTACHMENTS:

1. Exhibit 1 – Administrative Policy No. 05200.001

2. Exhibit 2 – Communications Site License Agreement with City of Riverside

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
Administrative Policy

ARTICLE I - PURPOSE
Section 1.1 General Purpose
The purpose of this policy is to establish certain consideration parameters when negotiating license agreements for telecommunications facilities, as defined in Corona Municipal Code (“CMC”) Section 17.65.020, including traditional cell sites and small cell sites, to be located on city property.

The authority to adopt this policy stems from the City Manager’s authority, provided pursuant to Corona Municipal Code (“CMC”) Section 2.04.060(Z), to approve agreements to locate such telecommunications facilities on city property following applicable approval processes under Chapter 17.65 of the CMC.

Section 1.2 Superseded Policies
This policy supersedes and replaces the following policies, which are hereby eliminated in their entirety and are of no further force and effect:

N/A
Title: Cell Site License Agreement Consideration Parameters Administered By: Legal & Risk Management (City Attorney) Policy No. Issue
Date
Revision
Date
Department Head
Approved
City Manager
Approved
05200.001 04/17/18 01-12-23
DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)

ARTICLE II - DEFINITIONS AND SCOPE
Section 2.1 Definitions
For purposes of this policy, the following definitions shall apply:

A. Traditional Cell Site Definitions

1. Communications Site License Agreement. The term “Communications Site License Agreement” means an agreement by which the City authorizes a telecommunications provider to construct and operate a Traditional Cell Site on City property.

2. Telecommunications Facility. The term “Telecommunications Facility" shall be as defined in CMC Section 17.65.020. Currently, such definition states that a "Telecommunications Facility" means any structure, equipment, property or other appurtenances, including a tower, base station, transmission equipment, support structures and devices, accessory equipment and enclosures thereof, used or to be used to transmit, receive, distribute, provide and/or offer telecommunications service, including satellite antennas, receive-only antennas and amateur radio facilities.

3. Tower. The term “Tower” a shall be as defined in CMC Section 17.65.020.

Currently, such definition states that a “Tower” means any freestanding structure built for the sole or primary purpose of supporting a telecommunications facility including, but not limited to, masts, monopoles, lattice towers and similar structures used to support a telecommunications facility.

4. Traditional Cell Site. The term “Traditional Cell Site” is a wireless Telecommunications Facility that includes telecommunications equipment that is commonly either mounted on a City water tank or other structure or on a Tower.

B. Small Cell Definitions

1. Location Specific Supplement. The term “Location Specific Supplement” means a separate agreement, authorized by means of a Small Cell Site Master License Agreement, which governs a specific Small Cell Site to be located on specific City property.

DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)

2. Small Cell Site. The term “Small Cell Site" shall be as defined in CMC Section 17.65.020. Currently, such definition states that “Small Cell Sites” are portable, low profile, low powered radio access nodes and all associated and appurtenant equipment that transmit a wireless signal to and from a defined area, are capable of being integrated on new or existing utility poles or street light standards in the public rights-of-way, and are intended to support and enhance wireless connectivity, coverage and performance and minimize weak spots or coverage gaps while reducing the burden on existing wireless telecommunications infrastructure.

3. Small Cell Site Master License Agreement. The term “Small Cell Site Master License Agreement” means an agreement by which the City authorizes a telecommunications provider to install, operate, maintain and replace Small Cell Sites on City property pursuant to Location Specific Supplements.

Section 2.2 General Scope
Unless otherwise stipulated herein, this policy applies to all City employees. All such employees shall comply with the provisions outlined in this policy. It is the responsibility of all supervision to ensure that the provisions outlined in this policy are enforced for those City employees under their authority.

Section 2.3 Exemptions from Scope
None.

ARTICLE III – CONSIDERATION PARAMETERS
Section 3.1 Traditional Cell Sites
When negotiating new Communications Site License Agreements or amendments to existing Communications Site License Agreements, the following minimum consideration parameters shall be met, unless an exception is approved by the City Council:

A. Term: 5 years with licensee option to renew 4 additional 5-year terms.

B. Consideration: Unless a site is a demonstrably more valuable location for a Traditional Cell Site, in the City Manager’s estimation, in DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
which case the consideration shall be proportionately
increased, the following standards shall be followed:
(1) New Agreement
 Up to 500 SF of land area occupied =
$31,680/year.
 Over 500 SF of land area occupied =
$63.36/SF per year for first 500 SF plus
$75/SF per year for each SF over 500.
(2) Amendment to Expand Land Area Occupied
(A) IF THE EXISTING CONSIDERATION IS
EQUAL TO OR GREATER THAN THE “NEW
AGREEMENT” AMOUNT ABOVE, THEN

CALCULATE THE FOLLOWING USING ONLY
THE NEW LAND AREA OCCUPIED:
 Expansion results in a total (existing +
expansion) of up to 500 SF of land area
occupied = $63.36/SF per year.

 Expansion results in a total (existing +
expansion) of over 500 SF of land area
occupied = $63.36/SF per year for first 500 SF
plus $75/SF per year for each SF over 500.
(B) IF THE EXISTING CONSIDERATION IS LESS
THAN THE “NEW AGREEMENT” AMOUNT

ABOVE, THEN CALCULATE THE

FOLLOWING USING BOTH THE EXISTING
AND NEW LAND AREAS OCCUPIED:
 Expansion results in a total (existing +
expansion) of up to 500 SF of land area
occupied = the lesser of: (1) current rate plus
2%; or (2) $31,680/year.

 Expansion results in a total (existing +
expansion) of over 500 SF of land area
DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
occupied = the lesser of: (1) current rate plus
2%; or (2) $63.36/SF per year for first 500 SF
plus $75/SF per year for each SF over 500.
(3) Amendment to Extend Term (No Expansion of Area)
(A) IF THE EXISTING CONSIDERATION IS
EQUAL TO OR GREATER THAN THE “NEW
AGREEMENT” AMOUNT ABOVE, THEN:
 Current rate plus 2%.
(B) IF THE EXISTING CONSIDERATION IS LESS
THAN THE “NEW AGREEMENT” AMOUNT
ABOVE, THEN:
 If the land area occupied is 500 SF or less =
the greater of: (1) current rate plus 2%; or (2)
$31,680/year.

 If the land area occupied is over 500 = the
greater of: (1) current rate plus 2%; or (2)
$63.36/SF per year for first 500 SF plus
$75/SF per year for each SF over 500.
(4) Co-Location
Calculate using percentage increase in occupied land
space, as described in Subsection (2) above, plus
$500 annually to compensate for additional wireless
facilities.

C. Escalator: 4% per year, effective on July 1st (no matter the anniversary date of the License). The first 4% shall be implemented on the first July 1st which is at least 6 months following the commencement date for license payments to be made.

D. Holdover: 150% of then current monthly license payment.

E. Payments: Annual payment due on July 1st of each year.

F. Late Fee: 10% if not received within 10 business days after due date.

DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
G. Insurance: As recommended by Risk Manager.

I. No Default
Termination: Licensee may terminate only upon 60 days’ notice if licensee is unable to occupy due to a ruling or directive of the FCC or other governmental agency, which ruling or directive cannot be reasonably corrected by Licensee.

H. Abandonment: 6 months continuous non-use.

Section 3.2 Small Cell Site
When negotiating new Small Cell Site Master License Agreements, amendments to Small Cell Site Master License Agreements, or Location Specific Supplements, the following minimum consideration parameters shall be met, unless other forms of consideration are provided to the satisfaction of the City Manager or an exception is otherwise approved by the City Council:

A. Term: 5 years with licensee option to renew 4 additional 5-year terms.

B. Consideration: Consideration to be paid for equipment mounted to City utility poles or street light standards shall be based upon whether the licensee also wishes to have additional
equipment (e.g. cabinets, boxes, pedestals and other
approved equipment, including any equipment needed to
supply electrical power) located either above or below
ground on the property adjacent to or near the City utility pole or street light standard. Equipment mounted to the City utility pole or street light standard, in a manner consistent with City laws, rules and regulations, shall not be considered to be above ground equipment for these purposes.

Except to the extent expressly prohibited by applicable law, the consideration shall be:

Additional Equipment Above Ground: $1,650/year
Additional Equipment Below Ground: $1,050/year
DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
No Additional Equipment: $1,050/year
C. Electric Charge: If the Small Cell Site uses electricity powering the City utility pole or street light standard on which it is located, Licensee shall pay the following additional annual amount based upon the maximum plate rating utilized:

TIER MONTHLY
kWh

USAGE FUSE
SIZE

NAME PLATE
WATTS
ANNUAL
AMOUNT
1 0-50 kWh KTK-3/4 75 $ 82.50
2 51-100 kWh KTK-1 149 $ 148.50
3 101-150 kWh KTK-1-1/2 225 $ 214.50
4 151-225 kWh KTK-2 350 $ 346.50
5 201-250 kWh KTK-2-1/2 373 $ 376.42
6 251-300 kWh KTK-3 448 $ 452.11
7 301-350 kWh KTK-3-1/2 522 $ 526.79
8 351-400 kWh KTK-4 597 $ 602.48
9 401-450 kWh KTK 5 672 $ 678.16
10 451-500 kWh KTK-6 746 $ 752.85
11 501 – 900 kWh KTK-10 1,343 $ 1,355.32
12 901 – 1,350 kWh KTK-15 2,014 $ 2,032.48
13 1,351 – 1,800 kWh KTK-20 2,686 $ 2,710.64
14 1,801 – 2,250 kWh KTK-25 3,357 $ 3,387.80
15 2,251 – 2,700 kWh KTK-30 4,028 $ 4,064.95
Each of the above amounts includes a $15 administrative charge (subject to the 4% escalator noted below) to be
retained by the DWP electrical fund. The remaining amount (subject to the 4% escalator noted below) is the electrical charge which shall be returned to the fund which pays for the electricity powering the City utility pole or street light standard.

This annual electric power charge is not applicable to any Small Cell Site which uses electricity that licensee obtains directly from a servicing utility company and for which licensee has its own electrical meter.

D. Escalator: 4% per year, effective on July 1st (no matter the anniversary date of the License). The first 4% shall be implemented on the first July 1st which is at least 6 months following the commencement date for license payments to be made.

DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

Administrative Policy 05200.001 (01-12-23)
Cell Site License Agreement Consideration Parameters
Administered by Legal & Risk Management (City Attorney)

CA\DD\02000.15001\10274380.8
(CITY ATTY: 11-16)
E. Co-Location: Based upon percentage increase in occupied space.

F. Holdover: 200% of then current monthly license payment.

G. Payments: Annual payment due on July 1st of each year.

H. Late Fee: 10% if not received within 10 business days after due date.

I. Insurance: As recommended by Risk Manager.

J. No Default
Termination: Licensee may terminate only upon 60 days’ notice if licensee is unable to occupy due to a ruling or directive of the FCC or other governmental agency, which ruling or directive cannot be reasonably corrected by Licensee.

K. Abandonment: 9 months continuous non-use.

PRIOR VERSIONS
ISSUED: 04-17-18
REVISED: 07-06-20
REVISED: 01-03-23

DocuSign Envelope ID: 99D9EC2A-80ED-4F72-9F21-C0B4CC73D602

DATE: 05/06/2026
TO: Honorable Mayor and City Council Members
FROM: Community Services Department
2026-146

REQUEST FOR CITY COUNCIL ACTION
SUBJECT:

ATHLETIC FACILITY ALLOCATION POLICY UPDATE
EXECUTIVE SUMMARY:

This staff report asks City Council to review and approve cleanup revisions to the Athletic Facility Allocation Policy.

RECOMMENDED ACTION:

That the City Council:
a. Approve and authorize the execution of clean up revisions to the Athletic Facility Allocation Policy.
b. Authorize the City Manager, or designee, to review, approve, and execute any future non-substantive changes to the Athletic Facility Allocation Policy.

BACKGROUND & HISTORY:

The Athletic Facility Allocation Policy was originally established in 2011 to address the growing demand for public athletic fields, improve the overall user experience, and clearly define user group classifications. In October 2024, the policy underwent its first major revision, which included updates to group classifications and prioritization, the allocation process, documentation requirements, athletic facility rules, and disciplinary procedures.

In November 2025, the Community Services Department further revised the policy to provide additional clarification regarding application procedures and required documentation.

ANALYSIS:

During the recent sports facility allocation process, staff engaged with various sports organizations and identified new frequently asked questions from user groups that require further clarification in the Athletic Facility Allocation Policy. The proposed policy revisions are intended to address these questions and enhance clarity within the sports facility allocation process.

The proposed cleanup revisions to the Athletic Facility Allocation Policy include clarification regarding eligibility for residents located in unincorporated areas of Corona, clarification of documentation requirements for Priority II “Everyone Plays” user groups, and additional language distinguishing everyone plays recreational programs from competitive play organizations.

To further improve policy clarity and usability, staff also expanded related sections of the policy, including fee payment timelines and permit modification procedures, and regrouped all Priority II user group requirements into clearly labeled sections. All proposed policy changes are identified in Exhibit 1, with cleanup revisions and additions highlighted in red and formatting changes highlighted in blue.

FINANCIAL IMPACT:

There is no financial impact associated with the approval of the recommended actions, as the items involve policy revisions only. User fees associated with athletic facility use are reviewed and established through the City’s User Fee Study update and reflected in the City’s Master Fee Schedule.

ENVIRONMENTAL ANALYSIS:

This action is exempt pursuant to Section 15061(b)(3) of the Guidelines for the California Environmental Quality Act (CEQA), which states that a project is exempt from CEQA if the activity is covered by the commonsense exemption that CEQA applies only to projects that have the potential for causing a significant effect on the environment. Where it can be seen with certainty that there is no possibility that the activity in question may have a significant effect on the environment, the activity is not subject to CEQA. This action seeks approval of a revised Athletic Facility Allocation Policy. Therefore, no environmental analysis is required.

PREPARED BY: MONIQUE LEON, RECREATION SERVICES MANAGER
REVIEWED BY: DONNA FINCH, COMMUNITY SERVICES DIRECTOR
ATTACHMENTS:

1. Exhibit 1 – Athletic Facility Allocation Policy (Redline)

2. Exhibit 2 – Athletic Facility Allocation Policy (Clean)

Administrative Policy

ARTICLE I - PURPOSE
Section 1.1 General Purpose
The purpose of this policy is to:
 Ensure that athletic facilities are prioritized for recreational functions that meet the needs of the community.
 Establish a fair and consistent process for allocating sports fields, sports courts, and other athletic facilities owned and operated by the City of Corona to community-based youth sports organizations.
 Set clear policies, rules, and regulations for athletic facility use.

Due to the limited number of available athletic facilities, the Community Services Department has established criteria for field and sports court usage and will monitor proper use of facilities. The City may charge fees in accordance with the Master Fee Recovery Schedule to recover public costs to operate, maintain, repair, improve, supervise, and administer the use of athletic facilities.

ARTICLE II – DEFINITIONS
Section 2.1 Definitions
Title: Athletic Facility Allocation Policy
Administered By: Community Services Department
Policy No. Issue
Date
Revision
Date
Department Head
Approved
City Manager
Approved
06400.004 03/11/2011 05/06/2026

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

 Athletic Facility. Any field, sports court, or other sports facility owned and operated by the City of Corona.
 Corona Based Non-Profit. A 501(c)3 organization with an established chapter and verified address in the City of Corona.
 Director. City of Corona Community Services Director or designee.  Department. City of Corona Community Services Department.  Organization. Organizations shall include those groups and individuals identified in Section 3 and which comply with the requirements of this Policy.  Participant. Participants shall include only those players or users who are registered with the user organization not including coaches, officials, leaders, volunteers, or staff.
 Resident. Those who reside within the Corona city limits. This excludes those who reside in unincorporated county areas (even if they share a US Postal Service zip code). Unincorporated areas include Home Gardens, El Cerrito, Coronita, and Temescal Valley.
 Resident Percentage. The percentage of resident participants in a group is calculated by dividing the total number of resident participants by the total number of participants in the organization. The organization is responsible for verifying participant residency. The resident participant percentage is required to be 65% or higher.
 Season. For the purpose of this policy, the most commonly utilized sports seasons are established as follows:

SPORT PRIMARY SEASON SECONDARY SEASON
Football Fall/Winter Spring/Summer
Soccer Fall/Winter Spring/Summer
Baseball Spring/Summer Fall/Winter
Softball Spring/Summer Fall/Winter
 Special Events. Events outside of normal scope of approved field use for practices and games, such as Trunk or Treat, fundraisers, movie nights, holiday events, or any use not related to the designated sport or field purpose.  Youth. School‐aged individuals and participants up to 19 years of age.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

ARTICLE III – GROUP PRIORITY CLASSIFICATION
Section 3.1 Group Priority Classification
Based on the application's content, athletic facilities will be allocated in the order of priority below. An organization may have teams that fall within multiple categories of use and must identify all categories of use in their application. Group classification will determine rates for use:

A. Group I – City of Corona & Other Government Use. Activities conducted or sponsored by the City of Corona, including co-sponsored events, Corona‐Norco Unified School District, or other approved governmental agencies. Non‐City groups are required to pay the City for any direct costs.

B. Group 2 – Everyone Plays Youth Sports Non-Profit Organizations Coronabased Non‐profit 501(c)(3) youth sports organizations with a current proof of good standing from the California Franchise Tax Board are eligible under this category.

Groups must have at least 65% resident participation, operate with an ‘everyone plays, no child is turned away’ philosophy. This philosophy requires equitable opportunities for all participants regardless of skill level, and enforces minimum play requirements ensuring that each participant plays a majority portion of every game. Organization board members, league officials, coaches, or trainers may not receive any form of compensation. Organization must have a Board of Directors, maintain meeting minutes and be established for at least one year. All resident organizations must provide proof of 501(c)(3) status, proof of good standing with the California Franchise Tax Board, and proof of residency for participants to verify the 65% residency requirements.

C. Group 3 – Resident Non-Profit Organizations Non‐profit 501(c)(3) All youth sports organizations with current proof of good standing from the California Franchise Tax Board are eligible under this category. This includes youth sports organizations with at least 65% Corona resident participation, offering competitive play beyond recreational level and assigning teams based on skill or playability, as verified by official rosters. These organizations may require tryouts, may charge additional registration or participation fees associated with competitive play, and are not required to guarantee playing time for all participants. Corona‐based schools not part of the Corona‐Norco Unified School District must also meet the 65% residency requirement. All resident organizations must provide proof of 501(c)(3) status, proof of good standing with the California Franchise Tax Board, and proof of residency for participants to verify the 65% residency requirement.

For all other non-profit organizations, proof of Corona residency must show that the applicant’s home or business address is located within the Corona city limits.

D. Group 4 – Resident Private & For-Profit Organizations Corona residents and for-profit resident groups using a facility for short‐term or one‐time private events.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

The applicant’s home or business address must be located within the Corona city limits.

E. Group 5 – Non-Resident. Non‐residents are individuals or groups who do not meet the residency requirement outlined in the policy. They reside outside the Corona city limits, with an address in another city or in an unincorporated area.

Section 3.2 Proof of Residency
A. All Resident Non-Profit organizations are required to provide proof of residency.

Each organization must submit a roster containing the organization’s name, team name, division, team adult contact information, and each participant’s name, address, and phone number. The Residency Verification must be provided to the City when the application is submitted. For all other organizations, proof of Corona residency is required.

B. The City reserves the right to periodically audit all league rosters to ensure that all data is reported correctly and within the definition of residency. If questions arise, staff may request proof of residency.

C. For organizations classified as Group 2 and Group 3, the City shall determine facility allocation based on the total number of resident teams (as defined in Section 2.1) per organization as a percentage of the total number of resident teams of all organizations requesting like facilities for the same season. Historical numbers from the prior two like seasons may determine the request. First-time users and users requesting additional allocations must be prepared to justify their request with supporting numbers.

ARTICLE IV – ALLOCATION PROCESS
Section 4.1 Athletic Facility Application Process
A. Requests for the use of athletic facilities are made through the Community Services Department. Athletic facilities will be allocated to qualifying organizations two times per year: Fall/Winter (July through December) and Spring/Summer (January through June) based on group priority classification identified in Section

3.1. B. All organizations, including those requesting reoccurring facility allocations, must submit the following documents to the Department by December 15 for Spring/Summer use and June 15 for Fall/Winter use to be eligible for the initial allocation process. Failure to submit the requested information by the specified deadlines will result in the organization being considered only for any surplus athletic facility space remaining after the initial allocation process has concluded.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

i. League Application Cover Page. Applications must identify a primary and secondary contact to serve as liaisons to the City. All communications between the City and the organization related to the facility allocations, maintenance, or associated usage must be made via these contacts. ii. Athletic City Facility Use Application. The application must be signed by two members of the organization’s board of directors. One signatory must be the board president. Applications must specify the location, field, dates, and times, including field prep and clean up, for the facilities requested. iii. Organization By-laws. For Group 2 organizations only: current organization by-laws, including Board of Directors, including a complete list of names, addresses, telephone numbers, and background checks. This must include the meeting minutes and the date of board approval. Background checks should be obtained and on file for all coaches and board members involved with the program. The by-laws must show that the organization must have been established at least one year prior to the date on the application. iv. Acceptance of Field Condition. For Group 2 organizations only: The user group accepts the facilities applied for in an “AS IS” condition. In consideration of using the facility, the user agrees to indemnify, defend, and hold harmless the City of Corona, Corona Community Services Department, its officers, employees, and volunteers from all liability, claims, suits, and judgments that may arise from the use of the premises, except those claims, suits, or judgments arising out of the sole and intentional negligence of the City. A walk through will be completed pre-season and post season with Parks maintenance staff.
v. Vehicle Access Request Form. For Group 2 organizations only: This form is required to request permission for a vehicle onto a park for service‐related causes. Vehicles must stay on approved paths and are not allowed to park or drive on fields.
vi. Concession Stand Request Form. For Group 2 organizations only: This form is required to request permission to use the park concession stand. vii. Key Procedure Form For Group 2 organizations only: must sign a key procedure form for any City keys that may be checked out for facility use.

Duplication of keys is strictly prohibited. If keys are lost or misplaced, the facility user will be charged for rekeying and/or replacement. viii. Participant Verification. For Group 2 and 3 organizations only: The document must include the exact participation count and their residing address, including those on a waitlist, and the total number of Corona

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

resident participants. Participant verification can be provided a maximum of twice each season.
ix. Team Roster. For Group 2 and 3 organizations only: Complete participant rosters with the total number of participants and total number of resident participants. If final rosters are unavailable by the deadline, user groups must submit the most recent applicable roster and schedule. Allocations will be based on the total participant count identified at the time of application.

Final rosters for the season to be played during the allocation period must be submitted at least two weeks before the commencement of the season. x. Board Roster. For Group 2 and 3 organizations only: Complete list of names, addresses, and telephone numbers of the current board of directors and/or designated officials.
xi. Proof of Non‐Profit Status. Organizations must provide current up to date 501(c)(3) documentation from the IRS and the California Franchise Tax Board and maintain active, compliant nonprofit status for the duration of the field use permit. The organization’s official business address must also be located within the City of Corona.
xii. Master Calendar of Events. A calendar or listing of all planned activities and events taking place under the agency's banner such as season dates, practice schedules, game schedules, opening/closing days, tournaments, picture days, and any special activities not pertaining to the normal field use.

This includes all activities directly impacting facility use and/or surrounding neighborhood.
xiii. Insurance Requirements. The City requires any group applying for the use of City facilities to have a minimum of $1 million in Comprehensive Liability Insurance. The certificate of insurance must list the City of Corona and the Corona Community Services Department as Certificate holders and additionally insured. Additionally, the cancellation paragraph clause must state the following: “Should any of the above-described policies be canceled before the expiration date thereof, the issuing company will mail a cancellation notice within 30 days of the cancellation to the named certificate holder.” The certificate, an original (no copies), must be filed with the City prior to usage of any fields or facilities.
xiv. Vendor Requirements. The applicant is responsible for ensuring that all third party vendors must provide a Certificate of Liability Insurance for City approval prior to the start of the season or any scheduled events.

Additionally, any third-party food vendors are required to provide proof of all required paperwork from the health department.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

xv. City Business License. All organizations or vendors must provide a City business license. Business licenses can be obtained by contacting 951- 736-2275 or emailing [email protected]. Business License must be provided within 30 days of receipt of permit.

C. Athletic facilities will be allocated to organizations based on their group priority classification identified in Section 3.1. The use requested by the organization must be consistent with the type of play designed for the facility. Organizations will be notified of any conflicting reservations already scheduled at their requested facility.

D. The number of facilities allocated will be based on the exact participant count, as documented in the application. No additional facilities will be provided beyond the specified need. If multiple requests are received for the same facility, the department will assess applications based first on priority level and then on application submission date and time.

E. Any changes to the application and/or appeal regarding an allocation must be submitted in writing to the Community Services Director, or designee within 10 days of approval/denial of initial application. The finding of the Community Services Director, or designee shall be made in writing and is final.

F. Fees will be assessed in accordance with the City’s Master Fee Recovery Schedule. Each season may be paid in full before the start of the season or in monthly installments. Refunds in the form of a credit to the user’s account with the City will be only given for cancellations due to weather or other environmental conditions, unsafe/unplayable fields, or closure by the City. Refunds for unused facilities are not permitted. All fees, including for use of lights, health permits, and concession stand, must be settled by June 30th for spring allocations and December 30th for fall. Failure to submit full or timely payments will jeopardize the organization’s ability to use City facilities in the future.

G. Organizations planning to form a new league and seek Priority Group II status must be established and operating for at least one year prior to the start of their requested season. The City reserves the right to deny or restrict facility use if a new or expanded program is determined to negatively impact existing facility allocations. The City cannot guarantee the use of any City facilities. To qualify for Priority Group II status, organizations must meet the Priority Group II requirements under Section 3.1.

ARTICLE V – FACILITY USE PERMITS
Section 5.1 – Facility Use Permits

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

A. Recurrent use of City facilities requires a valid facility use permit. Applicants must submit an application packet each season by the established deadlines listed in Section 4.1.

B. Permits shall be issued by the City designee in accordance with this policy. All facility allocations, including the assignment of dates, times, and areas for use are made at the sole discretion of the City. Qualifying organizations must maintain a copy of the approved permit during all scheduled uses and provide a copy if requested by any City staff member.

C. Fees for use of City facilities are set by City Council through the Master Fee Recovery Schedule. The City Council adopted fee schedule shall determine all fees and charges associated with athletic facility reservations. The City Council may review and adjust fees at any time.

D. The applicant must be the officially approved representative of the organization.

The use of permitted facilities is strictly non-transferable and may not, under any circumstances, be reassigned, exchanged, subleased, sublet, or otherwise reallocated to any other individual, group, or entity. Such actions are strictly prohibited and may result in immediate revocation of facility use privileges.

Section 5.2 – Permit Modifications & Cancellations
A. The City reserves the right to deny or restrict facility use if a new or expanded program is determined to negatively impact existing facility allocations.

B. Requests to modify existing permits must be made to the Community Services Director, or designee in writing by an authorized agent of the group no less than 10 business days before date of the requested change. All requests are subject to staff review and approval.

C. Cancellations submitted in writing at least ten days before the permitted date will receive a full refund. Written cancellations submitted nine days or fewer before the permitted date will be eligible for a 50% refund.

D. Any refunds requests submitted on or after the permitted date will be denied.

E. If the City cancels a permitted date for any reason not at the fault of the applicant, a full refund will be issued.

Section 5.3 – Fees
A. Fees are due on or before the 1st of the permitted month.

B. A late fee of $35 per week will be applied if fees are not paid on time.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

C. Delays in paying fees on time could affect future allocations.

D. Organizations with teams that fall within multiple levels of play or group classifications will be assessed fees according to each applicable group description. All teams must be identified in the application under their appropriate group category, and fees will be charged based on the rates associated with each classification.

ARTICLE VI – ATHLETIC FACILITY RULES
Section 6.1 – General Athletic Facility Use Rules
A. Facility use must be consistent with the type of play permitted for each facility.

B. All park users, including qualified organizations, must comply with all provisions of the Corona Municipal Code.

C. A responsible adult designated by the user group must always be present when an organization uses a city facility.

D. Games and practices may begin no earlier than 8:00 a.m. and must end no later than 10:00 p.m. Any exceptions must have the Department's prior written approval.

E. If the use of a facility becomes excessive or regular use changes the characteristics of the immediate neighborhood, the City may reduce allocations or limit hours.

F. Lining of City parks with chalk, paint, or burning turf with chemicals is not permitted without prior written approval by the Department. If approved, only chalk or water‐ based paints may be used.

G. Alcoholic beverages are strictly prohibited in City parks.

H. Sound-making devices (i.e., horns, clickers, rattles, bells, whistles, etc.) are prohibited unless officials or coaches use them as a necessary part of the activity.

I. City athletic facilities are public facilities and must remain accessible to the public during non-permitted hours. Fields may not be locked, secured, or otherwise restrict public access after scheduled field use. Any unauthorized locking or tampering with gates, locks, or lockboxes is prohibited.

J. If any vendors will be on-site during practices, games, or other permitted activities, the permit holder is required to submit the following documentation prior to the vendor’s presence at the facility.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

a. Vendor's certificate of liability insurance listing the City of Corona (400 S. Vicentia Ave., Corona, CA 92882) as the certificate Holder and Additional Insured with a minimum coverage of $1,000,000, and in the Description of Operations box, please enter details of use of City Facilities, such as the type of activity, date, name, and address of facility being used.

For recurrent use, specify activities, facilities, and policy range. b. Vendors must provide current business license documentation, valid for operation within the City of Corona.
c. Any vendor providing or selling food must also comply with all applicable health and safety regulations and may be required to submit additional documentation, including but not limited to health permits or food handler certifications, as required by local or county health departments.

Section 6.2 – Lighting
A. Organizations must provide the City with a schedule of their intended light use as part of the facility allocation request. Requests must clearly define times of use (e.g. Wednesdays, sunset to 9:15 p.m.).

B. Designated organizations with lighted fields will be provided system access to turn lights on at the respective facility. Organizations are required to comply with their approved permit times. Use of field lighting outside the scheduled reservation period is strictly prohibited.

C. Organizations are responsible for paying any costs incurred to the City through the operation of lights regardless of whether the activity occurred, unless a proper cancellation notice was provided to the City. Costs will be assessed in accordance with the City’s Master Fee Recovery Schedule.

D. No lights may be left on past 10:00 p.m., activated for an unauthorized activity, or used at a facility that has not been allocated.

E. If light fees are not paid, field lighting will be shut off.

Section 6.3 – Public Address (PA) Systems
A. Limited sound amplification may be allowed in City parks, including (PA) systems, portable components, and bullhorns. All sound amplification must pertain to the game being played or authorized event or activity by the organization.

B. No amplified music is allowed on City park facilities unless pre‐approved by the City.

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

C. Only persons 18 or older will be allowed to operate PA systems.

D. Special announcements should be kept to a minimum. “Play‐by‐play” announcing is prohibited.

Section 6.4 – Signs and Banners
A. Posting any signs or banners on city athletic facilities shall comply with the Sports Field Sign and Banner Program Administrative Policy 06400.006. Any groups wishing to display banners on City athletic facilities shall submit the Sign and Banner Application form to the Community Services Department before arranging for banners to be posted. Any approved signs and banners must be removed at the end of each allocation season.

Section 6.5 – Storage and Concession Facilities
The City provides only the structure and existing equipment for storage and concession stands. Authorized users are responsible for providing all other equipment.

A. No permanent equipment or improvements should be made to the storage facility without prior written permission from the City.

B. The City assumes no liability for any equipment, storage, or personal property.

C. Organizations are responsible for ensuring the City has proper keys for the storage and concession facilities. If the City issues keys to an organization, duplication of keys is strictly prohibited, and lost keys will result in the user group paying for any re‐keying services and key replacement.

D. Facilities should be maintained in a safe, clean, and orderly manner, with equipment properly stored. Upon the conclusion of the permit, organizations shall remove all property and return the facility to the same condition when issued.

E. City Staff and the Riverside County Health Department will conduct annual inspections of concession facilities. A representative should be present at all inspections. The County Health Department is authorized to shut down any facility that does not comply with health code regulations or poses a health risk to the community. Organizations are responsible for acquiring the proper food handler’s license.

Section 6.6 – Security

Administrative Policy 06400.004 (05/06/2026)
Athletic Facility Allocation Policy
Administered by Community Services

A. The city reserves the right to require organizations to provide additional park personnel, security, medical, or police presence when deemed necessary. The organization will be responsible for any resulting expenses or costs.

Section 6.7 – Traffic and Parking
A. Participants and spectators should utilize approved off‐street public parking lots and/or surface streets that do not impact the immediate neighbors.

B. Driving or parking on City parks or trails is strictly prohibited. Any damage to City facilities incurred due to unauthorized use may result in subsequent maintenance fees. The City may grant limited exceptions for field improvement, service, or projects benefiting the playability of the facility. City vehicles and emergency service responders may access the field as appropriate for their respective duties.

Unauthorized vehicles may be ticketed by the Police Department or towed at the owner’s expense.

C. Parking is available on a first-come, first-serve basis; no overnight parking is permitted.

D. Parking in non-designated areas (e.g. dirt lots, red zones, fire lanes, landscaping) is strictly prohibited.

ARTICLE XII – MAINTENANCE AND UPKEEP
Section 7.1 – Maintenance and Upkeep
A. The City shall maintain all athletic facilities to safe passive use standards, meaning they are playable from the minimum standards for residential use and activity.

B. To maintain the athletic fields at the highest level possible, the City will schedule annual maintenance programs at all City facilities. The City will attempt to be flexible in accommodating organizations during maintenance but will prioritize safety and damage prevention as necessary.

C. The City will conduct renovations on select fields two times per year in the Winter and Summer seasons in accordance with the timelines listed below. During this time, the fields will remain closed to all sports organizations and the general public for a period up to 8 weeks. Maintenance schedule will be provided to the user groups in the allocation packets.

D. Emergency evening and weekend maintenance requests may be made by calling the City of Corona non-emergency dispatch at (951) 736‐2330 x2.