TECHNICAL_SPECIFICATIONS_Mesiti_and_Miller.pdf

Lee Road Trail - 100% Submittal August 26, 2025

100% TECHNICAL SPECIAL

PROVISIONS

FOR

LEE ROAD TRAIL

PHASE 1

DEPARTMENT OF PUBLIC WORKS

CITY OF WATSONVILLE

Prepared by

MME, Inc.

ORGANIZATION

These special provisions modify the 2022 edition of the California Department of Transportation Standard Specifications (“Standard Specifications”) and its Revised Standard Specifications dated April 15, 2022. The Standard Specifications are a part of this contract as described in the administrative sections of the project specifications.

Special provisions are under headings that correspond with the main-section headings of the Standard Specifications. A main-section heading is a heading shown in the table of contents of the Standard Specifications.

Each special provision begins with a revision clause that describes or introduces a revision to the Standard Specifications as revised by any revised standard specification.

Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the Standard Specifications for any other reference to a paragraph of the Standard Specifications.

DIVISION II GENERAL CONSTRUCTION

10 GENERAL

Replace Reserved in section 10-1.03 with:

No construction activity is allowed from 5 PM to 8 AM.

Add to section 10-5:

Water active construction sites at least twice daily and as needed.

Grading activities are prohibited during periods of high wind (over 15 mph). Haul trucks must maintain at least 2 feet of freeboard.

Cover trucks hauling dirt, sand, or loose materials. Hydroseed disturbed areas as soon as possible. Cover inactive storage piles.

Post publicly visible signs at each cross street with:

1. The name and telephone number of a person to contact regarding dust complaints.

2. Telephone number of the Monterey Bay Air Resources District The assigned contact person must respond to the caller and corrective action must be taken within 48 hours.

The signs may be made of laminated printed paper attached to an inflexible weatherproof backer board.

Comply with Monterey Bay Air Resources District Rule 402 (Nuisance).

Dispose of signs upon project completion.

12 TEMPORARY TRAFFIC CONTROL

Replace section 12-1.04 with:

Flagging is included in the payment for traffic control system.

Replace the 2nd paragraph of section 12-4.01A:

Submit the proposed traffic control plan to the Engineer no less than seven (7) days before construction begins.

If any traffic control changes are proposed, notify the Engineer in writing before 5:00 P.M. of the Thursday before the following week’s work is scheduled.

A minimum of one lane shall be kept open for public traffic at all times. The lane shall be a minimum of ten (10) feet in width.

For a stationary one-way-reversing traffic control lane closure, you may stop traffic in 1 direction for periods not to exceed 10 minutes.

Maintain access to driveways at all times. Limit driveway use.

Personal vehicles of the Contractor’s employees shall not be parked on the traveled way at any time, including any section closed to public traffic.

See conceptual traffic control plan.

13 WATER POLUTION CONTROL

Add between the 1st and 2nd paragraph of section 13-2.03:

By October 15 temporary erosion control features as are necessary to prevent damage during the forthcoming winter season shall be constructed and functioning. If earthwork in any area has not progressed to a point where all or part of the erosion control for that area can be constructed, the Contractor shall construct such supplementary temporary erosion control facilities as are necessary to protect adjacent private and public property.

1. The Contractor shall conduct his operations in such a manner that storm runoff will be contained within the project or channeled into the storm drain system which serves the runoff area with no increased turbidity to the watershed.

2. Mud and silt shall be settled out of the storm runoff before the runoff enters the storm drain system.

3. Contour graded areas shall be protected against erosion and the resulting siltation of downstream facilities. Temporary measures shall prevent increased turbidity and may include, but shall not be limited to, filter fabric fences to filter silt and sediment from runoff.

14 ENVIRONMENTAL STEWARDSHIP

Add to section 14-8.02:

Said noise level requirement shall apply to all equipment on the job or related to the job, including but not limited to trucks, transit mixers or transient equipment that may or may not be owned by the Contractor.

Add section 14-9.04:

14-9.04 CLEAN AIR ACT

Contracts of amounts in excess of $150,000 must comply with all applicable standards, orders, or regulations issued pursuant to the Clean Air Act (42 U.S.C. §§ 7401-7671q). Violations must be reported to FEMA and the Regional Office of the Environmental Protection Agency. See 2 C.F.R. Part 200, Appendix II, ¶ G.

1. The contractor agrees to comply with all applicable standards, orders or regulations issued pursuant to the Clean Air Act, as amended, 42 U.S.C. § 7401 et seq.

2. The contractor agrees to report each violation to the (name of the state agency or local or Indian tribal government) and understands and agrees that the (name of the state agency or local or Indian tribal government) will, in turn, report each violation as required to assure notification to the (name of recipient), Federal Emergency Management Agency, and the appropriate Environmental Protection Agency Regional Office.

3. The contractor agrees to include these requirements in each subcontract exceeding $150,000 financed in whole or in part with Federal assistance provided by FEMA.

Replace item 1 in the list in the 1st paragraph of section 14-11.02 with:

1. You reasonably believe the substance is asbestos as defined in Labor Code § 6501.7 or a hazardous substance as defined in Health & Safety Code § 25117, § 25316 and § 25317.

Add section 14-12.04:

14-12.04 COUNTY OF SANTA CRUZ AVOIDANCE AND MINIMIZATION MEASURES

Section 14-12.04 includes specifications for working in areas within the jurisdiction of the County of Santa Cruz.

Nesting bird avoidance and minimization measures:

Measures will be taken to avoid impacts to nesting birds:

a) To comply with the provisions of the Migratory Bird Treaty Act, construction will occur between September 15 and February 15, to the extent possible, to avoid impacts to nesting birds.

b) If construction is proposed for the breeding season, then a preconstruction survey conducted by a qualified County-supplied biologist must occur at least two weeks prior to the start of construction.

c) If nesting activity is detected, the biologist will establish a buffer around the nest(s). The buffer will be maintained, and construction activities will avoid nest sites until the biologist determines that the young have fledged or nesting activity has ceased. Typical buffers for nests include 250 feet for passerines and 500 feet for raptors. Actual buffers will be determined by the biologist.

Invasive species avoidance and minimization measures:

a) To reduce the spread of invasive non-native plant species the County will implement the following protection measures to comply with Executive Order 13112:

b) Invasive plants are known on the project site, therefore an invasive plant materials removed during construction will be contained and treated as trash and disposed of in a permitted landfill.

c) Contract specifications for permanent erosion control will require the use of California native forbs and grasses from the same elevation and geographic area as the project site.

d) Mulches used on the project will be from source materials that will not introduce exotic species.

Storage Areas avoidance and minimization measures:

Material and equipment storage is restricted to existing unvegetated pullouts and paved areas in the County right-of-way, and not within the drip-line of oak trees, and outside the riparian corridor.

Add section 14-12.05:

14-1.07 CEQA DETERMINATION

The County determined that an Initial Study/Mitigated Negative Declaration was the appropriate CEQA documentation. The County approved the project on March 12, 2021, and filed the CEQA Notice of Determination (completing the CEQA process) with the Santa Cruz County Clerk and California Office of Planning and Research (State Clearinghouse) on March 18, 2021.

County mitigation measures are included on the project plans.

Add section 14-12.06:

14-12.06 FEDERAL WATER POLLUTION CONTROL ACT

Contracts of amounts in excess of $150,000 must comply with all applicable standards, orders, or regulations issued pursuant to the Federal Water Pollution Control Act as amended (33 U.S.C. §§ 1251-1387). Violations must be reported to FEMA and the Regional Office of the Environmental Protection Agency. See 2 C.F.R. Part 200, Appendix II, ¶ G.

1. The contractor agrees to comply with all applicable standards, orders or regulations issued pursuant to the Federal Water Pollution Control Act, as amended, 33 U.S.C. 1251 et seq.

2. The contractor agrees to report each violation to the (name of the state agency or local or Indian tribal government) and understands and agrees that the (name of the state agency or local or Indian tribal government) will, in turn, report each violation as required to assure notification to the (name of recipient), Federal Emergency Management Agency, and the appropriate Environmental Protection Agency Regional Office.

3. The contractor agrees to include these requirements in each subcontract exceeding $150,000 financed in whole or in part with Federal assistance provided by FEMA.

DIVISION III EARTHWORK AND LANDSCAPE

19 EARTHWORK

Add to section 19-1.01A:

Earthwork shall be performed in conformance with the Standard Specifications and the 2020 Geotechnical Investigation prepared by Pacific Crest Engineering, Inc. Groundwater was encountered during test borings. De-watering may be required. Equipment capable of excavating through hard rock may be required. Notify the Geotechnical Engineer at least 5 days before site clearing and earth work.

Add to the end of section 19-1.03A:

If borrow material for this project is not disaster-displaced material reclaimed from the immediate area, not obtained from standard commercial borrow source, not obtained from permitted borrow-pit (and a permit number is provided), or not obtained from a Sub-Grantee owned pre-existing stockpile (and coordinates provided), the Sub-Grantee must notify FEMA and the California Office of Emergency Services (Cal OES) prior to commencing borrow extraction, so that compliance with Section 106 of the National Historic Preservation Act can be accomplished. Non-compliance with this requirement may jeopardize the receipt of federal funding.

21 EROSION CONTROL

Add to section 21-2.02F:

The following plant palette (Table 1. Native grassland seed mix) is recommended for planting in upland temporary impact areas along the Lee Road Trail from Harkins Slough Road to the Struve Slough Bridge crossing and, on the southeast side of the Struve Slough Bridge crossing to the developed footprint of the light industrial area along Lee Road. Certified sterile grass seed, such as ReGreen [wheat and wheatgrass cross (Triticum x Elymus trachycaulus)] or other sterile grass seed can be incorporated into the seed mix to establish vigorous cover in the first year in order to prevent erosion.

Table 1. Proposed native grassland seed mix for revegetating upland temporary impact areas, Lee Road Trail Project, Watsonville, CA.

Species Common Name Direct Sowing lbs/acre (PLS)

Hydroseeding lbs/acre (PLS)

Triticum x Elymus trachycaulus sterile grass 20.00 30.00

Achillea mellifolium yarrow 0.50 1

Bromus carinatus California brome 2.00 3

Chloragulum pommeridiadum soap root 0.50 0.50

Danthonia californica California oatgrass 0.25 0.25

Elymus glaucus blue wildrye 10.00 15

Eschscholzia californica California poppy 0.50 1

Juncus patens spreading rush 0.25 0.50

Horkelia cuneate wavy-leafed horkelia 2.50 0.25

Hordeum brachyantherum meadow barley 8.00 15

Stipa pulchra purple needle grass 11.00 15

Sisyrinchium bellum blue-eyed grass 1.00 2

Total 56.50 83.50

Replace the 4th paragraph in section 21-2.03D with:

Apply materials as follows:

1. Start application within 60 minutes after adding seed to the tank.

2. Apply in successive passes as necessary to achieve the specified application rate.

3. Apply all hydroseed materials shown for a single area within 72 hours.

Add to section 21-2.03D:

Seeding shall occur following all site work and when the seedbed has been prepared. Seeding shall occur prior to October 15th.

DIVISION IV SUBBASES AND BASES

26 AGGREGATE BASES

Add to section 26-1.02:

Care shall be taken to avoid tracking asphalt materials onto existing finished surfaces.

DIVISION V SURFACINGS AND PAVEMENTS

39 ASPHALT CONCRETE

Add to section 39-2.01C(1):

Care shall be taken to avoid tracking asphalt materials onto existing finished surfaces. The Contractor shall clean up any asphalt materials tracked onto existing surfaces using the methods to be approved by the Engineer.

Replace the 2nd and 3rd paragraphs in section 39-2.01D with:

Payment for tack coat is included in the payment for hot mix asphalt.

Replace 1st paragraph in section 39-2.02B(3) with:

The grade of asphalt binder for Type A HMA must be PG 64-10. The amount of binder to be mixed with the aggregate shall be between 4 percent and 7 percent by weight of the dry aggregate, as determined by the Engineer.

Replace 1st paragraph and Table in section 39-2.02B(4)(b) with:

For asphalt pavement replacement use ½ inch Type A HMA placed in two (2) lifts each 0.167 foot thick.

DIVISION VII DRAINAGE FACILITIES

64 PLASTIC PIPE

Add to section 64-2.02B:

Trench backfill under and adjacent to structural backfill, foundations, concrete slabs and pavements must be placed in horizontal layers no more than 8 inches thick and compacted to at least 95 percent relative compaction.

Add to section 64-2.03B:

Utility trenches shall be constructed in conformance with the Standard Specifications and the 2020 Geotechnical Investigation prepared by Pacific Crest Engineering, Inc. The report is available at the Watsonville Department of Public Works.

65 CONCRETE PIPE

Add between the 1st and 2nd paragraph of section 68-2.01A:

Subsurface drains shall be constructed in conformance with the Standard Specifications and the 2020 Geotechnical Investigation prepared by Pacific Crest Engineering, Inc. The report is available at the Watsonville Department of Public Works.

DIVISION IX TRAFFIC CONTROL DEVICES

83 RAILINGS AND BARRIERS

Add to section 83-2.02B(1)(a):

Guard railing delineation shall be placed along each section of Midwest guardrailing at approximately 20 foot intervals and as directed by the Engineer. The guardrailing delineation shall be composed of a minimum 3-inch by 12-inch white reflective sheeting mounted on a flexible post and shall be attached to Midwest guardrailing post per Standard Plan A77N4 for details of delineation and attachment.

Replace 3rd paragraph of section 83-2.02B(1)(b) with:

Midwest guardrail system components and any required backup plates, terminal sections and return sections shall comply with AASHTO Designation M 180 for Class A, Type II, W-Beam guardrail.

Replace section 83-2.04B with:

83-2.04B Alternative In-line Terminal Systems 83-2.04B(1) General 83-2.04B(1)(a) Summary

Section 83-2.04B includes specifications for constructing alternative in-line terminal systems.

83-2.04B(1)(b) Definitions

Not Used

83-2.04B(1)(c) Submittals

Submit a certificate of compliance for alternative in-line terminal systems.

83-2.04B(1)(d) Quality Assurance

For each model of alternative in-line terminal system being installed, obtain the manufacturer's check list for the assembly and installation of the alternative in-line terminal systems from the manufacturer's representative or distributor. Notify the Engineer of the alternative in-line terminal systems to be installed at each location before starting installation activities. Complete, sign, and date the check list for each installed alternative in-line terminal system and submit a copy of the completed and signed check list for each installed location, and include the following:

1. Contract number

2. Name of installation Contractor

3. Flare offset used in layout

4. Date of installation

5. Location on the project by post mile, and by station if stationing shown on plans

6. Name and signature of individual completing the checklist.

The Department signs and dates the completed check lists, verifying the alternative in-line terminal system at each location was assembled and installed under the manufacturer's instructions and as described.

Use personnel trained by the manufacturer to install alternative in-line terminal systems. A record of training provided by the manufacturer may be requested by the Engineer at any time.

83-2.04B(2) Materials Alternative in-line terminal systems must be the following or a Caltrans-authorized equal:

Type SoftStop System Tangent End Terminal (12” block) Mash Test Level 2 (TL-2) by Valtir, LLC Addison, Texas, installed in accordance with Caltrans-approved RevD August 2022 – 620237 installation manual. Overall length Is 38’-3-1/2”

83-2.04B(3) Construction Identify each alternative in-line terminal system by painting the type of terminal system in 2-inch-high, neat, black letters and figures on the backside of the rail element between system posts number 4 and

5. Paint must be metallic acrylic resin type spray paint. Before applying terminal system identification, the surface to receive terminal system identification must be free of all dirt, grease, oil, salt, or other contaminants by washing the surface with detergent or other suitable cleaner. Rinse thoroughly with fresh water and allow to fully dry.

For Type MSKT terminal system, install a W6x15 at lower section Post 1 with a soil plate attached and a 6 by 6 by 1/8 inches tube section at upper section Post 1. Install a W6x9 or W6x8.5 post assembly top and post assembly bottom at Post 2. Install W6x9 or W6x8.5 at Posts 3 through 8. Attach a 9'-4 1/2" W-beam MGS rail section to Post 3. Use 8-inch blocks. The posts must be, at your option, driven with or without pilot holes, or placed in drilled holes. Do not pound on the side plates when installing lower post #1 and lower post #2. Space around the posts must be backfilled with selected earth, free of rock, placed in layers approximately 4 inches thick and each layer must be moistened and thoroughly compacted.

90 CONCRETE

Replace Reserved in section 90-7 with:

90-7 PERVIOUS CONCRETE

90-7.01 GENERAL

90-7.01A Summary Section 90-7 includes specifications for furnishing pervious concrete.

Pervious concrete must be composed of cementitious material, course aggregate, admixtures if used, and water.

Section 90-7 applies only where the use of pervious concrete is specified in the special provisions.

90-7.01B Definitions Pervious concrete: Concrete contains little or no fines, creating an open matrix allowing water to pass through it. Properly installed and cured, pervious concrete is a strong and durable pavement or hardscape.

90-7.01C Submittals Submit the following before placing pervious concrete:

1. Concrete Materials:

1.1. Proposed concrete mixture proportions including all material weights, volumes, unit weight, water cement ratio, aggregate cement ratio and void content.

1.2. Aggregate type, source and gradation data.

1.3. Cement, fly ash and admixture manufacturer certifications

1.4. Integral Color

1.5. Test panels

2. Qualifications

2.1. Certificates of Qualifications for Pervious Concrete Craftsman or Installers as discussed in

Quality Control Section

2.2. Print out of NRMCA Certified Professional website database showing the Craftsman certificate holder as an employee of the qualifying company as discussed in Quality Control Section

2.3. List of 5 reference jobs as discussed in Quality Control Section

3. Specific plans, details, schedule, construction procedures and quality control plan.

4. Subcontractors: List all materials suppliers and subcontractors to be used on the work.

5. Base: Gradation data

6. Fabric: Specification Sheet

7. Geogrid: Specification Sheet

90-7.01D Quality Assurance 90-7.01D(1) General Test and inspect concrete materials and operations as work progresses as described in 2. Failure to detect defective work or material early will not prevent rejection if a defect is discovered later, nor shall it constitute final acceptance.

90-7.01D(2) Contractor Qualification

The Contractor shall employ no less than one National Ready Mixed Concrete Association (NRMCA) certified pervious concrete craftsman, who must be listed on the NRMCA pervious concrete database as an employee of the Contractor, who shall oversee concrete placement, or the Contractor shall employ no less than four NRMCA certified Pervious Concrete Installers, who shall be on site working as members of each placement crew during all concrete placement. Craftsman consultants “for hire” are not permitted as qualifiers.

For all projects where the total pervious concrete pavement area exceeds 20,000 square feet, at least one (1) NRMCA certified Pervious Concrete Craftsman who is a full-time employee of the installing company is required.

Contractor must provide documentation showing five or more successful pervious concrete projects in the last two years totaling more than 50,000 sq. ft. Documentation shall include name and address of project, photographs and contact information for project owner, architect or engineer.

90-7.01D(3) Testing

Testing as required by project engineer.

1. Fresh Density Test

1.1. Obtain a minimum 1 ft3 sample for acceptance tests in accordance with ASTM C172. Perform a minimum of one density test in accordance with ASTM C1688 during each day’s placement or when visual inspection indicates a change in the concrete. Fresh density shall be between +/-5 lb/ft3 of the specified fresh density.

2. Permeability Test

2.1. Permeability shall be tested using ASTM C 1701. One test for every 10,000 sq ft, minimum 3 tests, results should be averaged. Test locations should be at least 25’ from each other.

2.2. Must be tested on clean, level pervious pavement upon completion of the curing period but before acceptance and opening the pavement to traffic.

2.3. Permeability shall be at least 350 inches per hour on average as tested after curing period has ended.

3. Hardened Density Test (optional)

3.1. If specifically required by the project engineer, after seven days curing, a minimum 3 cores should be taken from the test panels, in accordance with ASTM C 42, and measured for thickness and density in accordance with ASTM C 1754. These test results should be recorded as a reference for subsequent quality assurance and acceptance testing. Cores taken from subsequent placements should also be tested in accordance with ASTM C 1754. The resulting measured density should be within plus or minus 5% of the average density of cores from the test panel.

3.2. If less than four (4) inches of open graded base rock is used under the pavement the permeability rate will not be valid and the permeability rate shall not be used for criteria for acceptance of rejection of the pavement.

3.3. Compressive strength testing is not used for pervious concrete

4. Testing Agencies

4.1. Agencies that perform testing services on concrete materials shall meet the requirements of

ASTM C1077. Agencies inspecting the Work shall meet the requirements of ASTM E329.

Testing agencies performing the testing shall be accepted by Architect/Engineer before performing any Work.

4.2. Field tests of concrete required in 1.6.2 shall be performed by an individual certified as both an NRMCA Certified Pervious Concrete Technician and an ACI Concrete Field Testing Technician—Grade 1 or equivalent.

5. Approved Mix Design

5.1. Once accepted by the Engineer, the mix design meeting the criteria specified in Section 1.5.2.1 shall become the approved mix design and shall not be modified in any way unless re-submitted and approved by the engineer. Modifications to the approved mix design not approved prior to being placed may be rejected. Admixture and water dosages may be modified as needed to maintain mix properties.

6. Test Panels

6.1. Prior to construction, a test panel shall be placed to the satisfaction of the City Engineer unless this requirement is waived by the City Engineer.

6.2. Each test panel shall be a minimum of 8’ x 16’ and shall be placed, jointed and cured using materials, equipment, and personnel proposed for the project.

6.3. Test panels, if acceptable, can be incorporated into the project.

6.4. Test panel cost, and removal if necessary, shall be included.

6.5. Quality: Test panels shall have acceptable surface finish, color, joint details and porosity and shall comply with the testing and acceptance standards listed in 3.07 Quality Control section of this specification.

6.6. If test panels placed at the site are found to be deficient in thickness, unit weight or percentage of voids, or of an unacceptable appearance, they shall be removed at the contractor’s expense and taken to an approved landfill or recycling facility.

6.7. If test panels are found to be satisfactory, they may be left in-place and included in the completed work.

90-7.01D(4) Acceptance Acceptance of pervious concrete pavement will be based on the following criteria

1. Appearance

1.1. Each lot of finished pervious concrete will be inspected for appearance by the Engineer. The pervious concrete shall have a consistent surface texture, shall have no more than three (3) percent of the surface area within each panel (joint to joint) clogged/sealed with cement paste or raveled, shall be free of ridges or other surface imperfections, shall have joints that are in the specified location and are constructed per specification, and shall be free of cracks. Raveling is defined as: the contiguous dislodging of the surface layer(s) of aggregate.

2. Smoothness

2.1. Pervious concrete pavement smoothness shall be checked with a 10-foot straight edge.

Vertical measurement should be taken between the pavement’s determined plane and straight edge discounting surface void and roughness irregularities. The surface of the finished pavement shall be uniform to a degree such that no variations greater than 1/2-inch over ten

(10) feet are present when tested with a 10-foot straight edge and checked in a direction perpendicular or parallel to the centerline and the pavement’s planed surface.

3. Grade

3.1. Pervious concrete shall be true to designed grades plus or minus ½ inch. Where abutting existing facilities such as sidewalks, walkways, curbs, driveways or other pavements, the pervious concrete shall be within ¼ inch of that surface.

4. Line

4.1. Pervious concrete margins shall be true to designed lines plus or minus ½ inch at any point.

5. Infiltration Rate

5.1. The average of all three (3) infiltration tests shall be greater than 350 inches per hour with no single test less than 100 inches per hour.

6. Pressure Wash Testing

6.1. Before final acceptance the Engineer, may require a pressure wash test of the pervious concrete. Pressure washing shall be provided and completed by using portable washer equipment working at a minimum of 3000 psi at 2.4 gpm. The nozzle shall be a zero degree nozzle and be held a maximum of three (3) inches off the concrete surface and moved at a slow but steady rate. The Contractor shall pressure test a min three (3) locations per lot or as determined by the Engineer. Any sections of pervious concrete that breaks up, ravels, or does not infiltrate shall be removed and replaced with acceptable pervious concrete to the nearest joints. The Engineer may reject the concrete if the pressure washing dislodges more than a few individual aggregate particles in each panel. The Contractor shall decide, after placing the pervious concrete, when to perform the quality assurance pressure wash testing for the acceptance.

90-7.01D(5) Special Equipment Pervious concrete requires specific equipment for compaction and jointing.

1. Compaction

1.1. Rolling compaction shall be achieved using a minimum 10-inch diameter steel pipe that spans the width of the section placed and exerts a vertical pressure of at least 10 psi on the concrete.

Approximate weight of 12 ft roller is 500 lbs.

1.2. Plate compaction shall be achieved using a standard soil plate compactor that has a base area of at least two square feet and exerts a minimum of 10 psi vertical pressure on the pavement surface.

2. Jointing

2.1. Rolled joints shall be formed using a “salt roller” to which a beveled fin has been welded around the circumference.

2.2. Sawed joints shall be constructed as soon as the pervious pavement can be sawed without raveling the sawed edge and before initial cracking occurs using either a dry-cut or wet saw. At no time during the sawing process shall more pavement surface be exposed than that needed for sawing.

90-7.02 MATERIALS

90-7.02A Base Base shall be clean, crushed rock, Caltrans Class 4 Permeable material or approved equal. Maintain minimum of 30% void space.

90-7.02B Cementitious Materials Portland cement Type II or V conforming to ASTM C150 or Portland cement Type IP or IS conforming to ASTM C595.

Supplementary Cementitious Materials:

Fly ash conforming to ASTM C618 may be used in amounts not to exceed 25% of total cementitious material.

Ground Iron Blast-Furnace Slag conforming to ASTM C989 Grade 100 or 120 may be used in amounts not to exceed 50% by weight of total cementitious material.

90-7.02C Aggregate

Use a maximum 1/4” coarse aggregate that meets ASTM C33 (1/4” x No. 8). Fine aggregate meeting

ASTM C33, if used, shall not exceed 3 cu. ft. If other aggregate sizes are proposed, testing to assure unit weight, void content and workability must be submitted for approval.

Aggregate shall have a minimum specific gravity of 2.60, a minimum rodded void content of 36% per ASTM C29, and a maximum absorption rate of 3%. Crushed aggregate or gravel shall be permitted.

90-7.02D Water Potable water shall comply with local water standards. Clean potable water shall be used per ASTM C 1692.

90-7.02E Chemical Admixtures Air entraining agents shall comply with ASTM C260.

Water Reducing Admixtures shall comply with ASTM C494

Hydration stabilizer shall meet the requirements of ASTM C494. Hydration stabilizers are recommended to increase concrete placement time to 90 minutes and improve placement and finishing operations.

90-7.02F Geogrid Use Mirafi HP 370 or approved equal.

90-7.02G Proportioning

Cementitious Content: Total cementitious material should be sufficient to result in a design void content of 17-23%. For vehicle pavements, total cementitious content not less than 630 lbs/cy. For pedestrian pavements, total cementious not less than 600 lbs/cy.

Supplementary cementitious content: Fly ash: 25% maximum. Slag: 50% maximum

Water / Cementitious Ratio: For vehicle pavements: 0.30

Aggregate Content: The volume of aggregate, cement, water, and admixture per cubic yard calculated as a function of the unit weight as determined by ASTM C1688 Standard Test for Density and Voids

Content of Freshly Mixed Pervious Concrete and must result in a yield of 27 cubic feet per cubic yard.

Admixtures: Admixture shall be used in accordance with the manufacturer’s instructions and recommendations.

Mix Water: Mix water quantity shall be such that the cement paste displays a wet metallic sheen without causing the paste to flow from the aggregate. Mix water yielding a cement paste with a dull-dry appearance has insufficient water for hydration. Insufficient water results in inconsistency in the mix and poor bond strength between aggregate particles. High water content results in the paste reducing or eliminating the void system required for porosity.

90-7.03 CONSTRUCTION

90-7.03A General

General contractor is responsible for preparing site for work – clearing area, protecting adjacent finished surfaces, materials and previously installed objects or furniture. General contractor shall provide suitable protection where required before work commences and maintain protection throughout the course of the work.

To whatever extent possible, do not damage or disturb existing adjacent vegetation. Installer shall not be responsible for damaged vegetation within the work area. Remove all concrete stains from adjacent exposed surfaces of paving, structures, and grounds. Remove all waste and spillage.

Safety and Traffic Control:

General contractor shall notify and cooperate with local authorities and other organizations having jurisdiction when construction work will interfere with existing roads and traffic.

General contractor shall provide temporary barriers, signs, warning lights, flagmen, and other protections as required to assure the safety of persons and vehicles around the construction area and to organize the smooth flow of traffic.

Weather Limitations:

Do not place pervious concrete pavement when the ambient temperature is below 45°F, is expected to fall below 32°F within 48 hours of placement, or is above 90°F, unless otherwise permitted in writing by the design professional of record. In the case of cold weather installation, surface efflorescence, as well as streaking, or tiger striping, which is a result of the curing membrane, may be significant.

Do not place pervious concrete pavement when the wind, heat or humidity does not allow enough time to place, properly joint, compact, edge, finish and cure before the surface dries to the point where it will result in raveling, i.e. loss of wet metallic sheen.

90-7.03B Subgrade and Base

Typical Subgrade Preparation: Scarify to a depth of 12 inches, water condition at least two percent over optimum and compact sub-grade to 95% as per ASTM D 1557-07 and place Geogrid.

Fill: If fill material is required to bring the subgrade to final elevation, it shall be clean and free of deleterious materials. It shall be placed in 8-inch maximum layers, and compacted by a mechanical vibratory compactor to a minimum density of 95% within 12 inches of the subgrade as established by

ASTM D1557.

Check for yielding areas by proof-rolling with a loaded water truck or equivalent. Any yielding areas should be removed and replaced with compacted crushed rock. Place Geogrid.

Base: Placement of all other elements of the design (i.e. conduits, drainage pipe(s), utilities, irrigation sleeves, etc.) are to be to reviewed by the General contractor and site contractor prior to placing base.

Compact base to 95%.

Moisture: The subgrade and base moisture content shall be 1% - 3% above optimum as determined by

ASTM D1557.

City Engineer shall inspect subgrade preparation, elevations, and conduct density tests for conformance to specifications.

90-7.03C Formwork Forms may be of wood or steel and shall be the depth of the pavement. Forms shall be of sufficient strength and stability to support mechanical equipment without deformation of plan profiles following spreading, strike-off and compaction operations. Forms may have a removable spacer of ½” to ¾” thickness placed above the depth of pavement. The spacers are removed following placement and vibratory strike-off to allow roller compaction.

90-7.03D Mixing and Hauling

Truck mixers shall be operated at the speed designated as mixing speed by the manufacturer for 75 –

100 revolutions.

The Pervious concrete mixture may be transported or mixed on site and shall be used within one (1) hour of the introduction of mix water to the cement unless a hydration stabilizer is utilized in the concrete mixture. Times may be extended to 90 minutes using a hydration stabilizer.

Each truckload will be inspected for consistency of concrete mixture as per the description listed under Water Content in the Materials section of this specification. Water may be added to obtain the required mix consistency. A minimum of 30 revolutions at the manufacturer’s designated mixing speed shall be required following the addition of any water to the mix.

Discharge shall be a continuous operation and shall be completed as quickly as possible. Concrete shall be deposited as close to its final position as practical and such that fresh concrete enters the mass of previously placed concrete.

90-7.03E Placing and Finishing

The Contractor shall provide either slip form or vibratory form riding equipment to place the concrete unless otherwise approved by the City Engineer in writing. No internal vibration shall be allowed.

Normal placement procedures involve utilizing a mechanical vibratory screed to strike off the concrete

½” to 3/4” above final height, utilizing the form spacers described in Formwork.

Workers shall avoid stepping on the plastic concrete immediately after its placement. Foot pressure can compress and force cement paste into the voids at the bottom of the slab, forming resistance to the percolation through the slab. Apparent defects in the surface shall be carefully remedied by placing fresh concrete into any depressions and compacting with a hand tamper.

Following strike-off, remove spacers and compact the concrete to the form level, utilizing either a steel roller or a plate compactor or other method approved by the City Engineer. This compaction secures the surface materials assuring pavement durability. Care shall be taken during compaction that sufficient compactive force is achieved without working the concrete surface enough to seal off the surface porosity.

Finish/chamfer edges of concrete.

Hand tampers shall be used to compact the concrete along the slab edges immediately adjacent to the forms. After compacting and defect inspection and repair, no further finishing shall be performed on the concrete. Do not overwork the surface which can bring up too much paste and seal off the surface porosity. Surface shall be immediately cured.

The pervious concrete pavement shall be compacted to the required cross-section and shall not deviate more than +/- 3/8 inch in 10 feet from profile grade.

90-7.03F Jointing

Control (contraction) joints shall be installed at regular intervals not to exceed 10 feet. The control joints shall be installed at ¼ the depth (to a maximum depth of 1½”) of the thickness of the pavement. These joints can be installed in the plastic concrete or saw cut.

Jointing plastic concrete: Joints installed in the plastic concrete are generally rolled in utilizing a small roller with a beveled flange welded to the circumference. This type of jointing is done immediately after roller compaction and prior to curing.

Jointing hardened concrete: Joints may be saw-cut using an early entry saw. Saw-cuts shall be made as soon as the pavement has hardened sufficiently to prevent raveling and uncontrolled cracking. Early entry sawing occurs later with pervious concrete than with conventional concrete. For either method, the curing cover shall be removed and the surface kept misted to prevent moisture loss. After sawing the curing cover shall be securely replaced for the remainder of the curing cycle.

Transverse construction joints: Transverse construction joints shall be installed whenever placing is suspended for 30 minutes or whenever concrete is no longer workable.

Isolation joints: Isolation joints shall be used when abutting fixed vertical structures such i.e. light pole bases, building foundations, etc. Isolation Joints shall use preformed expansion joint filler per ASTM

D1751 and Caltrans Standard Specification Section 73.

90-7.03G Curing

Curing procedures shall begin no longer than 20 minutes after final placement operations. The pavement surface shall be covered with a minimum of six (6) mil thick heavy duty polyethylene sheet or other approved covering material. The cover shall overlap all exposed edges and shall be secured to prevent dislocation due to winds or adjacent traffic conditions. For additional guidance on hot weather concreting, see ACI 305.

The low water/cement ratio and high amount of exposed surface of pervious concrete makes it especially susceptible to drying out. Keep the surface moist using a spray applied curing compound and/or evaporation retarder immediately after screeding.

The curing cover shall remain securely in place for 7 days minimum. No auto traffic shall be allowed on the pavement until curing is complete and no truck traffic shall be allowed for 14 days unless authorized by the City Engineer.

90-7.03H Quality Control

Inspection and testing maybe performed by the City Engineer for Owner’s sole convenience. Re-testing due to defective materials or workmanship will be back charged to the Contractor. The testing laboratory shall conform to the requirements of ASTM E329 and ASTM C1077. All personnel engaged in testing shall be certified by the American Concrete Institute as ACI Concrete Field Technicians and be able to present their wallet cards upon request.

Traditional Portland cement pavement testing procedures based on strength and slump control are not applicable to this type of pavement material. Concrete tests shall be performed for each 150 cubic yards or fraction thereof with a minimum of one test for each day’s placement.

Plastic concrete shall be sampled in accordance with ASTM C 172 and tested for unit weight in accordance with ASTM C 29 using the jigging procedure for compaction. The unit weight of the delivered concrete shall be +/- 5 pcf of the design unit weight.

Plastic void content shall be calculated as per ASTM C138, Gravimetric Air Determination and compared to the void percentage used in Hydraulic design. Void content shall normally be between

15% and 25%.

Hardened concrete shall be tested at a rate of one set of three cores per 150 cy of concrete placed on one day or fraction thereof. The cores shall be drilled in accordance with ASTM C 42. The cores when measured for length shall not be less than the specified design thickness.

The cores shall be tested for saturated unit weight using ASTM C42 and void content using ASTM

C140. Measured unit weight shall be +/- 5 pcf of the design unit weight. Measured void content shall not be less than the void content used in the hydraulic design.