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D2 Storm Drain Restoration and Storm Water Mitigation IFB #2017-1374 1600 Franklin Street Oakland, CA 94612 Invitation for Bid (IFB) #2017-1374 D2 Storm Drain Restoration and Storm Water Mitigation Job Specifications Architect Chow Engineering, Inc. 7770 Pardee Lane, Suite 100 Oakland, CA 94621 510-636-8500 http://choweng.com September 15, 2016

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Page 1: D2 Storm Drain Restoration and Storm Water Mitigation Job... · D2 Storm Drain Restoration and Storm Water Mitigation ... D2 Storm Drain Restoration and Storm Water Mitigation

D2 Storm Drain Restoration and Storm Water Mitigation IFB #2017-1374

1600 Franklin Street

Oakland, CA 94612

Invitation for Bid (IFB) #2017-1374

D2 Storm Drain Restoration

and Storm Water Mitigation

Job Specifications

Architect

Chow Engineering, Inc.

7770 Pardee Lane, Suite 100

Oakland, CA 94621

510-636-8500

http://choweng.com

September 15, 2016

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TABLE OF CONTENTS

DIVISION 2 – EXISTING CONDITIONS

Section Title

02 41 13 Selective Site Demolition

DIVISION 3 - CONCRETE

Section Title

03 30 00 Cast-in-Place Concrete

DIVISION 11 - EQUIPMENT

Section Title

11 90 00 SPECIAL EQUIPMENT- BIOFILTRATION SYSTEM

DIVISION 22 - PLUMBING

Section Title

22 10 00 Pumps and Piping

DIVISION 26 - ELECTRICAL

Section Title

26 00 00 ELECTRICAL - STORMWATER TREATMENT SYSTEM

DIVISION 31 - EARTHWORK

Section Title

31 00 00 Aggregate Base

31 10 00 Site Preparation

DIVISION 33 - UTILITIES

Section Title

33 44 16 Trench Drain Frames and Grates

END - TABLE OF CONTENTS

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SECTION 02 41 13

SELECTIVE SITE DEMOLITION

PART 1 – GENERAL

1.01 SUMMARY

A. This Section includes specifications for the demolition and removal of structures and

foundations, including backfilling of resultant excavations and depressions, as indicated.

B. Extent of demolition work shall be as follows:

1. Removal of concrete slabs, pavements, trench grates and trench frames as indicated

on the Contract Drawings.

2. Removal and salvage of trench grate material, when applicable.

3. Removal and salvage of storm water treatment pumps, tanks, piping and

miscellaneous metal as indicated on the Contract Drawings.

C. The work includes restoration of existing structures and facilities to remain in place that

are damaged by demolition and removal operations.

1.02 REFERENCE STANDARDS

A. American National Standards Institute (ANSI): ANSI A10.6 Safety Requirements for

Demolition

B. “Greenbook” Standard Specifications for Public Works Construction, current Edition.

1.03 REGULATORY REQUIREMENTS

A. California Code of Regulations, Title 8, Chapter 4, Subchapter 4 - Construction Safety Orders.

1.04 PERMITS:

The Contractor shall obtain all special permits and licenses and give all notices required for

performance and completion of the demolition and removal work, hauling, and disposal of

debris.

1.05 SUBMITTALS

A. Permits: Submit copies of demolition, hauling, and debris disposal permits and notices for

record purposes. Include description of proposed haul routes.

1.06 SITE CONDITIONS

A. Protection of Persons and Property:

1. Install temporary barriers around the area of work.

2. Contractor shall coordinate construction staging, lay-down areas, trench protection

and bus-route impacts and revisions with the AC Transit Emeryville Maintenance

Facility Operations Manager prior to beginning of construction.

3. Erect and maintain temporary lights, barricades, signs, and other measures as

necessary to protect the public, workers, and adjoining structures from damage

from demolition work, all in accordance with applicable codes and regulations.

4. Open depressions and excavations occurring as part of this work shall be barricaded

and posted with warning lights when accessible through adjacent areas or through

public access. Operate warning lights during hours from dusk to dawn each day

and as otherwise required.

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5. Protect utilities, pavements, and facilities from damage caused by settlement,

lateral movement, undermining, washout, and other hazards created by demolition

operations.

6. Do not obstruct travel ways or parking stalls unless otherwise directed or approved.

Contractor shall coordinate with the AC Transit Emeryville Maintenance Facility

Operations Manager.

B. Protection of Utilities:

1. Protect in place active sewer, water, gas, electric, and other utilities, and drainage

and irrigation lines indicated or, when not indicated, found or otherwise made

known to the Contractor before or during demolition work. If utility is damaged,

immediately notify the Owner’s Representative and utility owner for corrective

action.

C. Noise and Dust Abatement:

1. Provide continuous noise and dust abatement as required to prevent disturbance and

nuisance to the public and workers and to the occupants of adjacent premises and

surrounding areas. Dampen or cover areas affected by demolition operations as

necessary to prevent dust nuisance.

D. Unknown Conditions:

1. The Contract Drawings and related documents may not represent all structure and

surface conditions at the site and adjoining areas. The known structure and surface

conditions are as indicated, and shall be compared with actual conditions before

commencement of work.

2. Existing utilities and drainage systems below grade are located from existing

documents.

3. If existing active services encountered are not indicated or otherwise made known

to the Contractor and interfere with the permanent facilities under construction,

notify the Owner’s Representative in writing, requesting instructions on their

disposition. Take immediate steps to ensure that the service provided is not

interrupted, and do not proceed with the work until written instructions are received

from the Owner’s Representative.

4. Thickness and size of existing pavements, slab and other elements are from

previous construction documents, and do not imply the actual depth or thickness of

the element where it occurs. Remove 6” to 8” thickness of the element as required.

5. If existing conditions encountered are different than those indicated, and interfere

with the work, notify the Owner’s Representative in writing prior to proceeding

with the work.

PART 2 – PRODUCTS

2.01 MATERIALS, EQUIPMENT, AND FACILITIES

A. The Contractor shall furnish all materials, tools, equipment, devices, appurtenances, facilities, and

services as required for performing the demolition and removal work.

PART 3 – EXECUTION

3.01 DEMOLITION

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A. Perform demolition work in accordance with ANSI A10.6 and the California Code of

Regulations, Title 8 and Title 24, as applicable.

B. Demolish concrete by one work zone at a time. There are 4 zones:

South half maintenance bay, North half maintenance bay, West of the tank farm, Tank

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farm.

Blasting will not be permitted. Saw cut concrete where indicated on plans to full depth

unless otherwise approved by the Engineer, with saw designed for cutting pavements. Cuts

shall be straight and free of ragged edges.

3.02 DISPOSAL OF DEBRIS

A. Dispose of removed materials, waste, trash, and debris in a safe, acceptable manner, in

accordance with applicable laws and ordinances and as prescribed by authorities having

jurisdiction.

B. Burying of trash and debris on the site will not be permitted. Burning of trash and debris at the

site will not be permitted.

C. Remove trash and debris from the site at frequent intervals so that their presence will not delay

the progress of the work.

D. Removed materials, trash, and debris shall become the property of the Contractor and shall be

removed from the Owner's property and disposed of in a legal manner. Location of disposal site

and length of haul shall be the Contractor's responsibility.

3.03 SALVAGE

A. Salvage existing trench grates, pumps, tanks, piping, and misc metal as indicated on the

Contract Drawings.

B. Repair, or replace with new material, salvaged material damaged or destroyed by Contractor’s

negligence.

C. Salvaged items which are not re-installed in the Work shall remain the property of the

Contractor.

D. The Contractor shall secure all permits, and make required arrangements prior to hauling

salvaged material.

3.04 RECONSTRUCTION

A. Existing structures or facilities that are to be reconstructed, relaid, relocated, reset, or installed

at existing or new locations shall conform to the design of the existing structures or

facilities and shall be equal in all respects to the best portions of the existing structures or

facilities. The work or reconstruction shall be performed in accordance with the

requirements of these specifications for new work of similar character, which apply to the

type of facility to be reconstructed, adjusted, modified, remodeled, relaid, relocated, or

reset.

B. Materials to be reused shall not be removed until their use is no longer required as determined

by the Owner’s Representative.

C. Materials to be reused in the work shall be cleaned of all earth and other foreign materials. All

adhering concrete shall be removed from materials to be reused in the work.

D. Materials shown on the Contract Drawings to be reused in the work that are damaged as a result

of the Contractor’s operations shall be repaired by the Contractor, at the Contractor’s expense,

to the satisfaction of the Owner’s Representative. Materials that are damaged beyond repair as

a result of the Contractor’s operations shall be disposed of and replaced at the Contractor’s

expense.

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E. Materials from existing structures or facilities to be reused in the work that, in the opinion of the

Owner’s Representative, are unsuitable for use in the work shall become the property of the

Contractor and shall be disposed of. The unsuitable material shall be replaced with material of

a kind and quality equal to the best material in the existing facility. Furnishing of material to

replace unsuitable materials as ordered by the Owner’s Representative will be paid for as extra

work.

3.05 RESTORATION OF EXISTING STRUCTURES AND FACILITIES:

All damage to existing structures and facilities that are to remain in place, including striping

and permanent markings, shall be repaired to a condition equal to that existing prior to the

beginning of demolition and removal operations. The cost of repairing existing structures

and facilities damaged by the Contractor's operations shall be at the Contractor's expense.

PART 4 - MEASUREMENT AND PAYMENT

4.01 MEASUREMENT

Demolition will be measured by the unit or fraction thereof completed in accordance with

the Contract Documents and as measured by the Owner’s Representative. The quantities

contained on Demolition the Schedule of Bid Items as derived from the plans will be used as

the basis for this measurement. Salvage items will not be measured separately for payment.

4.02 PAYMENT

Demolition performed in accordance with the Contract Documents shall be paid as part

of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be full

compensation for furnishing all labor, materials, tools, equipment, fees, supplies, supervision,

and incidentals necessary for Demolition described by the Contract Documents. Payment

requests for demolition shall include certificates showing legal disposal of materials from

the City of Oakland.

END OF SECTION 02 41 13

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SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.01 SUMMARY

This Section includes specifications for conveying and placing cast-in-place concrete, including

formwork, reinforcement, concrete materials, mixture design, placement procedures, curing, and

finishes, as indicated on the Contract Drawings.

1.02 REFERENCE STANDARDS

A. American Concrete Institute (ACI):

ACI 116R Cement and Concrete Terminology

ACI 117 Standard Tolerances for Concrete Construction and Materials

ACI 212.1R Admixtures for Concrete & Guide Use of Admixtures

ACI 212.2R Admixtures for Concrete & Guide Use of Admixtures

ACI 212.3R Chemical Admixtures for Concrete

ACI 301 Specifications for Structural Concrete

ACI 302.1R Guide for Concrete Floor and Slab Construction

ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 304.2R Placing Concrete by Pumping Methods

ACI 305R Hot Weather Concreting

ACI 306R Cold Weather Concreting

ACI 306.1 Standard Specification for Cold Weather Concreting

ACI 308 Standard Practice for Curing Concrete

ACI 308.1 Standard Specification for Curing Concrete

ACI 309R Guide for Consolidation of Concrete

ACI 318 Building Code Requirements for Structural Concrete

ACI 347 Guide to Formwork for Concrete

ACI 503.2 Specification for Bonding Plastic Concrete to Hardened Concrete with a

Multi-Component Epoxy Adhesive

B. American Society for Testing and Materials (ASTM):

ASTM A615 Standard Specification for D e f o r m e d a n d P l a i n C a r b o n -Steel

Bars f o r Concrete Reinforcement

ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the

Field

ASTM C33 Standard Specification for Concrete Aggregates

ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens

ASTM C42/42M Standard Test Method for Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete

ASTM C94/94M Standard Specification for Ready-Mixed Concrete

ASTM C143 Standard Test Method for Slump for Hydraulic-Cement Concrete

ASTM C143M Standard Test Method for Slump for Hydraulic-Cement Concrete

ASTM C150 Standard Specification for Portland Cement

ASTM C171 Standard Specification for Sheet Materials for Curing Concrete

ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the

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Pressure Method

ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C494 Standard Specification for Chemical Admixtures for Concrete

ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete

ASTM C881 Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C881 Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C1017 Standard Specification for Chemical Admixtures for Use in Producing

Flowing Concrete

ASTM C1059 Standard Specification for Latex Agents for Bonding Fresh To Hardened

Concrete

ASTM C1064 Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement

Concrete

ASTM C1077 Standard Practice for Laboratories Testing Concrete and Concrete

Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous

Types)

ASTM D1752 Standard Specification for Preformed Sponge Rubber Cork and Recycled

PVC Expansion Joint Fillers for Concrete Paving and Structural

Construction

ASTM E329 Standard Specification for Agencies Engaged in Construction Inspection

and/or Testing

ASTM E548 Standard Guide for General Criteria Used for Evaluating Laboratory

Competence

ASTM E1155 Standard Test Method for Determining FF Floor Flatness and FL Floor

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Levelness Numbers

C. “Greenbook” Standard Specifications for Public Works Construction, 2015 Edition

D. American Association of State Highway and Transportation Officials (AASHTO): AASHTO

M182 Burlap Cloth made from Jute or Kenaf

1.03 DEFINITIONS:

A. The words and terms used in these Specifications conform to the definitions given in ACI 116R.

B. Cementitious Materials: Portland cement alone or in combination with one or more of the

following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace

slag, and silica fume; subject to compliance with requirements.

1.04 SUBMITTALS

A. General: Refer to the General Conditions for submittal requirements.

B. Product Data: For each type of product indicated.

C. Qualification Data for testing agency.

D. Material Test Reports: For the following, from a qualified testing agency, indicating compliance

with requirements:

1. Aggregates.

2. Cementitious materials.

3. Admixtures.

4. Form materials and form-release agents.

5. Steel reinforcement and accessories.

6. Curing compounds.

E. Field quality-control test and inspection reports.

1.05 QUALITY ASSURANCE

A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete

products and that complies with ASTM C 94/C 94M requirements for production facilities and

equipment.

B. Testing Agency Qualifications: An independent agency qualified according to ASTM C 1077

and ASTM E 329 for testing indicated, as documented according to ASTM E 548.

C. Source Limitations: Obtain each type or class of cementitious material of the same brand

from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures

through one source from a single manufacturer.

D. ACI Publications: Comply with the following unless modified by requirements in the Contract

Documents:

1. ACI 301, "Specification for Structural Concrete," Sections 1 through 5.

2. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."

E. Concrete Testing Service: Engage a qualified independent testing agency to perform material

evaluation tests and to design concrete mixtures.

1. Before submitting design mixtures, review concrete design mixture and examine

procedures for ensuring quality of concrete materials. Require representatives of each

entity directly concerned with cast-in-place concrete to attend a pre-construction

meeting, including the following:

a. Contractor's superintendent.

b. Independent testing agency responsible for concrete design mixtures.

c. Ready-mix concrete manufacturer.

d. Concrete subcontractor.

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2. Review special inspection and testing and inspecting agency procedures for field

quality control, concrete finishes and finishing, curing procedures, forms and form

removal limitations, anchor rod and anchorage device installation tolerances, steel

reinforcement installation, and concrete protection.

1.06 DELIVERY, STORAGE, AND HANDLING

A. Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and

damage.

1.07 ENVIRONMENTAL REQUIREMENTS

A. Delivering and placing of concrete in hot weather and cold weather shall conform to the

applicable requirements of ACI 305R and ACI 306R, respectively.

PART 2 - PRODUCTS

2.01 FORM-FACING MATERIALS

A. Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true, and

smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints.

1. Plywood, metal or other approved panel materials.

2. Exterior-grade plywood panels, suitable for concrete forms, complying with DOC

PS 1, and as follows:

a. High-density overlay, Class 1 or better.

b. B-B (Concrete Form), Class 1 or better; mill oiled and edge sealed.

B. Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material.

Provide lumber dressed on at least two edges and one side for tight fit.

C. Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist plastic

concrete loads without detrimental deformation.

D. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain,

or adversely affect concrete surfaces and will not impair subsequent treatments of concrete

surfaces.

1. Formulate form-release agent with rust inhibitor for steel form-facing materials.

E. Form Ties: Factory-fabricated, r emovab le or snap-off metal or glass-fiber-reinforced

p l a s t i c form ties designed to resist lateral pressure of fresh concrete on forms and to prevent

spalling of concrete on removal.

1. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of

exposed concrete surface.

2.02 STEEL REINFORCEMENT

A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed.

2.03 REINFORCEMENT ACCESSORIES

A. Joint Dowel Bars: ASTM A 615/A 615M, Grade 60, plain-steel bars, cut bars true to length with

ends square and free of burrs.

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B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening

reinforcing bars and welded wire reinforcement in place. Manufacture bar supports from steel

wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice," of greater

compressive strength than concrete and as follows:

1. For concrete surfaces exposed to view where legs of wire bar supports contact forms,

use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainless-steel bar

supports.

2.04 CONCRETE MATERIALS

A. Cementitious Material: ASTM C150, Type II, low alkali, of the same type, brand, and source,

throughout Project:

B. Normal-Weight Aggregates: ASTM C 33, uniformly graded. Provide aggregates from a single

source with documented service record data of at least 10 years' satisfactory service in similar

applications and service conditions using similar aggregates and cementitious materials.

1. Coarse-Aggregate: Uniformly graded from No. 4 to ¾-inch maximum size.

2. Fine Aggregate: Uniformly graded from ¼-inch to fines, washed clean.

C. Water: ASTM C 94/C 94M, clean and potable, free of impurities detrimental to concrete.

2.05 ADMIXTURES

A. Contractor may include accepted concrete admixtures in the mix to improve the water-cement ratio

or workability of the concrete, providing the strengths specified and other desirable characteristics

of the concrete can be achieved and maintained. Admixtures require the Engineer’s acceptance

before they may be used, and shall be included in the design mix, introduced in solution form.

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Comply with ACI 212.1R, ACI 212.2R, and ACI 212.3R as applicable.

1. Air-Entraining Admixture: ASTM C 260.

2. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible

with other admixtures and that will not contribute water-soluble chloride ions

exceeding those permitted in hardened concrete. Do not use calcium chloride or

admixtures containing calcium chloride.

a. Water-Reducing Admixture: ASTM C 494.

b. Plasticizing Admixture: ASTM C 1017.

3. Pozzolanic Admixtures: ASTM C618

4. Fly Ash: ASTM C 618, Class F, with weight loss on ignition limited to 3 percent.

2.06 CURING MATERIALS

A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing

approximately 9 oz. /sq. yd. when dry.

B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

C. Water: Potable.

2.07 RELATED MATERIALS

A. Expansion- and I s o l a t i o n -Joint-Filler Strips: ASTM D 1751, a s p h a l t -saturated

cellulosic fiber or ASTM D 1752, cork or self-expanding cork.

B. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene

butadiene.

2.08 CONCRETE MIXTURES, GENERAL

A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of

laboratory trial mixture or field test data, or both, according to ACI 301.

1. Use a qualified independent testing agency for preparing and reporting proposed

mixture designs based on laboratory trial mixtures.

B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than

Portland cement in concrete as follows:

1. Fly Ash: 25 percent.

2. Combined Fly Ash and Pozzolan: 25 percent.

C. Limit water-soluble, chloride-ion content in hardened concrete to 1.00 percent by weight of

cement.

D. Admixtures: Use water-reducing or plasticizing admixture in concrete, as required, for placement

and workability. Use admixtures according to manufacturer's written instructions.

2.09 FABRICATING REINFORCEMENT

A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."

2.10 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94, and

furnish batch ticket information.

1. When air temperature is between 85 and 90 deg F, reduce mixing and delivery time

from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C),

reduce mixing and delivery time to 60 minutes.

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B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM

C 94. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For mixer capacity of 1 cu. yd. (0.76 cu. m) or smaller, continue mixing at least 1-1/2

minutes, but not more than 5 minutes after ingredients are in mixer, before any part of

batch is released.

2. For mixer capacity larger than 1 cu. yd. (0.76 cu. m), increase mixing time by 15

seconds for each additional 1 cu. yd. (0.76 cu. m).

3. Provide batch ticket for each batch discharged and used in the Work, indicating

Project identification name and number, date, mixture type, mixture time, quantity,

and amount of water added. Record approximate location of final deposit in structure.

PART 3 - EXECUTION

3.01 FORMWORK

A. Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support vertical,

lateral, static, and dynamic loads, and construction loads that might be applied, until structure can

support such loads.

B. Construct formwork so concrete members and structures are of size, shape, alignment, elevation,

and position indicated, within tolerance limits of ACI 117.

C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as follows:

1. Class A, 1/8 inch for smooth-formed finished surfaces.

2. Class B, 1/4 inch for rough-formed finished surfaces.

D. Construct forms tight enough to prevent loss of concrete mortar.

E. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide

crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms

for inclined surfaces steeper than 1.5 horizontal to 1 vertical.

1. Install keyways, reglets, recesses, and the like, for easy removal.

2. Do not use rust-stained steel form-facing material.

F. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations

and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use

strike-off templates or compacting-type screeds.

G. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is

inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent

loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

H. Chamfer exterior corners and edges of permanently exposed concrete.

I. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads

required in the Work. Determine sizes and locations from trades providing such items.

J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and

other debris just before placing concrete.

K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and

maintain proper alignment.

L. Coat contact surfaces of forms with form-release agent, according to manufacturer’s written

instructions, before placing reinforcement.

3.02 REMOVING AND REUSING FORMS

A. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or

otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new

form-release agent.

B. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints.

Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces

unless approved by Engineer.

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3.03 STEEL REINFORCEMENT

A. General: Comply with CRSI's "Manual of Standard Practice" for placing reinforcement.

B. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that would

reduce bond to concrete.

C. Accurately position, support, and secure reinforcement against displacement. Locate and

support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld

crossing reinforcing bars.

D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

E. Install welded wire reinforcement in longest practicable lengths on bar supports spaced to

minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps

of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

3.04 JOINTS

A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations

indicated or as approved by Engineer.

1. Place joints perpendicular to main reinforcement. Continue reinforcement across

construction joints, unless otherwise indicated. Do not continue reinforcement

through sides of strip placements of floors and slabs.

2. Use a bonding agent at locations where fresh concrete is placed against hardened or

partially hardened concrete surfaces.

C. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning

concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-

fourth of concrete thickness as follows:

1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing

each edge of joint to a radius of 1/8 inch. Repeat grooving of contraction joints after

applying surface finishes. Eliminate groover tool marks on concrete surfaces.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof

abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into concrete when

cutting action will not tear, abrade, or otherwise damage surface and before concrete

develops random contraction cracks.

3.05 CONCRETE PLACEMENT

A. Notify the Owner’s Representative at least 24 hours in advance of placing concrete.

B. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items

is complete and that required inspections have been performed.

C. Do not add water to concrete during delivery, at Project site, or during placement unless approved

by Engineer.

D. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new

concrete will be placed on concrete that has hardened enough to cause seams or planes of

weakness. If a section cannot be placed continuously, provide construction joints as indicated.

Deposit concrete to avoid segregation.

1. Deposit concrete in horizontal layers of depth to not exceed formwork design

pressures and in a manner to avoid inclined construction joints.

2. Consolidate placed concrete with mechanical vibrating equipment according to

ACI 301.

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3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators

vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6

inches into preceding layer. Do not insert vibrators into lower layers of concrete that

have begun to lose plasticity. At each insertion, limit duration of vibration to time

necessary to consolidate concrete and complete embedment of reinforcement and

other embedded items without causing mixture constituents to segregate.

E. Deposit and consolidate concrete for slabs in a continuous operation, within limits of construction

joints, until placement of a panel or section is complete.

1. Consolidate concrete during placement operations so concrete is thoroughly

worked around reinforcement and other embedded items and into corners.

2. Maintain reinforcement in position on chairs during concrete placement.

3. Screed slab surfaces with a straightedge and strike off to correct elevations.

4. Slope surfaces uniformly to drains where required.

5. Begin initial floating using bull floats or darbies to form a uniform and open-textured

surface plane, before excess bleedwater appears on the surface. Do not further disturb

slab surfaces before starting finishing operations.

F. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from

physical damage or reduced strength that could be caused by frost, freezing actions, or low

temperatures.

1. When average high and low temperature is expected to fall below 40 deg F for three

successive days, maintain delivered concrete mixture temperature within the

temperature range required by ACI 301.

2. Do not use frozen materials or materials containing ice or snow. Do not place

concrete on frozen subgrade or on subgrade containing frozen materials.

3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or

chemical accelerators unless otherwise specified and approved in mixture designs.

G. Hot-Weather Placement: Comply with ACI 301 and as follows:

1. Maintain concrete temperature below 90 deg F at time of placement. Chilled mixing

water or chopped ice may be used to control temperature, provided water equivalent of

ice is calculated to total amount of mixing water. Using liquid nitrogen to cool

concrete is Contractor's option.

2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep

subgrade uniformly moist without standing water, soft spots, or dry areas.

3.06 FINISHING FORMED SURFACES

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes

and defects repaired and patched. Remove fins and other projections that exceed specified limits

on formed-surface irregularities.

1. Apply to concrete surfaces not exposed to public view.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an

orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defects.

Remove fins and other projections that exceed specified limits on formed-surface irregularities.

1. Apply to concrete surfaces exposed to public view.

C. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces

adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed

surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed

surfaces, unless otherwise indicated.

3.07 FINISHING SLABS

A. General: Comply with ACI 302.1R recommendations for screeding, restraightening, and finishing

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operations for concrete surfaces. Do not wet concrete surfaces.

B. Float Finish: Consolidate surface with power-driven floats or by hand floating if area is small or

inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots. Repeat

float passes and restraightening until surface is left with a uniform, smooth, granular texture.

C. Trowel Finish: After applying float finish, apply first troweling and consolidate concrete by hand

or power- driven trowel. Continue troweling passes and restraighten until surface is free of trowel

marks and uniform in texture and appearance. Grind smooth any surface defects that would

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telegraph through applied coatings or floor coverings.

1. Apply a trowel finish to surfaces exposed to view.

2. Finish surfaces to the following tolerances, according to ASTM E 1155, for a

randomly trafficked floor surface:

3. Finish and measure surface so gap at any point between concrete surface and an

unleveled, freestanding, 10-foot-long straightedge resting on 2 high spots and placed

anywhere on the surface does not exceed 1/8 inch.

3.08 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot

temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 301 for hot-weather

protection during curing.

B. Formed Surfaces: Cure formed concrete surfaces. If forms remain during curing period, moist

cure after loosening forms. If removing forms before end of curing period, continue curing for the

remainder of the curing period.

C. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure all unformed

surfaces.

D. Cure concrete according to ACI 308.1, by one or a combination of the following methods:

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with

the following materials:

a. Continuous water-fog spray.

b. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surface

and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining

cover for curing concrete, placed in widest practicable width, with sides and ends

lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less

than seven days. Immediately repair any holes or tears during curing period using

cover material and waterproof tape.

a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive

floor coverings.

b. Moisture cures or use moisture retaining covers to cure concrete surfaces to receive

penetrating liquid floor treatments.

c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining

cover or a curing compound that the manufacturer certifies will not interfere with

bonding of floor covering used on Project.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller

according to manufacturer's written instructions. Recoat areas subjected to heavy

rainfall within three hours after initial application. Maintain continuity of coating and

repair damage during curing period.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a

continuous operation by power spray or roller according to manufacturer's written

instructions. Recoat areas subjected to heavy rainfall within three hours after initial

application. Repeat process 24 hours later and apply a second coat. Maintain

continuity of coating and repair damage during curing period.

3.09 CONCRETE SURFACE REPAIRS

A. Defective Concrete: Repair and patch defective areas when approved by Engineer. Remove and

replace concrete that cannot be repaired and patched to Engineer's approval.

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B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part Portland cement to two

and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for handling and

placing.

C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks,

spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains

and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more

than 1/2 inch in any dimension in solid concrete, but not less than 1 inch in depth.

Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and

brush-coat holes and voids with bonding agent. Fill and compact with patching mortar

before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs

secured in place with bonding agent.

2. Repair defects on surfaces exposed to view by blending white Portland cement and

standard Portland cement so that, when dry, patching mortar will match surrounding

color. Patch a test area at inconspicuous locations to verify mixture and color

match before proceeding with patching. Compact mortar in place and strike off

slightly higher than surrounding surface.

3. Repair defects on concealed formed surfaces that affect concrete's durability and

structural performance as determined by Engineer.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and

verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces

sloped to drain for trueness of slope and smoothness; use a sloped template.

1. Repair finished surfaces containing defects. Surface defects include spalls, popouts,

honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that

penetrate to reinforcement or completely through unreinforced sections regardless of

width, and other objectionable conditions.

2. After concrete has cured at least 14 days, correct high areas by grinding.

3. Correct localized low areas during or immediately after completing surface finishing

operations by cutting out low areas and replacing with patching mortar. Finish

repaired areas to blend into adjacent concrete.

4. Correct other low areas scheduled to remain exposed with a repair topping. Cut out

low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent

floor elevations. Prepare, mix, and apply repair topping and primer according to

manufacturer's written instructions to produce a smooth, uniform, plane, and level

surface.

5. Repair defective areas, except random cracks and single holes 1 inch or less in

diameter, by cutting out and replacing with fresh concrete. Remove defective areas

with clean, square cuts and expose steel reinforcement with at least a 3/4-inch

clearance all around. Dampen concrete surfaces in contact with patching concrete and

apply bonding agent. Mix patching concrete of same materials and mixture as original

concrete except without coarse aggregate. Place, compact, and finish to blend with

adjacent finished concrete. Cure in same manner as adjacent concrete.

6. Repair random cracks and single holes 1 inch or less in diameter with patching mortar.

Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and

loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place

patching mortar before bonding agent has dried. Compact patching mortar and finish

to match adjacent concrete. Keep patched area continuously moist for at least 72

hours.

E. Perform structural repairs of concrete, subject to Engineer's approval, using epoxy adhesive

and patching mortar.

F. Repair materials and installation not specified above may be used, subject to Engineer's

approval.

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3.010 FIELD QUALITY CONTROL

A. Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and

inspections and to submit reports.

B. Concrete Tests: Testing of composite samples of fresh concrete obtained according to ASTM C

172 shall be performed according to the following requirements:

1. Testing Frequency: Obtain one composite sample for each day's pour of each

concrete mixture exceeding 5 cu. yd., but less than 25 cu. yd., plus one set for each

additional 50 cu. yd. or fraction thereof.

a. When frequency of testing will provide fewer than five compressive-strength tests

for each concrete mixture, testing shall be conducted from at least five randomly

selected batches or from each batch if fewer than five are used.

2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite

sample, but not less than one test for each day's pour of each concrete mixture.

Perform additional tests when concrete consistency appears to change.

3. Air Content: ASTM C 231, pressure method, for normal-weight concrete; one

test for each composite sample, but not less than one test for each day's pour of each

concrete mixture.

4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg

F and below and when 80 deg F and above, and one test for each composite sample.

5. Compression Test Specimens: ASTM C 31.

a. Cast and laboratory cure two sets of two standard cylinder specimens for each

composite sample.

6. Compressive-Strength Tests: ASTM C 39; test one set of two laboratory-cured

specimens at 7 days and one set of two specimens at 28 days.

a. A compressive-strength test shall be the average compressive strength from a set of

two specimens obtained from same composite sample and tested at age indicated.

7. Strength of each concrete mixture will be satisfactory if every average of any three

consecutive compressive-strength tests equals or exceeds specified compressive

strength and no compressive- strength test value falls below specified compressive

strength by more than 500 psi.

8. Test results shall be reported in writing to Engineer, concrete manufacturer, and

Contractor within 48 hours of testing. Reports of compressive-strength tests shall

contain Project identification name and number, date of concrete placement, name of

concrete testing and inspecting agency, location of concrete batch in Work, design

compressive strength at 28 days, concrete mixture proportions and materials,

compressive breaking strength, and type of break for both 7- and 28-day tests.

9. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive

device may be permitted by Engineer but will not be used as sole basis for approval

or rejection of concrete.

10. Additional Tests: Testing and inspecting agency shall make additional tests of

concrete when test results indicate that slump, air entrainment, compressive

strengths, or other requirements have not been met, as directed by Engineer. Testing

and inspecting agency may conduct tests to determine adequacy of concrete by cored

cylinders complying with ASTM C 42/C 42M or by other methods as directed by

Engineer.

11. Additional testing and inspecting, at Contractor's expense, will be performed

to determine compliance of replaced or additional work with specified requirements.

12. Correct deficiencies in the Work that test reports and inspections indicate dos not

comply with the Contract Documents.

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C. Measure floor and slab flatness and levelness according to ASTM E 1155 within 24 hours of

finishing.

PART 4 – MEASUREMENT AND PAYMENT

4.01 MEASUREMENT:

Cast-In-Place Concrete will be measured by the unit or fraction thereof installed in accordance with

the Contract Documents and as measured by the Owner’s Representative. The quantities as contained on

the Schedule of Bid Items as derived from the plans will be used as the basis for this measurement.

4.02 PAYMENT:

Cast-In-Place Concrete constructed in accordance with the Contract Documents shall be paid as part

of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be full compensation

for furnishing all labor, materials, tools, equipment, supplies, supervision, and incidentals necessary for

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Cast-In- Place Concrete described by the Contract Documents.

END OF SECTION 03 30 00

SECTION 11 90 00

SPECIAL EQUIPMENT- BIOFILTRATION SYSTEM

PART 1 – GENERAL

1.01 SUMMARY

A. This section includes information about installation and maintenance of Storm-water Bio-filtration

system.

1.02 REFERENCES

A. Modular Wetland manuals, website and references.

1.03 PERFORMANCE REQUIREMENTS

A. Installation and maintenance shall be performed in accordance with this section and per the

Manufacturer’s procedures.

1.04 SUBMITTALS

A. General: Refer to General Conditions for submittal requirements.

1.05 DELIVERY, UNLOADING, LIFTING AND HANDLING

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A. Modular Wetland Systems, Inc. shall deliver the unit(s) to the site in coordination with the

Contractor.

B. The Contractor will require spreader bars and chains/cables to safely and securely lift the main

structure, lids and risers (if applicable).

C. Modular Wetlands will supply a set of suitable lifting hooks, knuckles, shackles and eye bolts with

each project at no extra charge.

D. The main structure and lid can be lifted together or separately.

PART 2 – PRODUCTS

2.01 MATERIALS

A. Modular Wetland System Linear 2.0 (MWS-L 2.0) is an advanced dual-stage high flow rate media

and bio-filtration system for the treatment of urban stormwater runoff. Superior pollutant removal

efficiencies are achieved by treating runoff through a pre-treatment chamber containing a

screening device for trash and larger debris, a separation chamber for larger TSS and a series of

media filter cartridges for removal of fine TSS and other particulate pollutants.

Pre-treated runoff is transferred to the bio-filtration chamber which contains an engineered ion

exchange media designed to support an abundant plant and microbe community that captures,

absorbs, transforms and uptakes pollutants through an array of physical, chemical, and biological

mechanisms.

MWS-L 2.0 is a self-contained treatment train that is supplied to the job site completely assembled

and ready for use. Once installed, stormwater runoff drains directly from impervious surfaces

through a built-in curb inlet, drop in, or via pipe from upstream inlets or downspouts.

Treated runoff is discharged from the system through an orifice control riser to assure the proper

amount of flow is treated.

The treated water leaving the system is connected to the storm drain system, infiltration basins, or

to be re-used on site for irrigation or other uses.

The Modular Wetland System Linear represents a pioneering breakthrough in stormwater

technology as the only bio-filtration system to utilize patented horizontal flow, allowing for a

smaller footprint and higher treatment capacity.

While most bio-filters use little or no pre-treatment, the MWS Linear incorporates an advanced

pre-treatment chamber that includes separation and pre-filter cartridges.

In this chamber sediment and hydrocarbons are removed from runoff before it enters the bio-

filtration chamber, in turn reducing maintenance costs and improving performance.

PART 3 – EXECUTION

3.01 INSTALLATION

A. The MWS Linear is simple, easy to install, and has a space efficient design that offers lower

excavation and installation costs compared to traditional tree-box type systems. The structure of

the system resembles pre-cast catch basin or utility vaults and is installed in a similar fashion.

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The system is delivered fully assembled for quick installation. Generally, the structure can be

unloaded and set in place in 15 minutes.

3.02 INSPECTION

A. Inspection of the Modular Wetland unit and all parts contained in or shipped outside of the unit

shall be inspected at time of delivery by the site Engineer/Inspector and the Contractor. Any non-

conformance to approved drawings or damage to any part of the system shall be documented on

the Modular Wetland shipping ticket. Damage to the unit during and after unloading shall be

corrected at the expense of the Contractor. Any necessary repairs to the Modular Wetland unit

shall be made to the acceptance of the Engineer/Inspector.

3.03 SITE PREPARATION

A. The Contractor is responsible for providing adequate and complete site/inlet protection when the

Modular Wetland unit is installed prior to final site stabilization (full landscaping, grass cover,

final paving, and street sweeping completed).

B. The Contractor shall adhere to all jurisdictional and/or OSHA safety rules in providing temporary

shoring of the excavation.

C. The Contractor or Owner is responsible for appropriately barricading the Modular Wetland unit

from traffic (in accordance with local codes).

3.04 INSTALLATION STEPS

A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the

approved drawings. Any modifications to the elevation or location shall be at the direction of and

approved by the Engineer.

B. The unit shall be placed on the compacted sub-grade with a minimum 6-inch gravel base matching

the final grade of the curb line in the area of the unit. The unit is to be placed such that the unit and

top slab match the grade of the curb in the area of the unit. Compact undisturbed sub-grade

materials to 95% of maximum density at +1% to 2% of the optimum moisture. Unsuitable material

below sub-grade shall be replaced to site engineer’s approval. Please see Modular Wetlands

Weights and Lifting Details. Contact Modular Wetlands for guidance where slope exceeds 5%.

C. Once the unit is set, the internal wooden forms and protective silt fabric cover must be left intact (if

Wetland Media pre-installed). The top lid(s) should be sealed onto the box section before

backfilling, using a non-shrink grout, butyl rubber or similar waterproof seal. The boards on the

top of the lid and boards sealed in the unit’s throat must NOT be removed. The Supplier will

remove these sections at the time of activation.

D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications

necessary to meet site conditions and local regulations. The correct outlet will be marked on the

Modular Wetland unit.

E. Backfilling should be performed in a careful manner, bringing the appropriate fill material up in 6-

inch lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint.

In all instances, installation of the Modular Wetland unit shall conform to ASTM specification

C891 “Standard Practice for Installation of Underground Precast Utility Structures” unless

specified otherwise in contract documents.

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F. It is the responsibility of the Contractor to provide curb and gutter and transition to the Modular

Wetland unit for proper stormwater flow into the system through the throat, pipe or grate opening.

A standard drawing of the throat and gutter detail is available in the following section; however the

plans and contract documents supersede all standard drawings. Several variations of the standard

design are available. Effective bypass for the Modular Wetland System is essential for correct

operation (i.e. bypass to an overflow at lower elevation).

3.05 INSTALLATION PROCEDURE

A. A set of lifting hooks, shackles, knuckles and eye bolts are provided by Modular Wetlands with the

first delivery of every project. The contractor must provide all rigging and lifting apparatus, such

as all cables and chains or straps. It is the contractor’s responsibility to provide suitable lifting

equipment to off-load the Modular Wetland unit. Modular Wetland units are designed to be off-

loaded using the contractor’s spreader bar.

B. Apply Butyl Tape Seal

Apply butyl tape seal along the top of the box section. Butyl tape seal is provided with every unit.

Modular Wetland installed protective throat board and installed silt fabric must be left in place to

protect the unit from construction sediment.

C. Unload and Set Box

Unload the Modular Wetland unit and set into the prepared hole with appropriate sub-grade.

Compacted sub-grade with a minimum of six inches of gravel base which must match the final

grade of curb line the area of the unit.

D. Set Top On Box

Set the top slab on the box. The Contractor is responsible for providing adequate and complete

site/inlet protection when the Modular Wetland is installed prior to final site stabilization (full

landscaping, grass cover, final paving, and street sweeping completed).

E. Connect Outfall Pipe

The correct outlet will be marked on the Modular Wetland. Invert of outlet pipe must be even with

the floor of the system

F. Install Curb & Gutter

It is the responsibility of the Contractor to provide curb and gutter and transition to the Modular

Wetland for proper flow into the system through a 5”- 7” throat opening. A standard drawing of

the throat and gutter detail in the following section. Contractor is responsible for grouting in any

visible lifting points.

G. Activation

Activation is performed only by Modular Wetland personnel. Activation can occur once the

project site is fully stabilized (full landscaping, grass cover, final paving and street sweeping

completed) and there is a 5” - 7” throat opening.

3.06 WetlandMedia INSTALLATION

A For Larger models (MWS-L-4-13 and above) the system will be delivered without WetlandMedia

pre-installed to minimize pick weight and prevent contamination of the media during construction.

For these models the WetlandMedia will be delivered in bulk or in super sacks. It will be

responsibility of the contractor to fill the system with the WetlandMedia during the installation

process. Installation of the WetlandMedia can be done after the unit is fully installed to avoid

contamination.

B. Fill WetlandMedia

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Position super sack of WetlandMedia over wetland chamber. Bottom of sack should not be more

than 2’ above top of system. Open sack and fill evenly. One to several hundred cubic yards of

WetlandMedia will be required based upon the model number and size of the system. For large

scale jobs WetlandMedia will be delivered in bulk and will require a bobcat of similar to fill the

system. All equipment is the responsibility of the contractor.

C. Install Plant Propagation Layer

Fill WetlandMedia up to 9” below the top of the wetland chamber. Level out the WetlandMedia as

shown. Ensure that the level does not vary more than one inch or plant growth will be affected.

D. Install Plant Propagation Layer

Utilize plant propagation blocks provided by the manufacturer. Each block is approximately 40”

by 6” by 3” thick. Blocks shall be placed side by side and end to end and cover the entire length

and width of the wetland chamber unless specified.

E. Finish Filling WetlandMedia

After plant propagation blocks are installed repeat step 1 and fill the system to the top of the

wetland chamber as shown. WetlandMedia must be filled within 2” of the top of the unit.

F. Planting

After system is filled with WetlandMedia planting of vegetation can begin. Utilizing 1 gallon

plants dig down until the plant propagation blocks are reached. Remove plant and its root ball from

the container. Set the bottom of the root ball on the tops of the blocks. Fill hole back in with

WetlandMedia. After planting a thorough watering of the plants is necessary. The plant

propagation blocks must be saturated to provide a water source for the plants during the

establishment phase. It is recommended that hand watering is done three times a week for the first

two months. Hand water can be supplemented with drip or spray irrigation after the second week.

Call the manufacturer for more details on plants, planting arrangement and irrigation options.

NOTE: planting is required on all units, including units delivered with Wetland Media pre-

installed

PART 4 – MAINTENANCE

MWS Linear reduce your maintenance costs, man hours, and materials with the. Unlike other bio-filtration

systems that provide no pre-treatment, the MWS Linear is a self-contained treatment train which incorporates

simple and effective pre-treatment.

Maintenance requirements for the bio-filter itself are almost completely eliminated, as the pre-treatment

chamber removes and isolates trash, sediments, and hydrocarbons. What’s left is the simple maintenance

of an easily accessible pre-treatment chamber that can be cleaned by hand or with a standard vacuum

truck. Only periodic replacement of low-cost media in the pre-filter cartridges is required for long term

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operation and there is absolutely no need to replace expensive bio-filtration media.

4.01 MAINTENANCE PARTS:

A. Screening Device

The screening device is located directly under the manhole or grate over the Pre-Treatment

Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by

hand or with a vacuum truck.

B. Separation Chamber

The separation chamber is located directly beneath the screening device. It can be quickly cleaned

using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process.

C. Cartridge Filters

The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the

bio-filtration chamber. The cartridges have removable tops to access the individual media filters.

Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck.

D. Drain Down Filter

The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall

mount and hinges up. Remove filter block and replace with new block.

E. Trim Vegetation

Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as

needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the

manufacturer and or landscape architect. Different types of vegetation require different amounts of

irrigation.

4.02 MAINTENANCE STEPS:

A. Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.

(5 minute average service time).

B. Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.

(10 minute average service time).

C. Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.

(10-15 minute per cartridge average service time).

D. Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months. (5 minute

average service time).

E. Trim Vegetation – average maintenance interval is 6 to 12 months.

4.03 MAINTENANCE PROCEDURE:

A. Screening Device

1. Remove grate or manhole cover to gain access to the screening device in the Pre

Treatment Chamber. Vault type units do not have screening device. Maintenance can

be performed without entry.

2. Remove all pollutants collected by the screening device. Removal can be done

manually or with the use of a vacuum truck. The hose of the vacuum truck will not

damage the screening device.

3. Screening device can easily be removed from the Pre-Treatment Chamber to gain

access to separation chamber and media filters below. Replace grate or manhole cover

when completed.

B. Separation Chamber

1. Perform maintenance procedures of screening device listed above before maintaining

the separation chamber.

2. With a pressure washer spray down pollutants accumulated on walls and cartridge

filters.

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3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace

screening device, grate or manhole cover when completed.

C. Cartridge Filters

1. Perform maintenance procedures on screening device and separation chamber before

maintaining cartridge filters.

2. Enter separation chamber.

3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid.

4. Remove each of 4 to 8 media cages holding the media in place.

5. Spray down the cartridge filter to remove any accumulated pollutants.

6. Vacuum out old media and accumulated pollutants.

7. Reinstall media cages and fill with new media from manufacturer or outside supplier.

Manufacturer will provide specification of media and sources to purchase.

8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole

cover when completed.

D. Drain Down Filter

1. Remove hatch or manhole cover over discharge chamber and enter chamber.

2. Unlock and lift drain down filter housing and remove old media block. Replace with

new media block. Lower drain down filter housing and lock into place.

3. Exit chamber and replace hatch or manhole cover.

4.04 MAINTENANCE NOTES:

A. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a

maintenance/inspection record. The record should include any maintenance activities performed,

amount and description of debris collected, and condition of the system and its various filter

mechanisms.

B The owner should keep maintenance/inspection record(s) for a minimum of five years from the

date of maintenance. These records should be made available to the governing municipality for

inspection upon request at any time.

C. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance

with local and state requirements.

D. Entry into chambers may require confined space training based on state and local regulations.

E. No fertilizer shall be used in the Bio-filtration Chamber.

F. Irrigation should be provided as recommended by manufacturer and/or landscape architect.

Amount of irrigation required is dependent on plant species. Some plants may require irrigation.

PART 5 – MEASUREMENT AND PAYMENT

5.01 MEASUREMENT:

Bio-filtration System will be measured by the unit or fraction thereof installed in accordance with the

Contract Documents and as measured by the Owner’s Representative. The quantities as contained on the

Schedule of Bid Items as derived from the plans will be used as the basis for this measurement.

5.02 PAYMENT:

Bio-filtration System constructed and installed in accordance with the Contract Documents shall be

paid as part of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be

full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, and

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incidentals necessary for Bio-filtration System as described by the Contract Documents.

For start-up and training, refer to Division 1, prepared by AC Transit

END OF SECTION 11 90 00

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SECTION 22 10 00

BASIC PIPING MATERIALS AND METHODS

PVC INDUSTRIAL PIPE & FITTINGS

PART 1 – GENERAL

1.01 SUMMARY

A. This Section includes specifications Polyvinyl Chloride (PVC) Schedule 40 industrial piping and

fittings.

1.02 REFERENCE STANDARDS

A. American Society for Testing and Materials (ASTM):

ASTM D1785 Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules

40, 80, and 120

ASTM D2564 Standard Specification for Solvent Cements for Poly(Vinyl Chloride) (PVC)

Plastic Piping Systems

ASTM D2665 Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Drain, Waste,

and Vent Pipe and Fittings

ASTM D1784 Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and

Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds

ASTM F1668 Standard Guide for Construction Procedures for Buried Plastic Pipe

1.03 SUBMITTALS

A. General: Refer to the General Conditions for submittal requirements.

B. Piping Tests: In accordance the General Conditions submittal requirements, submit the

following:

1. Hydrostatic Testing Records: The Contractor shall maintain a constantly updated log

available at all times. The Contractor shall submit a final log.

1.04 QUALITY ASSURANCE

A. PVC piping and fittings shall be installed by a Contractor with at least three years of experience

performing similar installations.

1.05 DELIVERY, STORAGE, AND HANDLING

A. General: Comply with Division 1 SectionProduct Storage and Handling Requirements.

1. Store piping and fittings in accordance with manufacturer’s recommendations.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Schedule 40 PVC:

1. Piping: ASTM D1785, D2665

2. Fittings: ASTM D1784, cell classification 12454B, Type 1, Grade 1

B. Solvent Cement and Welding Rod (PVC):

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1. All solvent cements used are to conform to ASTM D2564, listed by NSF for potable use

applications.

2.02 DIMENSIONS

A. All sizes of PVC Schedule 40 pipe shall be manufactured in strict accordance to the

requirements of ASTM D1785 for physical dimensions and tolerances. PVC Sch 40 pipe sizes

1-1/4" through 24" diameters shall also meet the requirements of ASTM D2665 Standard

Specification for PVC plastic drain, waste and vent (DWV) pipe and shall be dual marked as

such. Each production run of pipe manufactured in compliance to the standard, shall also meet

or exceed the test requirements for materials, workmanship, burst pressure, flattening, and

extrusion quality defined in ASTM D1785 and ASTM D2665 as applicable. All belled-end

pipe shall have tapered sockets to create an interference-type fit, which meet or exceed the

dimensional requirements and the minimum socket length for pressure-type sockets as defined

in ASTM D2672. All PVC Schedule 40 pipe must also meet the requirements of NSF Standard

14 and CSA Standard B137.3 rigid PVC pipe for pressure applications, and shall bear the mark

of these Listing agencies. This pipe shall have a flame spread rating of 0-25 when tested for

surface burning characteristics in accordance with CAN/ULC-S102-2-M88 or equivalent.

B.

Schedule 40 PVC Pipe Dimensions

PIPE

SIZE O.D.

AVE. MIN NOM. MAX.

I.D. WALL WEIGHT W.P.

(Wt./ft.) PSI

3/8" 0.675 0.473 0.091 0.115 620

1/2" 0.84 0.602 0.109 0.17 590

3/4" 1.05 0.804 0.113 0.226 480

1" 1.315 1.029 0.133 0.333 450

*1-1/4" 1.66 1.36 0.14 0.45 370

*1-1/2" 1.9 1.59 0.145 0.537 330

*2" 2.375 2.047 0.154 0.72 280

2-1/2" 2.875 2.445 0.203 1.136 300

*3" 3.5 3.042 0.216 1.488 260

3-1/2" 4 3.521 0.226 1.789 240

*4" 4.5 3.998 0.237 2.118 220

5" 5.563 5.016 0.258 2.874 190

*6" 6.625 6.031 0.28 3.733 180

*8" 8.625 7.942 0.322 5.619 160

*10" 10.75 9.976 0.365 7.966 140

*12" 12.75 11.889 0.406 10.534 130

2.03 MARKING

A. Product marking shall meet the requirements of ASTM D1785 and ASTM D2665 as applicable

and shall include: the manufacturer’s name (or the manufacturer’s trademark when privately

labeled); the nominal pipe size; the material designation code; the pipe schedule and pressure

rating in psi for water @ 73°F; the ASTM designation D1785; the ASTM designation D2665

(when dual marked); the independent laboratory’s seal of approval for potable water usage; and

the date and time of manufacture.

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PART 3 – EXECUTION

3.01 PREPARATION

A. Remove scale, slag, dirt, and debris for both inside and outside of piping and fittings before

assembly.

3.02 INSTALLATION

A. Installation shall comply with the latest installation instructions published by the manufacturer

which will achieve permanently-leak-proof piping systems, capable of performing each

indicated service without piping failure, and shall conform to all applicable plumbing, fire, and

building code requirements. Buried pipe shall be installed in accordance with ASTM F1668.

Solvent cement joints shall be made in a two-step process with primer manufactured for

thermoplastic piping systems and solvent cement conforming to ASTM D2564. The system

shall be protected from chemical agents, fire-stopping materials, thread sealant, plasticized-

vinyl products or other aggressive chemical agents not compatible with PVC compounds. The

system shall be hydrostatically tested after installation.

B. Piping Locations and Arrangements: Drawings (plans, schematics, and diagrams) indicate the

general location arrangement and restrictions of the piping systems. Location and arrangement

of piping layout shall take into consideration pipe sizing, friction loss, expansion, pump sizing,

and other design considerations. So far as practical, install piping as indicated.

C. Pipe shall be adequately supported by pipe hanger and supports. Install piping free of sags or

bends. Provide supports per Code.

D. Locate groups of pipes parallel to each other, spaced to permit servicing of valves, and thermal

expansion of piping systems.

E. Electrical Equipment Spaces: Do not run piping through transformer vaults and other electrical

rooms or electronic equipment spaces and enclosures. In no instance shall piping be routed

above electrical equipment.

3.03 FITTINGS AND SPECIALTIES

A. Use fittings for all changes in direction and all branch connections.

B. Pipe Elbows: Provide pipe elbows where depicted on the Contract Drawings. Use long radius

elbows except where specifically designated on the Contract Drawings.

C. Remake leaking joints using new materials.

3.04 HYDROSTATIC TESTING

A. It is the responsibility of the Contractor to keep accurate, updated records of all hydrostatic

testing. The Contractor shall submit a final log of all hydrostatic testing for the Owner's

records.

B. The Contractor shall maintain a constantly updated list of the following for all hydrostatic tests:

1. Date and time of test.

2. Hydrostatic test pressure.

3. Piping system tested.

4. Extent of piping system tested so that it can be clearly identified up to what point a

piping system has been tested.

5. Test results. All failures shall be indicated with the cause explicitly stated.

6. Signed witnesses of each test which shall be one employee of the Sub-Contractor and

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by Contractor.

PART 5 – MEASUREMENT AND PAYMENT

5.01 MEASUREMENT:

Piping systems will be measured by the unit or fraction thereof installed in accordance with the

Contract Documents and as measured by the Owner’s Representative. The quantities as contained

on the Schedule of Bid Items as derived from the plans will be used as the basis for this

measurement.

5.02 PAYMENT:

Piping systems constructed and installed in accordance with the Contract Documents shall be paid

as part of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be full

compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, and

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incidentals necessary for piping systems as described by the Contract Documents.

END OF SECTION 22 10 00

SECTION 26 00 00

ELECTRICAL - STORMWATER TREATMENT SYSTEM

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PART 1 – GENERAL

1.01 SUMMARY

A. This section includes information about installation and maintenance of the electrical part of the

Storm-water treatment system.

1.06 REFERENCES

A. Unimount-125 Motor Electrical Specifications

B. Unimount-125 Motor Mechanical Specifications

C. Mag-Gard FAL3600712M Motor Circuit Protector Specs

D. Level Sensor Unifloat 7014 Description Document

E. Level Sensor Unifloat 7014 Installation Manual

F. Series 53 Intrinsically Safe Relay, 53-1211 Specs

1.07 APPLICABLE STANDARDS, CODES AND REGULATIONS

A. Unless noted otherwise and where applicable, the construction and testing of the systems shall be

performed in accordance with the latest edition of the standards and codes. Latest revisions of the

publications listed below form a part of this specification to the extent referenced. The publications

are referred to in the text by basic designation only.

1. National Electrical Code (NFPA 70)

2. Federal Occupational Safety and Health Act (OSHA)

3. Applicable state, county and city government

1.08 PERFORMANCE REQUIREMENTS

A. Installation and maintenance shall be performed in accordance with this section and per

the Manufacturer’s procedures.

1.09 SUBMITTALS

A. General: Refer to General Conditions for submittal requirements.

PART 2 – PRODUCTS

2.01 MATERIALS

A. Unimount-125 Motors (New)

U.S. MOTORS® brand UNIMOUNT® 125 Close-Coupled Pump motors are totally enclosed

and cooled with a 1.25 service factor and meet standard NEMA requirements rated for 40°C

ambient conditions including class F insulation (with class B temperature rise), NEMA Design

B and usable up to 3,300 feet above sea level. The UNIMOUNT Close-Coupled Pump motor

has an aluminum alloy extruded frame that improves heat dissipation for cool operation and

long life (180 frame and larger). Die cast aluminum brackets have steel or cast iron bearing

cavity inserts to ensure reliable performance under severe load applications. The 56 and 140

frames are rolled steel. All of the Close-Coupled Pump motors are made with oversized locked

ball bearing construction to minimize endplay, and diagonally split conduit boxes which are

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NEMA standard.

B. Mag-Gard® Motor Circuit Protector (Existing)

Instantaneous trip magnetic only circuit breakers have a single adjustment which simultaneously

sets the magnetic trip level of each individual pole. Mag-Gard circuit breakers comply with NEC®

requirements for providing motor circuit protection when installed as part of a UL Listed

combination controller having motor overload protection. Interrupting ratings are established for

these UL Recognized Components only when they are used in combination with motor starters

with properly sized overload relays and contactors.

C. Unifloat Level Sensor 7014 (Existing)

The B/W Unifloat level sensing system was developed especially to permit simple, low-cost

installation and ease of adjustment in service for a broad range of applications requiring accurate

multiple function/multiple level control of any type of liquid. The unique design of the patented

Unifloat features a Latching Reed Switch that eliminates the need for multiple floats to indicate

various switch points. The B/W Unifloat Assembly is available in two styles: one lead with

grounded contact or two leads with isolated contact. Both offer a latching reed switch for greater

flexibility and can be used with all the B/W control relays and control panels. The isolated contact

design can directly interface to programmable controllers.

D. B/W Series 53 Controls Relays (Existing)

B/W Series 53 Controls Relays were developed especially to provide an intrinsically safe and

economical means of detecting and controlling a wide range of processing variables in areas

containing explosive atmospheric mixtures. Tested and approved by FM and CSA for use in

applications involving Class I, II, and III locations, these compact solid-state relays are designed to

provide an external probe or pilot control circuit that is inherently incapable of releasing sufficient

electrical energy to ignite even the most flammable gases or vapors classified in Groups A, B, C,

and D, and combustible dusts or fibers classified in Groups E, F, and G.

PART 3 – EXECUTION

3.01 INSTALLATION

The new Unimount-125 motors should be installed as per the installation notes provided in their owner’s

manual.

3.02 INSPECTION

Inspection of the new Unimount-125 motors and all parts contained in or shipped outside of the unit shall

be inspected at time of delivery by the site Engineer/Inspector and the Contractor. Any non-conformance

to approved drawings or damage to any part of the system shall be documented on the motors’ shipping

ticket. Damage to the motors during and after unloading shall be corrected at the expense of the

Contractor. Any necessary repairs to the motors shall be made to the acceptance of the

Engineer/Inspector.

3.03 SITE PREPARATION

A. The Contractor is responsible for providing adequate and complete site/inlet protection when the

motors are installed prior to final site consolidation.

B. The Contractor shall adhere to all jurisdictional and/or OSHA safety rules.

C. The Contractor or Owner is responsible for appropriately isolating the all the electrical equipment

from energization by turning main circuit-breaker OFF and other circuit-breakers as well as needed

(in accordance with local codes).

3.04 COORDINATION

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A. The drawings indicate the extent and the general location and arrangement of equipment, conduit,

and wiring. The CONTRACTOR shall become familiar with all details of the work and verify all

dimensions in the field so that the outlets and equipment shall be properly located and readily

accessible.

B. Conduit, wiring and other materials shall be located to avoid interference with mechanical or

structural features. If any conflicts occur necessitating departures from the drawings, details of and

reasons for departures shall be submitted and got approved from competent authority prior to

implementing or undertaking any change.

C. The CONTRACTOR shall coordinate electrical and mechanical work with the civil work.

3.05 AS-BUILT DRAWINGS

A. Following the project completion or turnover, within 30 days the CONTRACTOR shall furnish

two sets of as-built drawings to AC Transit, Emeryville. The as-built drawings shall be a record of

the electrical construction as installed.

B. The drawings shall include all the information shown on the contract drawings, deviations,

modifications, and changes from the contract drawings, howsoever minor.

C. The as-built drawings shall be kept at the job site and updated daily. The as-built drawings shall be

a full-sized set of prints marked to reflect all deviations, changes, and modifications.

D. The as-built drawings shall be complete and show the location, size, dimensions, part

identification, and other information. Additional sheets may be added.

E. The as-built drawings shall be jointly inspected for accuracy and completeness by the

CONTRACTOR's quality control representative. Upon completion of the work, the

CONTRACTOR shall submit three full sized sets of the marked prints to AC Transit, Emeryville

for approval.

F. If upon review, the as-built drawings are found to contain errors and/or omissions, they will be

returned to the CONTRACTOR for correction. The CONTRACTOR shall correct and return the

as-built drawings to the AC Transit, Emeryville for approval within ten calendar days from the

time the drawings are returned for correction.

3.06 INSTALLATION STEPS

A. Turn main circuit-breakers and other involved circuit-breakers OFF and observe all jurisdictional

and/or OSHA safety rules including lockout-tagout (LOTO) procedure.

B. Disconnect wiring from the connection terminals of old Unimount-125 motors and remove the

motors.

C. Install the new Unimouunt-125 motors as per the installation notes of their owner’s manual.

D. Reconnect the wiring back on the new motors as per the provided schematics.

PART 4 – MAINTENANCE

The manufacturer provided maintenance instructions shall be followed for the maintenance of Unifloat level

sensors and the Unimount-125 motors.

END OF SECTION 26 00 00

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SECTION 31 00 00

AGGREGATE BASE

PART 1 - GENERAL

1.01 SUMMARY

A. This Section includes specifications for furnishing, spreading, compacting, and re-compacting

aggregate base for pavement as indicated.

B. Aggregate base is designated as Class 2.

1.02 REFERENCE STANDARDS

A. American Society for Testing and Materials (ASTM):

ASTM D2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear

Methods (Shallow Depth)

ASTM D3017 Test Method for Moisture Content of Soil and Soil-Aggregate in Place by

Nuclear Methods (Shallow Depth)

B. State of California, Department of Transportation (CalTrans), Standard Specifications:

Section 17 Watering

Section 26 Aggregate Bases

C. State of California, Department of Transportation (CalTrans), Standard Test Methods:

Calif. Test 201 Method of Soil and Aggregate Sample Preparation

Calif. Test 202 Method of Tests for Sieve Analysis of Fine and Coarse Aggregates

Calif. Test 205 Method of Determining Percentage of Crushed Particles

Calif. Test 216 Method of Test for Relative Compaction of Untreated and Treated Soils

and Aggregates

Calif. Test 217 Method of Method of Test for Sand Equivalent

Calif. Test 229 Method of Test for Durability Index

Calif. Test 301 Method of Test for Resistance "R" Value of Treated and Untreated Bases,

Subbases and Basement Soils by the Stabilometer

D. “Greenbook” Standard Specifications for Public Works Construction, 2015 Edition

1.03 SUBMITTALS

A. Refer to the General Conditions for submittal requirements.

B. Submit independent laboratory test results that verify material properties of aggregate base to be

used.

C. Test Reports: Submit certified test reports of all tests specified to be performed by the Contractor.

Test reports shall be sealed and signed by a California registered civil engineer.

PART 2 - PRODUCTS

2.01 AGGREGATE BASE MATERIAL: Aggregate for the aggregate base at the time it is

deposited on the prepared subgrade or subbase shall conform to the following requirements:

A. Class 2 Aggregate Base:

Class 2 aggregate base shall consist of gravel, crushed rock, or a blended mixture, free of

vegetable matter and other deleterious substances. Class 2 aggregate base shall conform to the

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following grading, determined in accordance with California Test Method No. 202:

Sieve Sizes Percentage Passing

Sieves

2-inch 100

1-1/2 inch 90-100

1 inch 5-40

3/4 inch 0-15

No. 4 -

No. 30 -

No. 200 0-2

2.02 SOURCE QUALITY CONTROL: The Contractor shall perform sampling and tests of the

aggregate base material in accordance with the California Test methods herein specified,

to determine compliance with specified requirements. Samples shall be taken from material

as delivered to the site, and shall be prepared in accordance with California Test Method No.

201.

PART 3 - EXECUTION

3.01 EXAMINATION

A. The subgrade or subbase to receive aggregate base course, immediately prior to spreading, shall

conform to the compaction and elevation tolerances indicated for the material involved and shall

be free of standing water and loose or extraneous material.

3.02 INSTALLATION STANDARDS

A. Aggregate base course shall be applied over the prepared subgrade or subbase and compacted to

95 percent relative compaction.

B. Aggregate base course shall be minimum uniform thickness after compaction of dimensions

indicated. Where not indicated otherwise, compacted thickness shall be at least 12 inches.

C. All compaction expressed in percentages in this Section refers to the maximum dry density as

determined by California Test Method No. 216.

3.03 SPREADING OF MATERIAL

A. Aggregate for base course shall be delivered as uniform mixture of fine and coarse aggregate

and shall be spread in layers without segregation.

B. Aggregate base course material shall be free of pockets of large and fine material. Segregated

materials shall be remixed until uniform.

C. Aggregate base material shall be moisture-conditioned to near optimum moisture content in

accordance with the applicable requirements of Section 17 of the CalTrans Standard

Specifications.

D. Aggregate base course 6 inches and less in thickness may be spread and compacted in one layer.

For thickness greater than 6 inches, the base course aggregate shall be spread and compacted in

two or more layers of uniform thickness not greater than 6 inches each.

3.04 COMPACTING

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A. Relative compaction of each layer of compacted aggregate base material shall not be less than 95

percent as determined by California Test Method No. 216.

B. Thickness of finished base course shall not vary more than 3/4 inch from the indicated thickness at

any point. Base that does not conform to this requirement shall be reshaped or reworked, watered,

and re-compacted to achieve compliance with specified requirements.

C. The surface of the finished aggregate base course at any point shall not vary more than 3/4 inch

above or below the indicated grade.

3.05 FIELD QUALITY CONTROL: The Contractor shall perform tests in accordance with

ASTM D2922 to determine compliance with specified requirements for density and

compaction of aggregate base, and with ASTM D3017 to determine moisture content of the

installed base course.

PART 4 - MEASUREMENT AND PAYMENT

4.01 MEASUREMENT:

Aggregate Base will be measured by the unit or fraction thereof furnished and placed in accordance with

the Contract Documents and as measured by the Owner’s Representative. The quantities as contained on

the Schedule of Bid Items as derived from the plans will be used as the basis for this measurement.

4.02 PAYMENT:

Aggregate Base furnished and placed in accordance with the Contract Documents shall be paid as

part of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be full

compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, and incidentals

necessary for Aggregate Base described by the Contract Documents.

END OF SECTION 31 00 00

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SECTION 31 10 00

SITE PREPARATION

PART 1 - GENERAL

1.01 SUMMARY

A. This Section includes specifications for the following work:

1. Protection from injury or defacement of objects indicated to be preserved.

1.02 SUBMITTALS

A. General: Refer to General Conditions for submittal requirements and procedures.

B. Permits: Submit copies of hauling, and debris disposal permits and notices for record

purposes.

1.03 SITE CONDITIONS

A. Protection of Persons and Property: Comply with requirements specified in Section 02 41 13

(Selective Site Demolition).

B. Noise and Dust Abatement: Comply with requirements specified in Section 02 41 13

(Selective Site Demolition):

C. Clear and restore areas used for the Contractor's convenience. Restore such areas to their

original condition.

D. Protect survey markers and monuments, existing improvements, and adjacent structures from

removal and damage.

PART 2 - PRODUCTS

2.01 MATERIALS AND EQUIPMENT: The Contractor shall furnish all materials, tools,

equipment, facilities, and services as required for performing site clearing and preparation

work.

PART 3 - EXECUTION

3.01 DISPOSAL OF REMOVED MATERIALS AND DEBRIS: Comply with the

requirements specified in Section 02 41 13 (Selective Site Demolition).

3.02 SALAVAGE: Comply with the requirements specified in Section 02 41 13 (Selective Site

Demolition).

PART 4 - MEASUREMENT AND PAYMENT

4.01 MEASUREMENT:

Site Preparation will not be measured separately for payment.

4.02 PAYMENT:

Any required Site Preparation shall be considered incidental to payment for Section 02 41 13,

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Selective Site Demolition.

END OF SECTION 31 10 00

SECTION 33 44 16

TRENCH DRAIN FRAMES AND GRATES

PART 1 – GENERAL

1.01 SUMMARY

A. The work shall consist of furnishing and installing grated trench drain, including the retrofit and

the extension of a section of trench drain systems.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO)

1. M306 Standard Specifications for Drainage, Sewer, Utility and Related Castings

B. American Society for Testing and Materials (ASTM)

1. Frame - ASTM A48 Class 35B, Cast Gray Iron Castings

2. Grate – ASTM A536, 55 + ksi Yield, Cast Ductile Iron

C. “Greenbook” Standard Specifications for Public Works Construction, 2015 Edition

1.03 PERFORMANCE REQUIREMENTS

A. Retrofit and installation shall be performed in accordance with this section and per

the Manufacturer’s suggested forming procedures.

1.04 SUBMITTALS

A. General: Refer to General Conditions for submittal requirements.

PART 2 – PRODUCTS

2.01 MATERIALS

A. Cast Iron Frames and Grates. Furnish and install as indicated on the drawings and as

supplied by Neenah Foundry Company, P. O. Box 729, Neenah, WI 54957. Provide Neenah R-

4994-FAB Airport Duty Trench Assembly with Type “A” Grated Cover (20 inches wide)

and Type “S” Frame. Standard frame and cover sections are bolted and manufactured in 24

inch lengths.

PART 3 – EXECUTION

3.01 EXAMINATION

A. Verify field conditions are acceptable and ready to receive work.

3.02 INSTALLATION

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A. Trench drain shall be installed where shown on the plans. Support brackets, leveling

devices, rebar tie-backs, trenching, and bedding concrete shall in accordance with the

manufacturer's recommendations

B. Ensure Airport Duty trench frames are accurately fitted, to the appropriate grade, free from

distortion or defects.

C. Ensure that frames and covers are set to the elevations that will provide positive drainage.

D. Ensure that extended (new) frames and covers are set to elevations similar to the

adjacent finished grade, providing positive drainage.

E. Ensure that the retrofit and new frames are appropriately secured to the adjacent concrete.

F. Field cutting or burning not permitted and any parts not fitting or misaligning shall be rejected.

3.03 ERECTION TOLERANCES

A. Maximum variation from level: 1/16 inch per ten feet.

B. Maximum offset from true alignment: 1/8 inch.

PART 4 – MEASUREMENT AND PAYMENT

4.01 MEASUREMENT:

Trench Drain Frames and Grates will be measured by the unit or fraction thereof installed in

accordance with the Contract Documents and as measured by the Owner’s Representative. The

quantities as contained on the Schedule of Bid Items as derived from the plans will be used as the

basis for this measurement.

4.02 PAYMENT:

Trench Drain Frames and Grates constructed in accordance with the Contract Documents shall be

paid as part of the Lump Sum Price as listed on the Schedule of Bid Items. This price shall be full

compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, and incidentals

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necessary for Trench Drain Frames and Grates as described by the Contract Documents.

END OF SECTION 33 44 16