7-03 Technical Specifications - Friars Creek Regional Detention Pond.pdf

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DIVISION 100

General Provisions Provisions

ITEM SUBJECT

101 Definitions and Abbreviations

CITY OF TEMPLE DESIGN AND DEVELOPMENT STANDARDS MANUAL October 2003

ITEM 101. DEFINITIONS AND ABBREVIATIONS

101.1 DEFINITIONS

The following words and expressions, or pronouns used in their place, shall wherever they appear in this Contract be construed as follows, unless a different meaning is clear from the context:

Approved, Directed, Required, and Words of Like Import: Whenever they apply to the work or its performance, the words “directed,” “required,” “permitted,” “ordered,” “designated,” “established,” “prescribed” and words of like import used in the contract, specifications or upon the drawings shall imply the direction, requirement, permission, order, designation or prescription of the CITY; and “approved,” “acceptable,” “satisfactory” and words of like import shall mean approved by, acceptable to or satisfactory to the CITY.

Addendum, Bulletin or Letter of Clarification: Any additional contract provisions, or change, revisions or clarification of the contract documents issued in writing by the CITY, to prospective bidders prior to the receipt of bids.

Backfill: embedment and final backfill Base: a layer of specified material of plan thickness placed immediately below the pavement course surfacing.

Bedding: material upon which a pipe rests.

Bulletin: see Addendum.

Change Order: A written order to the CONTRACTOR authorizing and directing an addition, deletion or revision in the work within the general scope of the contract documents, or authorizing an adjustment in the contract price or the contract time.

CITY: City of Temple, Texas or its representatives.

Contract or Contract Documents : Contract documents are all of the written, printed, typed and drawn instruments that comprise and govern the performance fo the contract as defined herein. The contract and contract documents include the advertisement, instructions to bidders, proposal, addendum, specifications, including the general, special and technical conditions, provisions, plans or working drawings - and any supplemental changes or agreements pertaining to the work or materials therefore; and bonds and any additional documents incorporated by reference in the above.

Contract Price: The total monies payable to the CONTRACTOR under the terms and conditions of the contract documents. When used in such context, it may also mean the unit price of an item of work under the contract terms.

Contract Work: Everything expressly or impliedly required to be furnished and done by the CONTRACTOR by any one or more parts of the contract documents, except "extra work" as hereinafter defined; is being understood that, in case of any inconsistency between any part or parts of this Contract, the CITY shall determine which shall prevail.

CONTRACTOR: The person, persons, partnership, firm, corporation, association or organization, or any combination thereof, as an independent contractor entering into the contract for the execution of the work, acting directly or through a duly authorized representative.

Other CONTRACTORS: Any contractor, other than the CONTRACTOR or its subcontractors, who has a direct contact with the CITY for work on or adjacent to the site of the work.

Day or Days: Any successive days of the week or month, no days being excepted. It shall be taken to mean the same as a normal calendar day.

Drawings or Contract Drawings: :: Only those drawings specifically entitled as such and as specified in the contract or in any bulletin, or any detailed drawing furnished by the CITY, pertaining or supplemental thereto.

Embedment: bedding and initial backfill.

Engineer: The Engineer or its duly authorized representative means the Engineer of the CITY.

Equivalent: Material, articles or methods which are of equal or higher quality than those specified or shown on the drawings and as determined by the engineer in his or her sole discretion.

Extra Work: Work other than that which is expressly or impliedly required by the Contract documents at the time of the execution of the Contract.

Final backfill: material required to fill the trench from the top of the initial backfill to ground elevation or subgrade of a street.

Initial backfill: material that covers the wastewater collection system and water lines, storm sewer, box culvert and the like.

Inspector: Any representative of the CITY designated to inspect the work.

101.1

Letter of Clarification: See Addendum.

Maintenance Bond: A bond executed by a corporate surety in accordance with Article 7.19-1, Vernon’s Texas Insurance Code, in the amount of the contract guaranteeing the prompt, full and faithful performance of the general guaranty and warranty contained in the Contract Documents.

Major Item: A major item is any line item of the work to be performed which amounts to 5 percent or more of the total contract amount.

Vendor or Supplier: Any subcontractor contracting with the CONTRACTOR, or any of its subcontractors, to fabricate or deliver or who actually fabricates or delivers, materials, supplies or equipment to be consumed or incorporated into the work.

Notice: Written notice effective the date of the postmark thereon, or if hand delivered, effective the date of hand delivery, or if electronically delivered.

Payment Bond: A bond executed by a corporate surety in accordance with Article 7.19-1, Texas Insurance Code and Chapter 2253, Texas Government Code, in the amount of the contract, solely for the protection and use of payment bond beneficiaries who have a direct contractual relationship with the general CONTRACTOR or a subcontractor to supply public work labor or material.

Performance Bond: A bond executed by a corporate surety in accordance with Article 7.19-1, Texas Insurance Code and Chapter 2253, Texas Government Code, in the amount of the contract, solely for the protection of the CITY, conditioned on the faithful performance of the work in accordance with the plans, specifications, and contract documents.

Plan or Plans: The plans are the drawings or reproductions there from made by or approved by the CITY showing in detail the location, dimension and position of the various elements of the project, including such profiles, typical cross-sections, layout diagrams, working drawings, preliminary drawings and such supplemental drawings as the CITY may issue to clarify other drawings or for the purpose of showing changes in the work hereinafter authorized by the CITY. The plans are usually bound separately from the other parts of the Contract Documents, but they are part of the Contract Documents just as though they were bound therein.

Proposal: The written and signed offer of the bidder, when submitted on approved proposal forms, to perform the contemplated work and furnish the necessary material and labor in accordance with the provisions of the plans and specifications, special and general provisions, and all contract documents.

Site: The area upon or in which the CONTRACTOR’S operations are carried on, and such other areas adjacent thereto as may be designated as such by the CITY.

Special Provisions or Conditions: The special clauses of the contract, setting forth conditions or requirements peculiar to the specific project involved, supplementing the standard or general specifications and taking precedence over any conditions or requirements of the standard or general specifications with which they are in conflict.

Specifications or Contract Specifications: All of the general, special and technical conditions or provisions, and all addendum or supplements thereto.

Subbase: a layer of specified material of plan thickness between a base and a subgrade.

Subcontractors: Any persons, firm or corporation, other than employees of the CONTRACTOR, who or which contracts with the CONTRACTOR to furnish, or who actually furnishes, labor and/or materials and equipment at or about the site.

Subgrade: that portion of the roadbed upon which the subbase, base or the pavement is to be placed. 18-24

in. beyond the back of the curb for streets, which are to be paved with concrete.

Sureties: The corporate bodies which are bound by such bonds as are required with and for the CONTRACTOR. The sureties engaged to be responsible for the entire and satisfactory fulfillment of the Contract, and for any and all requirements as set out in the specifications, Contract or plans. In order for a surety to be acceptable, the surety shall conform to the requirements of Article 7.19-1, Texas Insurance Code.

Work: All work including the furnishing of all labor, materials, tools, equipment, required submittals and incidentals to be performed by the CONTRACTOR under the terms of the contract.

Working Time, Completion Time or Contract Time: The time set forth in the contract for the performance and completion of the work contracted for. The time may be expressed as calendar days, working days or a specific date.

Working Day: A working day is defined as a calendar day not including Saturdays, Sundays or those legal holidays as specified in the list prepared by the CITY for contract purposes, in which weather or other conditions not under the control of the CONTRACTOR shall permit the performance of the principal units of work underway for a

101.2 continuous period of not less than seven hours between 7am and 6pm. A principal unit of work shall be that unit which controls the completion time of the contract.

101.2 ABBREVIATIONS AND ACRONYMS

Wherever the abbreviations defined herein occur on the plans, in the specifications, contract, bonds, advertisement, proposal or in any other document or instrument herein contemplated or to which the specifications apply or may apply, the intent and meaning shall be as follows:

AASHTO

ABA

ACI

am, a.m.

ANSI

Asph.

Assn.

ASME

ASTM

APWA

AWPA

AWS

AWWA

Bc Bd C cc

CFR

cfs

CI

CL

cm

CO

C.O.C.

Conc.

Cond.

Corr.

cSt Cu.

Culv.

CY, C.Y.

D

DI

Dia.

Dr.

Elev.

F

FM

fps Ft.

Gal.

g, gm

HDPE

HP

Hr.

Percent Foot or Feet Inch or Inches Pound or pounds American Association of State Highway and Transportation Officials American Bankers Association American Concrete Institute Before noon American National Standards Institute Asphalt Association American Society of Mechanical Engineers American Society for Testing and Materials American Public Works Association American Wood-Preservers' Association American Welding Society American Water Works Association Outside diameter of Pipe Trench width Centigrade Cubic Centimeter Code of Federal Regulations Cubic feet per second Cast Iron Center Line Centimeter Cleanout Cleveland Open Cup Concrete Conduit Corrugated Centistokes (Viscosity) Cubic Culvert Cubic Yard Inside Diameter Ductile Iron Diameter Driveway Elevation Fahrenheit Factory Mutual Feet per second Foot or Feet Gallon Gram High Density Polyethylene Horsepower Hour

101.3

ID

in.

ISSA

Kg or kg kPa L Lb.

LDPE

LF.

Lin.

LL

LLDPE

LMDPE

LOI

M Max.

MH

Min.

M.J.

mm Mod.

Mono.

mph

MSS

MPa

MUTCD

NACE

Nat’l

NEMA

No.

N.P.T.

NRMCA

NSF

o.d., OD

OSHA

oz.

Pa

PI, P.I.

pm, p.m.

psi

PVC

PVCO

R

RAP

RCP

RCRA

Reinf.

Rem.

Rep.

Inside Diameter Inch or Inches International Slurry Surfacing Association Kilogram Kilopascals Liter Pound or Pounds Low Density Polyethylene Linear foot or feet Linear Liquid Limit Linear Low Density Polyethylene Linear Medium Density Polyethylene Loss on Ignition Meter Maximum Manhole Minimum or Minute Mechanical Joint Millimeter Modified Monolithic Miles per hour Manufacturers Standardization Society of the Valve and Fittings Industry Megapascal (Texas) Manual on Uniform Traffic Control Devices National Association of Corrosion Engineers National National Electrical Manufacturers Association Number National Pipe Thread National Ready-mixed Concrete National Sanitation Foundation Outside Diameter Occupational Safety and Health Administration Ounce Pascal Plasticity Index After noon Pounds per Square Inch Polyvinyl Chloride Molecularly Oriented PVC Radius Recycled/Reclaimed Asphalt Pavement Reinforced Concrete Pipe Resource Conservation and Recovery Act Reinforced or reinforcing Remove Replace

Sani., San.

SD

Sec.

S.F.

Sq.

SSPC

St.

Sanitary Storm Drainage Second Saybolt Furol (Viscosity) Square The Society for Protective Coatings [formerly Steel Structures Painting Council] Street

CITY OF TEMPLE DESIGN AND DEVELOPMENT STANDARDS MANUAL October

101.4

Std.

Str.

STS

SWPPP

SY

TAC

Tex-###-X

TCEQ

TMUTCD

TxDOT TxDOT Item #

UL

um,μm

US, U.S.

U.S.C.

USEPA

Vert.

Vol.

Wt.

WW

Yd.

Standard Strength Stainless Steel Storm Water Pollution Prevention Plan Square Yard

Texas Administrative Code

Refer to TxDOT Manual of Testing Procedures Texas Commission on Environmental Quality [formerly Texas Natural Resource Conservation Commission (TNRCC)] Texas Manual on Uniform Traffic Control Devices Texas Department of Transportation Refer to TxDOT Standard Specifications for Construction of Highways, Streets and Bridges Underwriter’s Laboratory Micrometers United States United States Code United States Environmental Protection Agency Vertical Volume Weight Wastewater Yard

101.5

SITE PROTECTION AND PREPARATION

DIVISION 200

CITY OFTEMPLE DESIGN & DEVELOPMENT STANDARDS MANUAL October 2003 / March 2008

ITEM SUBJECT

201 Temporary Erosion, Sedimentation, and Water Pollution Prevention and

Control 202 Landscaping 203 Site Preparation ► Survey Monumentation Standards

ITEM 201. TEMPORARY EROSION, SEDIMENTATION, AND WATER POLLUTION PREVENTION AND

CONTROL

201.1. DESCRIPTION

This Item shall govern the control measures necessary to prevent and control soil erosion, sedimentation, and water pollution that may degrade receiving waters including rivers, streams, lakes, reservoirs, groundwater, and wetlands. The control measures contained herein shall be installed and maintained throughout the construction contract and coordinated with any permanent or temporary pollution control features specified elsewhere on the plans and in the specifications to assure effective and continuous water pollution control throughout the construction and post construction periods. These control measures shall not be used as a substitute for the permanent pollution control measures unless otherwise directed by the CITY in writing. The controls may include silt fences, rock berms, diversion dikes, interceptor swales, sediment traps and basins, pipe slope drains, inlet protection, stabilized construction entrances, seeding, sodding, mulching, soil retention blankets, or other structural or non-structural storm water pollution controls.

The CITY reserves the right to have required temporary erosion sedimentation and water pollution preven-tion and control work performed by others should the CONTRACTOR fail to perform required temporary erosion, sedimentation, and water pollution prevention and control work in a timely fashion or should the CONTRACTOR fail to prevent and control soil erosion, sedimentation, and water pollution which may degrade receiving water. All costs including engineering and right-of-way costs for the work required shall be borne by the CONTRACTOR.

The CONTRACTOR shall reimburse the CITY for all such costs within 30-days after receipt of the reimbursement request from the CITY. Failure to submit payment for such reimbursement costs in the time prescribed above may result in the CITY withholding the reimbursement due from the monthly progress payments to the CONTRACTOR until reimbursement to the CITY is made.

201.2. ITEMS OF WORK AND MATERIALS

The items, estimated quantities, and locations of the control measures will be shown on the plans; however, the CITY may increase or decrease the quantity of these items as needs arise. The materials will be shown on the plans and in the specifications. The CITY may allow, in writing, the use of other materials and work methods as the need arises.

201.3. PRECONSTRUCTION SUBMITTALS

Prior to the start of construction, the CONTRACTOR shall submit to the CITY'S representative for acceptance schedules for accomplishment of the storm water pollution control measures in accordance with the erosion and sediment control plan or the Storm Water Pollution Prevention Plan (SWPPP). Work on the project shall not begin until the schedules for implementation of the controls and methods of operations have been reviewed, and accepted by the CITY. The CONTRACTOR shall provide the CITY, for information purposes, proposed methods of storm water pollution control for CONTRACTOR operations in areas which are outside the limits of the erosion control plan or the SWPPP (such as construction and haul roads, field offices, equipment and supply storage areas, portable process plants, and source material storage), as well as a plan for disposal of waste materials.

201.4. CONSTRUCTION REQUIREMENTS

201.4.1. General. The CONTRACTOR shall provide control measures to prevent or minimize the impact of the CONTRACTOR’S operations to receiving waters as required by the plans or Storm Water Pollution Prevention Plan (SWPPP) and/or as directed by the CITY in writing.

In any disturbed area where construction activities have ceased, permanently or temporarily, the CONTRACTOR shall initiate stabilization of the area by the use of seeding, mulching, soil retention blankets or other appropriate measures within 14-days, except in areas where construction activities are scheduled to resume within 21-days.

The CONTRACTOR shall effectively prevent and control erosion and sedimentation on the site at the earliest practicable time as outlined in the approved schedule. Control measures, where applicable, will be implemented prior to the commencement of each construction operation. The CONTRACTOR shall limit the amount of disturbed earth to the area(s) shown on the plans or as directed by the CITY. The CITY has the authority to limit the disturbed surface area exposed by construction operations. If, in the opinion of the CITY, the CONTRACTOR is not able to effectively control soil erosion and sedimentation resulting from construction operations, the CITY will limit the amount of disturbed area to that which the CONTRACTOR is able to control.

201.1

Should the control measures fail to function effectively, the CONTRACTOR shall act immediately to bring the erosion and sedimentation under control by maintaining existing controls or by providing additional controls as di-rected by the CITY. When, in the opinion of the CITY, the site is adequately stabilized, the control measures, except mulches and soil retention blankets, will be removed and properly disposed of by the CONTRACTOR. Soil retention blankets shall be removed only when, in the opinion of the CITY, final permanent perennial seeding would be adversely affected by the presence of an existing soil retention blanket.

All erosion, sediment, and water pollution controls will be maintained in good working order. A rain gauge pro-vided by the CONTRACTOR will be located at the project site. Every 14-days, and also within 24-hours of a rainfall event of 0.5-in. or more as measured by the project rain gauge, the CONTRACTOR and CITY will inspect the entire project to determine the condition of the control measures. Sediment will be removed and devices repaired as soon as practicable but no later than 7-days after the surrounding exposed ground has dried sufficiently to prevent further damage from equipment operations needed for repairs.

In the event of continuous rainfall over a 24-hour period, or other circumstances that preclude equipment op-eration in the area, the CONTRACTOR will install additional backup devices, as determined by the CITY, by other appropriate methods. The CONTRACTOR will remove silt accumulations and deposit the spoils in an area approved by the CITY as soon as practical. Any corrective action needed for the control measures will be accomplished in the sequence directed by the CITY; however, areas adjacent to receiving waters shall generally have priority, followed by devices protecting storm sewer inlets.

In the event of conflict between these requirements and storm water pollution control laws, rules or regulations of other Federal, State, or Local agencies, the more restrictive laws, rules or regulations shall apply.

201.4.2. Other Practices and Controls. The CONTRACTOR shall also conform to the following practices and controls.

201.4.2.1. Location and Construction of CONTRACTOR’S Auxiliary Areas. Disposal areas, stockpiles, and haul roads shall be constructed in a manner that will minimize and control the amount of sediment that may enter receiving waters. Disposal areas shall not be located in any floodplain or receiving waters. Construction roads may not be located in or cross any receiving waters without prior approval of the CITY and shall be done in compliance with applicable rules and regulations. Staging areas and vehicle maintenance areas shall be con-structed by the CONTRACTOR in a manner to minimize the runoff of pollutants and at a location approved by the CITY.

The CONTRACTOR shall prevent pollution of receiving waters with petroleum products or other hazardous or regulated substances.

201.4.2.2. Activity In or Near Waters. Construction operations in receiving waters shall be restricted to those areas where it is necessary to perform the work shown on the plans. Wherever streams are crossed, tem-porary bridges, timber mats, or other structures shall be used and approved by the CITY. When work areas or material sources are located adjacent to a receiving water, control measures such as diversion dikes or rock berms shall be used to keep sediment and other contaminants from entering the adjacent receiving water. Care shall be taken during the construction and removal of such barriers to minimize down-gradient sedimentation.

All receiving waters shall be cleared as soon as practicable of temporary embankment, temporary bridges, matting, falsework, piling, debris, or other obstructions placed during construction operations that are not a part of the finished work.

201.4.2.3. Materials Storage. Protected storage for paints, chemicals, solvents, fertilizers, and other po-tentially toxic materials will be provided by the CONTRACTOR at a location approved by the CITY.

201.4.2.4. Vegetation. Disturbance of vegetation shall be minimized and limited to only what is shown on the construction plans or as directed by the CITY in writing. Operations shall be in accordance with Item 202.

Landscaping.

201.4.2.5. Keeping Roadways Clean. The CONTRACTOR shall clean paved surfaces, as necessary, to remove sediment that has accumulated on the roadway.

201.4.3. Cleaning and Stabilizing Project Area. The project will not be accepted until the CONTRACTOR has cleaned up. Project Clean-up to the satisfaction of the CITY. The project will also not be accepted until the CONTRACTOR provides a uniform perennial vegetative cover with a density of 70-percent of adjacent undisturbed areas or, if in the opinion of the CITY, permanent measures (such as riprap, gabions, geotextiles, or other stabilization methods approved by the CITY), supplemented by temporary measures (such as mulching with seed, silt fences, earth dams, etc.) have been employed that will control erosion, sedimentation, and water pollution until sufficient vegetative cover can be established.

201.2

201.5. SILT FENCE

201.5.1. Description. Silt Fence is a barrier consisting of geotextile fabric supported by metal posts to prevent soil and sediment loss from a site. This includes all labor and materials associated with installation and maintenance of the silt fence as shown in the construction drawings or similar document.

The purpose of a silt fence is to intercept and detain water-borne sediment from unprotected areas to a limited extent. Silt fence is used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. This fence shall remain in place until the disturbed area is permanently stabilized. Silt fence shall not be used where there is a concentration of water in a channel or drainage way or where soil conditions prevent a minimum toe-in depth of 6-inches or installation of support post to depth of 12-inches. If concentrated flow occurs after installation, corrective action shall be taken such as placing rock berm in the areas of concentrated flow.

201.5.2. Materials.

201.5.2.1. Geotextile. Silt Fence Fabric shall be a synthetic fabric that conforms to Item 803.4. Geotextiles

Used in Drainage and Stabilization Applications unless otherwise specified. The fabric must meet the following minimum criteria:

Tensile Strength, ASTM D4632 Test Method for Grab Breaking Load and Elongation of Geotextiles, 90-lbs. Puncture Rating, ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products, 60-lbs.

Mullen Burst Rating, ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics- Diaphragm Bursting Strength Tester Method, 280-psi.

Apparent Opening Size, ASTM D4751 Test Method for Determining Apparent Opening Size of a Geotextile, U.S.

Sieve No. 70

201.5.2.2. Posts. Fence Posts shall be galvanized steel and may be rolled, formed or tubular in cross-section in accordance with Item 801.4.2.2. Posts. "T" posts may be used when in conformance with specification.

201.5.2.3. Wire Support. The minimum acceptable support material shall be W 1.4 x W 1.4, 4" x 4", zinc coated (galvanized) steel, 14-gauge wire fence fabric. Standard 2" x 2" chain link fence fabric is acceptable as well as other welded or woven steel fabrics consisting of equal or greater gauge wire and equal or smaller spacing as that listed herein.

201.5.3. Construction. Silt Fence shall consist of synthetic fabric supported by wire mesh, W 1.4 x W 1.4 and galvanized steel posts set a minimum of 1-foot depth and spaced not more than 6-feet on center. A 6-inch wide trench is to be cut 6-inches deep at the toe of the fence to allow the fabric to be laid below the surface and backfilled with compacted earth or gravel. This entrenchment prevents any bypass of runoff under the fence. Fabric shall overlap at abutting ends a minimum of 3-feet and shall be joined such that no leakage or bypass occurs.

201.6. INTERCEPTOR SWALE

201.6.1. Description. A temporary interceptor swale is excavated as required by the erosion control plan. This includes all labor and materials associated with installation and maintenance of the interceptor swale as shown in the construction drawings or similar document.

Interceptor swales may have a V-shape or be trapezoidal with a flat bottom and sideslopes of 3:1 or flatter, whichever may be shown on the plans. These are used to shorten the length of exposed slope by intercepting runoff and can also serve as perimeter swales preventing off-site runoff from entering the disturbed area or prevent sediment-laden runoff from leaving the construction site or disturbed area. The outflow from a swale must be directed to a stabilized outlet or sediment trapping device. The swales shall remain in place until the disturbed area is permanently stabilized.

201.6.2. Materials. Stone Stabilization shall be used when grades exceed 2% or velocities exceed 6-feet-per-second and shall consist of a layer of crushed stone 3-inches thick, riprap (Item 803.3 Riprap) or high velocity ero-sion control mats (Item 201.16 Erosion Control Matting). Stabilization shall extend across the bottom of the swale and up both sides of the channel to minimum height of 3-inches above the design water surface elevation based on a 2-year storm.

201.6.3. Construction and Maintenance. Interceptor swale shall be installed across exposed slopes during construction and should intercept no more than 5-acres of runoff. Swales shall have a minimum bottom width of 2.0-feet and a maximum depth of 1.5-feet with side slopes of 3:1 or flatter. Swale must have positive drainage for its entire length to an outlet. When the slope exceeds 2-percent, or velocities exceed 6-feet-per-second (regard-

201.3 less of slope), stone stabilization is required. Check dams are also recommended to reduce velocities in the swales possibly reducing the amount of stabilization necessary. CONTRACTOR shall inspect swales on a weekly basis during wet weather and repairs should be made promptly to maintain a consistent cross section.

201.7. DIVERSION DIKE

201.7.1. Description. A temporary diversion dike is a barrier created by the placement of an earthen em-bankment to reroute the flow of runoff to an erosion control device or away from an open, easily erodible area. This includes all labor and materials associated with installation and maintenance of the diversion dike as shown in the construction drawings or similar document.

A diversion dike intercepts runoff from small upland areas and diverts it away from exposed slopes to a stabi-lized outlet, such as a rock berm, sandbag berm, or stone outlet structure. Dikes are generally used for the duration of construction to intercept and reroute runoff from disturbed areas to prevent excessive erosion until permanent drainage features are installed and/or slopes are stabilized.

201.7.2. Materials.

201.7.2.1. Stone Stabilization. Stone stabilization (required for velocities in excess of 6-fps) shall consist of

Type A Riprap conforming to Item 803.3. Riprap and shall be placed in a layer of at least 3-inches thickness and shall extend a minimum height of 3-inches above the design water surface up the existing slope and the upstream face of the dike.

201.7.2.2. Geotextile. Fabric shall be a non-woven polypropylene fabric conforming to Item 803.4. Geo-textiles Used in Drainage and Stabilization Applications unless otherwise specified, and be designed specifically for use as a soil filtration media with an approximate weight of 6-oz./yd2, a mullen burst rating of 140-psi as measured by ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method, and having an apparent opening size (AOS) greater than a #50 sieve as measured by ASTM D4751 Test Method for Determining Apparent Opening Size of a Geotextile.

201.7.3. Construction. Diversion dikes shall be installed prior to and maintained for the duration of construction and should intercept no more than 10-acres of runoff. Dikes shall have a minimum top width of 2.0-ft. and a minimum height of compacted fill of 18" measured from the top of the existing round at the upslope toe to top of the dike and having side slopes of 3:1 or flatter. The soil for the dike shall be placed in lifts of 8" or less and be compacted to 95-percent standard proctor density. The channel formed by the dike must have positive drainage for its entire length to an outlet. When the slope exceeds 2-percent, or velocities exceed 6-feet-per-second (regardless of slope), stabilization is required. Situations in which velocities do not exceed 6-fps, vegetation may be used to control erosion.

201.8. TRIANGULAR SEDIMENT FILTER DIKE

201.8.1. Description. The work shall consist of installing a temporary triangular sediment filter dike as shown on the plans during the construction period to control erosion, sedimentation and dust.

The purpose of a triangular sediment filter dike is to intercept and detain water-borne sediment from unprotected areas of limited extent. The triangular sediment filter dike is used where there is no concentration of water in a channel or other drainage way above the barrier and the contributing drainage area is less than 1-acre. If the uphill slope above the dike exceeds 10-percent, the length of the slope above the dike should be less than 50-feet. If concentrated flow occurs after installation, CONTRACTOR shall take corrective action such as placing rock berm in the areas of concentrated flow. This measure is effective on paved areas where installation of silt fence is not possible.

201.8.2. Materials.

201.8.2.1. Geotextile. Fabric shall be a non-woven polypropylene fabric conforming to Item 803.4. Geo-textiles Used in Drainage and Stabilization Applications unless otherwise specified, and be designed specifically for use as a soil filtration media with an approximate weight of 6-oz/yd2, a mullen burst rating of 140-psi as measured by ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method, and having an apparent opening size (AOS) greater than a #50 sieve as measured by ASTM D4751 Test Method for Determining Apparent Opening Size of a Geotextile.

201.4

201.8.2.2. Wire Mesh Support. The dike structure shall be 6-gauge 6" x 6" wire mesh folded into triangular form being 18-inches on each side.

201.8.3. Construction. Triangular sediment filter dikes shall be installed across exposed slopes during con-struction with ends of the dike tied into existing grades to prevent failure and should intercept no more than 1-acre of runoff. Filter material shall lap over ends 6-inches to cover dike-to-dike junction; each junction shall be secured by shoat rings.

201.9. ROCK BERM

201.9.1. Description. The work shall consist of constructing temporary rock berm as shown on the plans during the construction period to control erosion, sedimentation and dust. This includes all labor and materials associated with installation and maintenance of the rock berm as shown in the construction drawings or similar document.

The purpose of a rock berm is to serve as a check dam in areas of concentrated flow to intercept sediment-laden runoff, detain the sediment and release the water in sheet flow. The rock berm should be used when the contributing drainage area is less than 5-acres.

201.9.2. Materials.

201.9.2.1. Stone. Stone shall consist of Type A riprap conforming to Item 803.3. Riprap.

201.9.2.2. Wire Mesh Support. The berm structure shall be secured with a woven wire sheathing having maximum opening of 1-inch and a minimum wire diameter of 20-gauge galvanized and shall be secured with shoat rings.

201.9.3. Construction and Maintenance. Rock berm shall be installed at the toe of a slope or the perimeter of a developing or disturbed area. The purpose of a rock berm is to intercept sediment-laden water from unprotected areas, detain the sediment and release the water in sheet flow. Rock berm should have a maximum flow through rate of 60-gallons-per-minute-per-square-foot. Minimum height shall be 18-inches measured from the top of the existing ground at the upslope toe to top of the berm. Berm shall have a top width of 2-feet minimum with side slopes being 2:1 or flatter. Berm shall be built along the contour at zero-percent grade or as near as possible. The ends of the berm shall be tied into existing upslope grade and the berm shall be buried in a trench approximately 3-inches to 4-inches deep to prevent failure of the control.

The area upstream from the rock berm shall be maintained in a condition that will allow sediment to be removed following the runoff of a rainfall event. Inspection shall be made weekly and after each rainfall by the responsible party and when the silt reaches a depth equal to the height of the berm or 1-foot, whichever is less, it shall be removed and the accumulated silt disposed of properly. For installations in streambeds, additional daily inspections shall be made on rock berm. Silt shall be removed when accumulation reaches approximately ½ the height of the berm. The berm shall be reshaped as needed during inspection. The rock berm shall be left in place until all upstream areas are stabilized and accumulated silt removed.

201.10. STABILIZED CONSTRUCTION ENTRANCE

201.10.1. Description. The work shall consist of constructing a temporary stabilized construction entrance as shown in the plans and remaining in place for the duration of the construction period to prevent sediment from leaving the project site and becoming a nuisance on a paved surface. This includes all labor and materials asso-ciated with installation and maintenance of the stabilized construction entrance as shown in the construction draw-ings or similar document.

201.10.2. Materials.

201.10.2.1. Stone. Stone material shall consist of Type A riprap conforming to Item 803.3. Riprap and shall be placed in a layer of at least 6-inches thickness.

201.10.2.2. Geotextile. Fabric shall be a non-woven polypropylene fabric conforming to Item 803.4. Geo-textiles Used in Drainage and Stabilization Applications unless otherwise specified, and be designed specifically for use as a soil filtration media with an approximate weight of 6-oz./yd2, a mullen burst rating of 140-psi as measured by ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method, and having an apparent opening size (AOS) greater than a #50 sieve as measured by ASTM D4751 Test Method for Determining Apparent Opening Size of a Geotextile.

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201.10.3. Construction and Use. A temporary stabilized construction entrance shall be installed at any point where traffic will be entering or leaving a construction site to or from a paved surface such as a street, alley, side-walk or parking area. The purpose of a stabilized construction entrance is to reduce or eliminate the tracking or flowing of sediment onto paved surfaces. The entrance shall be properly graded or incorporate a drainage swale to prevent runoff from leaving the construction site. The length of the entrance shall be as shown on the plans.

The temporary stabilized construction entrance shall be maintained in a condition that will prevent tracking or flowing of sediment onto paved surfaces. This may require periodic top dressing with additional stone as conditions demand. All sediment spilled, dropped, washed or tracked onto public rights of way shall be removed imme-diately by the CONTRACTOR.

When necessary, vehicles must be cleaned to remove sediment prior to entrance onto public right-of-way. When washing is required, it shall be done on an area stabilized with crushed stone that drains into an approved sediment trap or sediment basin or other sedimentation/filtration device. All sediment shall be prevented from entering any storm drain, ditch or watercourse using approved methods.

201.11. SAND BAG BERM

201.11.1. Description. The work shall consist of installing a temporary sand bag berm as shown in the plans for the duration of construction to control erosion, sedimentation and dust. This includes all labor and materials associated with installation and maintenance of the sand bag berm as shown in the construction drawings or similar document.

The purpose of a sand bag berm is to intercept sediment-laden water from disturbed areas such as construction in streambeds, create a retention pond, detain sediment and release water in sheet flow.

201.11.2. Materials.

201.11.2.1. Bag and Sand. Bag material shall be polypropylene, polyethylene, polyamide or cotton burlap woven fabric, minimum unit weight 4-ounces-per-square-yard, mullen burst strength exceeding 300-psi as deter-mined by ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method, and ultraviolet stability exceeding 70-percent. Bag length shall be 24-inches to 30-inches, width shall be 16-inches to 18-inches and thickness shall be 6-inches to 8-inches and having an approximate weight of 40-pounds. Sand bags shall be filled with coarse grade sand, free from deleterious material. All sand shall pass through a No. 10 sieve.

201.11.2.2. Pipe. Pipe shall be schedule 40 or stronger polyvinyl chloride (PVC) having a nominal internal diameter of 4-inches.

201.11.3. Construction and Maintenance. A temporary sand bag berm shall be installed across a channel or right of way in a developing or disturbed area and should be used when the contributing drainage area is greater than 5-acres. The berm shall be a minimum height of 18-inches, measured from the top of the existing ground at the upslope toe to the top of the berm. The berm shall be sized as shown in the plans but shall have a minimum width of 48-inches measured at the bottom of the berm and 16-inches measured at the top of the berm.

The sand bag berm shall be inspected after each rain. The sandbags shall be reshaped or replaced as needed during inspection. Additional inspections shall be made daily by the CONTRACTOR and when the silt reaches 6-inches, the accumulated silt shall be removed and disposed of at an approved site in a manner that will not contribute to additional siltation. The sand bag berm shall be left in place until all upstream areas are stabilized and accumulated silt removed; removal shall be done by hand.

201.12. STONE OUTLET SEDIMENT TRAP

201.12.1. Description. A stone outlet sediment trap is an impoundment created by the placement of an earthen and stone embankment to prevent soil and sediment loss from a site. This includes all labor and materials associated with installation and maintenance of the stone outlet sediment trap as shown in the construction drawings or similar document.

The purpose of a sediment trap is to intercept sediment-laden runoff and trap the sediment in order to protect drainage ways, properties and rights-of-way below the sediment trap from sedimentation. A sediment trap is usually installed at points of discharge from disturbed areas. The drainage area for a sediment trap is recommended to be less than 5-acres.

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201.12.2. Materials.

201.12.2.1. Filter Stone. Filter stone shall consist of Type A riprap conforming to Item 803.3. Riprap.

201.12.2.2. Geotextile. Fabric shall be a non-woven polypropylene fabric conforming to Item 803.4. Geo-textiles Used in Drainage and Stabilization Applications unless otherwise specified, and be designed specifically for use as a soil filtration media with an approximate weight of 6-oz./yd2, a mullen burst rating of 140-psi as measured by ASTM D3786 Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method, and having an apparent opening size (AOS) greater than a #70 sieve as measured by ASTM D4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile.

201.12.3. Construction and Maintenance.

201.12.3.1. Earth Embankment. CONTRACTOR shall place fill material in layers not more than 8-inches in loose depth. Before compaction, CONTRACTOR shall moisten or aerate each layer as necessary to provide the op-timum moisture content of the material in order to achieve 95-percent standard proctor density on each compacted layer. CONTRACTOR shall not place material on surfaces that are muddy or frozen. Sideslopes for the embankment shall be 3:1. A gap shall be left in the embankment in the location where the natural confluence of runoff crosses the embankment line. The gap shall have a width in feet equal to 6 times the drainage area in acres.

201.12.3.2. Geotextile Covered Rock Core. A core of filter stone having a minimum height of 1.5-feet and a minimum width at the base of 3-feet shall be placed across the opening of the earth embankment and shall be covered by geotextile fabric which shall extend a minimum distance of 2-feet in either direction from the base of the filter stone core.

201.12.3.3. Filter Stone Embankment. Filter stone shall be placed over the geotextile and is to have a sideslope which matches that of the earth embankment of 3:1 and shall cover the geotextile/rock core a minimum of 6-inches when installation is complete.

201.12.3.4. Maintenance. Accumulated silt shall be removed from behind the embankment when the level of silt is 1-foot below the top of the filter stone at its lowest point.

201.13. PIPE OUTLET SEDIMENT BASIN

201.13.1. Description. A temporary pipe outlet sediment basin is an impoundment created by the placement of an earthen embankment and an integral pipe spillway structure for the purpose of de-watering the impoundment as well as an emergency spillway structure for heavy flows. This includes all labor and materials associated with installation and maintenance of the pipe outlet sediment basin as shown in the construction drawings or similar document.

The purpose of a sediment basin is to intercept sediment-laden runoff and trap the sediment in order to protect drainage ways, properties and rights-of-way below the sediment basin from sedimentation. A sediment basin is usually installed at points of discharge from disturbed areas. The drainage area for a sediment basin is recom-mended to be less than 100-acres.

201.13.2. Materials. Riser shall be corrugated metal or reinforced concrete pipe or box and shall have watertight fittings or end-to-end connections of sections. Riser shall be anchored by 3000-psi concrete base. An outlet pipe of corrugated metal or reinforced concrete shall be attached to the riser and shall have positive flow to a stabilized outlet on the downstream side of the embankment. An anti-vortex device and rubbish screen shall be attached to the top of the riser and shall be made of polyvinyl chloride or corrugated metal.

201.13.3. Construction and Maintenance.

201.13.3.1. Earth Embankment. CONTRACTOR shall place fill material in layers not more than 8-inches in loose depth. Before compaction, CONTRACTOR shall moisten or aerate each layer as necessary to provide the op-timum moisture content of the material in order to achieve 95-percent standard proctor density on each compacted layer. CONTRACTOR shall not place material on surfaces that are muddy or frozen. Sideslopes for the embankment shall be 3:1.

201.13.3.2. Principal Outlet Control Device. The principal outlet control device shall consist of a rigid vertically oriented pipe or box of corrugated metal or reinforced concrete. Attached to this structure shall be a hori-zontal pipe which shall extend through the embankment to the toe of fill to provide a de-watering outlet for the basin.

Attached to the inlet portion of the principal outlet control device shall be an anti-vortex device that shall be made to serve as a rubbish screen. A concrete base shall be used to anchor the principal outlet control device and shall have dimensions of 18-inches depth and twice the diameter of the riser pipe in width minimum in all directions.

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201.13.3.3. Emergency Spillway. An emergency spillway shall be installed adjacent to the embankment on undisturbed soil and shall be sized to carry the full amount of flow generated by a 10-year-storm less the amount which can be carried by the principal outlet control device. The emergency spillway shall be lined with riprap as shall the swale leading from the spillway to the normal watercourse at the base of the embankment.

201.13.3.4. Maintenance. Accumulated silt shall be removed and the basin shall be re-graded to its original dimensions at such point that the capacity of the impoundment has been reduced to one-half of its original storage capacity. The removed sediment shall be stockpiled or redistributed in areas that are protected from erosion.

201.14. PIPE SLOPE DRAIN

201.14.1. Description. A temporary pipe slope drain is an erosion control device that combines an earthen embankment and a rigid or flexible pipe to carry runoff over an exposed slope to a stabilized outlet apron. This includes all labor and materials associated with installation and maintenance of the pipe slope drain as shown in the construction drawings or similar document. Pipe slope drains can also be used as emergency spillways for sediment basins.

201.14.2. Materials.

201.14.2.1. Pipe. The drain pipe shall be made of any material, rigid or flexible capable of conveying runoff.

Regardless of material, the drain pipe shall be completely water-tight so that no water leaks onto the slope to be protected.

201.14.2.2. Riprap. Riprap to be used in the outlet apron shall consist of either crushed stone or broken Portland cement concrete. All stones used shall weigh between 50-pounds and 150-pounds each, shall have a thickness of at least 12-inches and shall be as nearly uniform in section as is practicable.

201.14.3. Construction.

201.14.3.1. Pipe Slope Drain. A diversion dike shall be constructed at the top of the slope which shall be protected. This dike shall be sized so that no runoff may overtop the dike. A rigid section of pipe shall be installed through the dike with length as necessary to completely cross the dike section. Attached to the inlet end of the pipe, using water-tight fittings, shall be a standard flared-end section with an integral toe plate extending a minimum of 6-inches from the bottom of the end section to prevent runoff from washing out the soil under the inlet. Attached to the other end of this pipe shall be rigid or flexible pipe to be used for containment of the runoff from the top of the slope to the bottom.

201.14.3.2. Riprap Lined Apron. A riprap lined apron shall be excavated to accept the runoff from the pipe and dissipate the energy of the flow. The width of the bottom of the apron shall be 3 times the pipe diameter, and the length shall be a minimum of 6 times the pipe diameter of the drain pipe. The apron shall be a minimum of 12-inches in depth and shall be lined with riprap weighing between 50-pounds and 150-pounds per stone with a thickness of 12-inches minimum. The apron shall be designed so that the released flow has a velocity less than 3-feet-per-second and is not concentrated in any way.

201.15. INLET PROTECTION

201.15.1. Description. Temporary inlet protection is a series of four different measures that provide protection against silt accumulation in storm sewer systems. Clogging can greatly reduce or completely stop the flow in the pipes. The different measures are used for different site conditions and inlet types. These measures include all labor and materials associated with installation and maintenance of inlet protection as shown in the construction drawings or similar document.

Filter barrier protection using silt fence is appropriate when the drainage area is less than 1-acre and the basin slope is less than 5-percent. This type of protection is not applicable in paved areas.