SPECIFICATIONS – JOB SPECIFIC Date: 2/2/2021 RIC No: 2020-CT-054
SPECIFICATIONS – JOB SPECIFIC
INDEX
Item Code Description Page
100.9902 Schedule of Salaries and Wages JS-1
105.02 Plans and Shop Drawings JS-2
108 Prosecution and Progress JS-4
108.03 Prosecution and Progress JS-5
109.06 Partial Payments JS-6
109.09 Acceptance and Final Payment JS-8
203.0310 Structural Excavation Masonry JS-9
203.0530 Dewatering JS-10
203.9901 Cellular Concrete Fill JS-19
205.9901 Temporary Support of Excavation JS-24
Section 206 Perimeter Erosion Controls JS-25
Section 207 Check Dams JS-30
Section 208 Temporary Dewatering Basins JS-33
Section 209 Storm Drain Protection JS-36
Section 210 Stilling Basins for Water Pollution Control JS-40
Section 211 Construction Access JS-42
Section 212 Maintenance and Cleaning of Erosion and Pollution Controls JS-44
709.9901 Bioretention Basin and Sediment Forebay JS-52
709.9902 Wet Basin Restoration JS-55
801.9901 Fiberglass Reinforced Polymer (FRP) Truss Bridge JS-57
804.9901 Drive Shoes for 12 Inch Pipe Pile JS-66
JS-i Date: 2/2/2021 RIC No: 2020-CT-054
805.9901 Permanent Sheet Piling Composite Furnish and Drive JS-67
808.9901 Concrete Substructure Class HP 3/4” Wall Moment-Slab JS-75
905.9901 Reinforced Drivable Grass Mat JS-76
920.9901 Bedding Stone for Riprap FS-2 JS-78
Section 929 Field Offices JS-79
937.1000 Maintenance and Movement of Traffic Protection Devices JS-86
938.1000 Price Adjustments JS-87
950.9901 Steel Bollard – Permanent JS-88
950.9902 Steel Bollard Removable JS-89
950.9903 Remove and Reset Bench JS-90
T15.9901 Remove and Relocate Informational Sign JS-91
T20.9901 Epoxy Resin Pavement Marking – Speed Hump Symbol JS-92
T20.9902 Epoxy Resin Pavement Marking – Stop Ahead JS-92
L02.0105 Wetland Seed Mix (Type 5) JS-93
L06.9901 Pine Bark Mulch JS-95
L06.9902 Andropogon Gerardii “Big Bluestem” JS-96
L06.9903 Allium Senescens “Ornamental Onion” JS-96
L06.9904 Echinacea Purpurea “Coneflower” JS-96
L06.9905 Panicum Virgatum “Switchgrass” JS-96
L06.9906 Rudbeckia Hirta “Black-Eyed Susan” JS-96
L06.9907 Symphyotrichum Novae-Angliae “New England Aster” JS-96
L06.9908 Schizachyrium Scoparium “Little Bluestem” JS-96
L06.9909 Spartina Alterniflora “Smooth Cord Grass” JS-96
M.07.10.1 Steel Pipe JS-97
JS-ii Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 100.9902 SCHEDULE OF SALARIES AND WAGES
The rates of payment of wages, obligations and charges for labor by the contractor shall be not less than those shown on the following schedule of customary and prevailing rates of wages supplied by the Rhode Island Department of Labor.
JS-1 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 105.02 PLANS AND SHOP DRAWINGS
Plans will show details of all structures, lines, grades, typical cross sections of the roadway, location and design of all structures and a summary of items appearing on the Proposal. Bridge plans will either show all dimensions and details necessary for complete construction or such information that when supplemented by additional field data gathered by the Contractor will enable the Contractor to prepare complete shop drawings.
The Contractor shall keep one set of plans and approved shop drawings available at the site at all times.
All shop drawings will be submitted in a timely fashion such that the Contractor's approved schedule will not be adversely impacted by the submittal process. Shop drawings shall consist of such detailed plans required to control the work that are not included in the plans furnished by the Department. They shall include but not be limited to dewatering systems, cellular concrete fill, fiberglass reinforced polymer truss bridge components, and composite sheet piling, or any other supplementary plans or similar data required of the Contractor. The Contractor shall submit seven (7) sets of shop drawings to the Engineer. Shop drawings shall be accompanied by three (3) sets of design computations, cuts from a manufacturer's catalog, and/or supporting technical bulletins.
In addition to the submission requirements set forth above, the Contractor shall simultaneously submit two sets of the shop drawings, computations, cuts from a manufacturer's catalog, and/or supporting technical bulletins to each of the Engineer's agents (consultants) by courier or overnight delivery service in order to expedite review. The shop drawings shall be delivered to:
CDM Smith, Inc. 260 West Exchange Street, Suite 300 Providence, RI 02903 Attn: Lisa Sherman
Shop drawings and computations designs shall be stamped only by a Rhode Island registered Professional Engineer.
Within forty-five (45) calendar days of submission, all shop drawings shall be reviewed by the Engineer and returned to the Contractor for appropriate action. Shop drawings that are found to be erroneous, lacking information necessary to control construction, or not in conformance with accepted design criteria will be disapproved and returned to the Contractor. The Contractor shall address the Engineer's comments and resubmit revised shop drawings and/or design computations.
The Contractor will not be allowed any increase in contract time for the time taken by the Contractor to submit revised shop drawings caused by an erroneous submission, or by a previous submission either lacking the information necessary to control construction, or not conforming to accepted design criteria.
JS-2 Date: 9/2/2020 RIC No: 2020-CT-054
Also, the time taken by the Engineer to review the revised shop drawings does not constitute justification for additional contract time.
Shop drawings must be approved by the Engineer prior to performance of the work involved. Such approval shall not relieve the Contractor of any responsibility under the contract for the successful completion of the work.
Unless otherwise specified in the contract documents, the contract price will include the cost of furnishing all shop drawings.
JS-3 Date: 2/2/2021 RIC No: 2020-CT-054
JOB SPECIFIC CODE 108 PROSECUTION AND PROGRESS
Replace Subsection 108.01; Subletting of Contract, page 1-56 of the Standard Specifications for Road and Bridge Construction 2004 Edition (Amended March 2018) with all revisions with the following:
108.01 SUBLETTING OF CONTRACT. The Contractor shall not sublet, sell, transfer, assign, or otherwise dispose of the Contract or any portion thereof, or of its right, title, or interest therein, without written consent of the Engineer. If the Engineer gives such consent, the Contractor will only be permitted to sublet a portion thereof. The Contractor shall perform with its own organization work amounting to not less than 40 percent of the adjusted contract cost. The adjusted contract cost is the total contract cost less the total cost of subcontract specialty items listed in the Proposal. Specialty Items are defined in Subsection 101.63.
No subcontracts or transfers of Contract shall relieve the Contractor of liability under the Contract and Bonds. A copy of written agreements with subcontractors must be submitted when making application to sublet any work under the Contract. The Contractor shall not require or withhold retainage from subcontractors. Furthermore, no agreements between the Contractor and its subcontractors or vendors shall create any "third party" relationships between said subcontractors or vendors and the State.
The Contractor shall provide written notice to, and obtain prior written consent from the Engineer, before allowing any subcontractor to sublet any portion of its work to a lower-tier contractor.
In accordance with Section 12.108.08, Failure to Complete on Time, Para. a., Phased Completion, Interim Completion and Substantial Completion the following defines the Interim and Substantial Completion Dates and Associated Liquidated Damages:
Substantial Completion: July 31, 2022
All Contract work shall be completed, as defined by Section 101.71.
Liquidated Damages: $550.00 per calendar day.
JS-4 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 108.03 PROSECUTION AND PROGRESS
In accordance with Section 108.03; Prosecution and Progress, Para. a.1, General Requirements – Project Schedule Program, the Schedule Level for this contract is Schedule Level B.
Replace Subsection 108.03; Prosecution and Progress, Para. a.2., General Requirements-Software with the following:
2. Software
The software used to generate the CPM Schedule shall be Primavera P6. The version shall be Version 7 or 8. The Contractor shall purchase and maintain a valid software maintenance agreement for each license of software necessary to produce and maintain the Project Schedules. Unless specified elsewhere in the Contract Documents, the Contractor shall comply with the terminology defined by the Primavera Project Management Manual.
JS-5 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 109.06 PARTIAL PAYMENTS
Replace Subsection 109.06, Partial Payments, pages 1-83 to 1-84 of the RI Standard Specifications for Road and Bridge Construction in its entirety with the following.
109.06 PAYMENT FOR WORK. a. General. The Department will make payment for Work before the Project is accepted and final payment is made. These payments for Work will be processed via progress payments. In order to receive a payment for Work, the Contractor shall prepare an invoice in accordance with Subsection 109.06 paragraph (c.), Invoice for Payment for Work. The Department may suspend progress payments if the Contractor does not comply with the Engineer’s directions or written orders. The Department will notify the Contractor, whenever progress payments will be suspended.
Processing of progress payments for Work prior to the Department’s acceptance and final payment of the Work does not constitute the Department’s acceptance of the Work, and does not relieve the Contractor of responsibility for the Work which includes but is not limited to:
1. Protecting, repairing, correcting, maintaining, or renewing the Work where necessary to meet Contract requirements before acceptance.
2. Replacing or repairing all defective Work or materials used in the construction of the Work and repairing all damage to other work or materials whose damage is attributable to such defective Work or materials.
3. All defects or damage that the Engineer may discover on or before the engineer’s acceptance and final payment of the Work. The Engineer is the sole judge of these defects or damage. b. Frequency. The Department will make periodic progress payments in accordance with established Department procedures. Progress payments will be subject to a 5 percent retainage.
Retainage will be released incrementally in accordance with Subsection 105.17 and the Department’s Release of Retainage Procedures. c. Invoice for Payment for Work. The Contractor shall submit a weekly invoice for payment of Work completed. The Contractor shall utilize invoice forms supplied by the Department and shall complete the forms including a certification for payment in accordance with the instructions contained thereon.
d. Invoice for Partial Payment for Materials, Supplies, and Equipment. The Engineer may allow invoicing as provided above and permit partial payments for those materials, supplies, and equipment delivered to an approved location but not yet incorporated into the Work.
Payment for materials, supplies and equipment furnished at an approved site but not yet incorporated into the Work will not exceed the lesser of the following amounts.
1. 100 percent of the cost incurred by the Contractor, or
JS-6 Date: 9/2/2020 RIC No: 2020-CT-054
2. 80 percent of the value calculated by multiplying the quantity of the item delivered by the unit price for the corresponding item in the Bid Schedule.
For verification of costs, the Contractor shall provide the Engineer with an original paid invoice for the furnished materials, supplies or equipment within thirty (30) days after receiving the partial payment. Otherwise, the amount of the partial payment will be deducted from subsequent invoices.
The Engineer will not approve any payment for perishable plant materials until such plant materials are planted as specified in the Contract e. Engineer’s Review of Contractor’s Request for Payment for Work and Request for Partial Payment for Materials, Supplies, and Equipment. Upon receipt of the Contractor’s invoice, the Engineer will review the invoice and may approve or reject payment or portions thereof. The Engineer will notify the Contractor in writing of any modifications and/or rejection of the invoice. Modifications and reasons for the change will be made to the Excel spreadsheet in the columns provided. In the case of a rejection, the Engineer will request that the invoice be resubmitted. f. Release of Retainage. Upon partial acceptance of work performed under a completed subcontract, the State, within 30 days, will pay the Contractor the relevant portion of retainage due for all Work covered by the acceptance. Within 30 days of receipt of such payment, the Contractor shall pay all retainage owed the subcontractor for accepted Work.
JS-7 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 109.09 ACCEPTANCE AND FINAL PAYMENT
Replace Subsection 109.06(a); Partial Payments - Amount, pages 1-83 and 1-84 of the Standard Specifications for Road and Bridge Construction 2004 Edition (Amended March 2018) with all revisions with the following:
109.09 ACCEPTANCE AND FINAL PAYMENT. When the project has been accepted as provided in Subsection 105.17, the Engineer will prepare the final estimate of work performed. If the Contractor approves the final estimate or files no claim or objection to the quantities therein within 30 days of receiving the final estimate, the Department will process the estimate for final payment. With approval of the final estimate by the Contractor, payment will be made for the entire sum found to be due after deducting all previous payments and all amounts deducted under the provisions of the Contract.
If the Contractor files a claim in accordance with Contract requirements, it shall be submitted in writing in sufficient detail to enable the Engineer to ascertain the basis and amount of such claim. Upon final adjudication of the claim, any additional payment determined to be due the Contractor will be placed on a supplemental estimate and processed for payment.
All prior partial estimates and payments will be subject to correction in the final estimate and payment.
JS-8 Date: 2/2/2021 RIC No: 2020-CT-054
JOB SPECIFIC
CODE: 203.0310 STRUCTURAL EXCAVATION MASONRY
Supplement Section 203 Structure Excavation and Backfill with the following:
CONSTRUCTION METHODS: To the end of 203.03.1 Excavation , add:
The Contractor shall exercise care in the removal of abutment blocks to minimize impacts to the river. Blocks are to be removed after dewatering is put in place. Only abutment blocks obstructing pier construction and those indicated on the plans at the eastern side of the bridge are to be removed.
Removed blocks are to be cleaned of debris and graffiti, then delivered to the location indicated by the Warren DPW as coordinated with Jan Malik, Public Works Director, [email protected].
METHOD OF MEASUREMENT: Replace the last paragraph of 203.04.1 Structure Excavation prior to a. Pay Lines with:
When bedrock, boulders, masonry, or abutment blocks are encountered, the Contractor shall notify the Engineer and expose the same to such an extent that in the Engineer’s opinion the necessary measurements can be taken for structure excavation. If the Contractor shall fail to give such notice or notices, or removes any material prior to the taking of measurements, the Engineer shall presume that measurements taken at the time the Engineer first sees the material in question will give the true quantity of excavation.
BASIS OF PAYMENT: To the end of 203.05.1 Structure Excavation , add:
Cleaning and delivery of masonry abutment blocks and disposal of any abutment blocks rejected by the Warren DPW shall be included in the prices so-stated.
JS-9 Date: 02/22/21 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 203.0530 DEWATERING
DESCRIPTION
This work items shall conform to Section 203 of the Rhode Island Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments except as modified herein.
This section includes construction dewatering and surface water control and incorporates the design, equipment, materials, installation, operation, protection, monitoring and removal of dewatering and drainage system. Provide dewatering system sufficient to lower groundwater and collect surface water, regardless of groundwater level or rainfall at any time during the work.
The Contractor shall obtain and pay for permits required for dewatering and drainage systems. Implement measurements to comply with dewatering and discharge permits requirements.
The Contractor shall restore areas altered by dewatering activities to their original condition and remove the temporary dewatering system when no longer required.
Construction dewatering is a temporary feature to be used for construction purposes only.
The Kickemuit River supports an anadromous fishery of alewife and blue-back herring. These fish appear in early spring and continue until June 30th. Between August 15th and October 31st, the fish return to the estuarine waters and back to the sea. No construction or installation of the cofferdam, removal of the cofferdam, stream restoration of the cofferdam area, or any other work within the stream banks may be performed between March 1st and June 30th nor between August 15th and November 30th. After the cofferdam is installed the contractor may continue to work within the cofferdam limits during fish migrations.
CONSTRUCTION METHODS
Submittals and shop drawings
A. Design Plan: Submit written dewatering and drainage system design plan, prepared by a qualified Professional Engineer, that includes:
1. Description of proposed dewatering system and installation methods to be used for system elements and observation wells.
2. Description of equipment, drilling methods, holes sizes, filter sand placement techniques, sealing materials, development techniques, number and location of dewatering points and observations wells.
3. Dewatering system design calculations demonstrating that the proposed system meets all requirements herein and elsewhere.
4. Sequence of well and well point placement coordinated with support of excavation system installation and control procedures to be adopted, if dewatering problems arise.
JS-10 Date: 02/22/21 RIC No: 2020-CT-054 5. Identification of anticipated area influenced by dewatering system and address impacts to adjacent existing and proposed structures.
6. Coordinate dewatering and drainage submittals with excavation and support of excavation submittals.
B. Shop Drawings: For dewatering system, prepared by a qualified Professional Engineer submit the following:
1. Plans, elevations, sections, and details.
2. Arrangement, locations, and details of wells and well points; locations of risers, headers, filters, pumps, power units, and discharge lines; and means of discharge, control of sediment, and disposal of water.
3. Pump capacity and anticipated discharge rate.
4. Layouts of piezometers and flow-measuring devices for monitoring performance of dewatering system.
5. Areas and depths of excavation to be dewatered and adjacent structures or facilities within the anticipated area influence.
C. Qualification Data: For Installer and Professional Engineer.
D. Record Drawings: Identify locations and depths of capped wells and well points and other abandoned-in-place dewatering equipment.
E. Submit methods of abandoning groundwater observation wells installed during the course of the work.
Definitions
A. In-the-Dry: An excavation subgrade where all of the following are met:
1. Groundwater level has been lowered to at least 2 feet below lowest excavation level.
2. Subgrade is stable with no ponded water, mud, or muck.
3. Subgrade is able to support construction equipment without rutting or disturbance.
4. Subgrade is suitable for placement and compaction of fill material, pipe, or concrete foundations.
B. Contractor’s Engineered Design: Design prepared on behalf of Contractor by a Professional Engineer licensed in the State of Rhode Island.
C. Professional Engineer: Professional Engineer licensed in the State of Rhode Island meeting project qualifications and who is hired by Contractor.
D. The Engineer: Engineer hired by Owner.
JS-11 Date: 02/22/21 RIC No: 2020-CT-054 1. Approvals given by the Engineer shall not relieve the Contractor of its responsibilities for performing the work in accordance with Contract Document requirements.
Quality Assurance
A. Installer Qualifications: An experienced installer that has specialized in installation of dewatering systems and dewatering work and having a minimum of 5 years’ experience.
B. Professional Engineer Qualifications: Professional Engineer licensed in the State of Rhode Island; having a minimum of 5 years’ experience in design and construction of dewatering and drainage systems; and having completed not less than 5 successful dewatering and drainage projects of equal type, size, and complexity to that required for the Work.
C. Comply with authorities having jurisdiction for the following:
1. Drilling and abandoning of wells used for dewatering.
2. Water discharge and disposal from dewatering operations.
D. Obtain permit from EPA under National Pollutant Discharge Elimination System (NPDES), for storm water discharge from construction sites.
Design Requirements
A. Dewatering Performance: Design, furnish, install, test, operate, monitor, and maintain dewatering system of sufficient scope, size, and capacity to control hydrostatic pressures and to lower, control, remove, and dispose of surface water and groundwater and permit excavation and construction to proceed in-the-dry in accordance with the requirements herein and elsewhere.
1. Design dewatering system, including comprehensive engineering analysis by the Contractor’s Design Engineer.
2. Continuously monitor and maintain dewatering operations to ensure required groundwater lowering, erosion control, stability of excavations, excavation support, and constructed slopes, prevention of flooding in excavation, and prevention of damage to subgrades and permanent structures.
3. Prevent surface water from entering excavations by grading, dikes, or other means.
4. Dewater without damaging existing buildings, structures, and site improvements adjacent to excavation.
5. Remove dewatering system when no longer required for construction.
B. Primary Purpose of Work: Preserve natural undisturbed condition of subgrade soils in areas of proposed excavations.
1. Prior to excavation, lower groundwater to at least 2 feet below lowest excavation subgrade elevation.
JS-12 Date: 02/22/21 RIC No: 2020-CT-054 2. Additional groundwater lowering may be necessary beyond the 2-foot requirement, depending on construction methods, equipment used, and prevailing groundwater and soil conditions. Lower groundwater as necessary to complete construction in accordance with Contract Documents without additional compensation
C. Design deep wells, well points and sumps, and other groundwater control system components to prevent loss of fines from surrounding soils. Use sand filters with dewatering installations, unless screens are properly sized by Contractor's Design Engineer to prevent passage of fines from surrounding soils.
D. Maintain standby pumping systems and sources of standby power at various sites.
E. Design dewatering system to prevent damage to adjacent properties, buildings, structures, utilities, and facilities from dewatering operations. Be responsible for damage to properties, buildings or structures, sewers and other utility installations, pavements, and work that may result from dewatering or surface water control operations.
F. Regulatory Requirements: Comply with governing EPA notification regulations before beginning dewatering. Comply with water- and debris-disposal regulations of authorities having jurisdiction.
PRODUCTS
Materials
A. Pipe for Observation Wells: ASTM D 1785, PVC Schedule 40 in minimum interior diameter of 2 inches and machine slotted having a maximum slot size of 0.020 inch.
B. Equipment: Piping, pumping, and other equipment and materials to provide control of surface water and groundwater in excavations.
C. Grout: Mixture of portland cement and bentonite clay or sand suitable for sealing abandoned wells and piping.
EXECUTION
General
A. Control surface water and groundwater such that:
1. Excavation to final grade is made in-the-dry.
2. Natural undisturbed conditions of subgrade soils are maintained.
3. Softening, instability, or disturbance due to presence or seepage of water does not occur.
4. Construction and backfilling proceeds in-the-dry.
B. Floatation of completed portions of work shall be prohibited.
C. Methods of groundwater control may include but are not limited to trenches and sump pumping, perimeter groundwater cutoff, well points, ejectors, deep wells, or any combination.
JS-13 Date: 02/22/21 RIC No: 2020-CT-054 D. Where groundwater levels are above proposed bottom of excavation level, provide a pumped dewatering system for pre-drainage of soils prior to excavation and for maintaining lowered groundwater level until construction has been completed such that structure, pipeline, or fill will not be floated or otherwise damaged.
E. Vary type of system, spacing of dewatering units, and other details of the work depending on soil and water conditions at each location.
F. Do work in a manner to protect adjacent structures and utilities without causing loss of ground or disturbance to pipe bearing soils or soils supporting overlying or adjacent structures.
G. Install, monitor, and report data from observation wells. Evaluate collected data relative to groundwater control system performance and modify systems necessary to dewater site.
H. Locate groundwater control system components where they will not interfere with construction activities adjacent to the work area or interfere with installation and monitoring of geotechnical instrumentation including observation wells. Do not make excavations for sumps or drainage ditches within or below 1 horizontal to 1 vertical (1H:1V) slopes extending downward and out from edges of existing or proposed foundation elements or from downward vertical footprint of pipe without approval by the Engineer.
Preparation
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by dewatering operations.
B. Prevent surface water and groundwater from entering excavations, from ponding on prepared subgrades, and from flooding site or surrounding area.
C. Protect subgrades and foundation soils from softening and damage by rain or water accumulation.
D. Install dewatering system to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities.
E. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways, if required by authorities having jurisdiction.
F. Provide temporary grading to facilitate dewatering and control of surface water.
G. Protect and maintain temporary erosion and sedimentation controls during dewatering operations.
Installation
A. Install dewatering system utilizing wells, well points, or similar methods complete with pump equipment, standby power and pumps, filter material gradation, valves, appurtenances, water disposal, and surface water controls.
JS-14 Date: 02/22/21 RIC No: 2020-CT-054 B. Space well points or wells at intervals required to provide sufficient dewatering.
C. Use filters or other means to prevent pumping of fine sands or silts from the subsurface.
D. Place dewatering system into operation to lower water to specified levels before excavating below groundwater level.
E. Provide sumps, sedimentation tanks, and other flow-control devices as required by authorities having jurisdiction.
F. Provide standby equipment on-site, installed and available for immediate operation, to maintain dewatering on continuous basis if any part of system becomes inadequate or fails.
Surface Water Control
A. Construct surface water control measures, including dikes, ditches, sumps and other methods to prevent flow of surface water into excavations and to allow construction to proceed without delay.
B. Grade excavation to divert surface water and groundwater within excavation areas into sumps and dewatering wells.
Excavation Dewatering
A. Provide and maintain equipment and facilities to promptly remove and properly dispose of water entering excavations. Maintain excavations in-the-dry.
B. Excavation dewatering shall maintain the subgrade in a natural undisturbed condition and be in operation until the fill, structure or pipes to be built thereon have been completed to such extent that they will not be floated or otherwise damaged by allowing water levels to return to natural elevations.
C. Do not place pipe, masonry, and concrete in water or submerge within 24 hours after being installed. Prevent water from flow over new masonry or concrete within four days after placement.
D. Prevent water from rising to cause unbalanced pressure on structures until concrete or mortar has set at least 24 hours. Prevent pipe flotation by promptly placing backfill.
E. Conduct dewatering to preserve natural undisturbed condition of subgrade soils at bottom of excavation.
F. If trench subgrade or excavation bottom becomes disturbed due to inadequate dewatering or drainage, excavate below normal grade as directed by the Engineer and refill with structural fill, crushed stone or other material as approved by the Engineer without additional compensation.
G. It is expected that initial dewatering plan may be modified to suit variable soil and water conditions encountered. Dewater and excavate in a manner without causing loss of ground or disturbance to pipe bearing soil or soil that supports overlying or adjacent structures.
H. If methods do not properly dewater excavation, install additional groundwater observation wells as directed by the Engineer. Do not place pipe or structure until readings obtained from
JS-15 Date: 02/22/21 RIC No: 2020-CT-054 observation wells indicate that groundwater has been lowered to specified minimum of below bottom of final excavation.
I. Surround dewatering units with suitable filter sand with no fines being removed by pumping. Pump continuously from dewatering system until pipe or structure is adequately backfilled. Provide stand-by pumps.
J. Collect water entering excavations from precipitation or surface runoff in shallow ditches around excavation perimeter, drained to a sump, and pump from excavation to maintain a bottom free from standing water.
K. Dispose of drainage in accordance with permits. Do not use existing or new sanitary sewers to dispose of drainage.
Well-Point Systems
A. Where necessary, install a vacuum well-point system around excavation for dewatering purposes. Surround each well point and riser pipe by a sand filter. Use sand of gradation that after initial development of well points, quantity and size of soil particles discharged shall be negligible. Provide well point systems capable of operating continuously under highest possible vacuum. Include sufficient valves and gauges to accurately monitor and control the system. Develop and redevelop well points to provide reliable performance throughout the duration of the Work.
B. Install well point systems in the Engineer’s presence according with approved submittal.
Deep Wells
A. Where necessary, install a deep well system around an excavation to dewater it. Surround each well with a sand filter having adequate gradation so quantity and size of soil particles discharged are negligible. Install sufficient number of wells to lower groundwater level allowing excavation to proceed in-the-dry. Develop and re-develop wells as necessary to provide reliable performance throughout the duration of the Work.
B. Install deep wells in the Engineer’s presence according with approved submittal.
Observation Wells
A. Install observation wells to monitor groundwater levels beneath and around excavated areas until adjacent structures and pipelines are completed and backfilled.
B. Observation Well Locations and Depths:
1. Install a minimum of 1 well at each cofferdam. Locate in critical areas with respect to groundwater control to monitor performance of dewatering systems as determined by Contractor’s Engineered Design.
C. Install observation wells to:
1. Minimum depth of 10 feet below deepest level of excavation, unless otherwise approved by the Engineer.
JS-16 Date: 02/22/21 RIC No: 2020-CT-054 2. Depth necessary to indicate that groundwater control system designed under Contractor’s Engineered Design is performing as intended.
D. Provide additional observation wells required by the Engineer if deemed necessary to monitor performance of groundwater control system without additional compensation.
E. Locations and depths are subject to approval by the Engineer.
F. Protect observation wells at ground surface by providing a lockable box or outer protective casing with lockable top and padlock. Design surface protection to prevent damage by vandalism, construction operations, and surface water infiltration.
G. Provide two copies of padlock keys at each well for the Engineer’s access.
H. Develop observation wells to provide a reliable indication of groundwater levels.
I. Re-develop wells:
1. If well clogging is observed;
2. In event of apparent erroneous readings; or
3. As directed by the Engineer.
J. Submittal observation well installation logs, top of casing elevation, and well locations to the Engineer within 24 hours of completing well installation.
K. Observation Well Maintenance:
1. Maintain each observation well until adjacent structures and pipelines are completed and backfilled. Clean out or replace any observation well which ceases to be operable before adjacent work is completed.
L. Repair or replace wells without additional compensation, whether damage is caused by Contractor's operations or third parties.
M. Monitoring and Reporting of Observation Well Data:
1. Begin daily monitoring of groundwater levels in work areas prior to initial operation of drainage and dewatering system. Continue daily monitoring in areas where groundwater control is in operation until time that adjacent structures and pipelines are completed and backfilled or until time that groundwater control systems are turned off.
2. Be responsible for processing and reporting observation well data to the Engineer on a daily basis. Provide data to the Engineer on a form that includes following information: observation well number, depth to groundwater, total depth of well, top of casing elevation, groundwater level elevation, and date and time of reading.
N. Keep groundwater level at a minimum of 2 feet below lowest subgrade level for a given excavation.
JS-17 Date: 02/22/21 RIC No: 2020-CT-054 Removal of Systems
A. At completion of excavation and backfilling work and when approved by the Engineer, remove from site various pipe, deep wells, well points, pumps, generators, observation wells, other equipment, and accessories used for groundwater and surface water control systems.
B. Removed materials and equipment become property of Contractor.
C. Restore areas disturbed by installation and removal of groundwater control systems and observation wells to their original condition.
D. Leave in place deep wells casings, well points, and observation wells located:
1. Within plan limits of structures or pipelines.
2. Within zone below 1H:1V planes extending downward and out from edges of foundation elements or from downward vertical footprint of pipe.
3. Where removal would result in ground movements causing adverse settlement to adjacent ground surface, utilities, or existing structures.
E. Fill pulled casings holes with sand. Where left in place, fill casings with cement grout and cut off a minimum of 3 feet below finished ground level or 1 foot below foundation level to prevent interference with finished structures or pipelines.
F. When directed by the Engineer, leave observation wells in place for continued monitoring. Cut casings flush with final ground level when directed and provide protective lockable boxes with locking devices. Provide protective boxes suitable for traffic and other conditions to which observation wells will be exposed.
METHOD OF MEASUREMENT
A. Dewatering will not be measured for payment.
BASIS OF PAYMENT
A. No separate payment will be made for dewatering. Costs for dewatering shall be included in the appropriate items as listed in the Proposal.
JS-18 Date: 07/27/20 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 203.9901 CELLULAR CONCRETE FILL
DESCRIPTION
This work items shall conform to Section 203 of the Rhode Island Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments except as modified herein.
Furnish all labor, materials, equipment and incidentals required and install all low-density pervious cellular concrete fill (cellular concrete fill) complete as shown on the drawings and as specified herein.
CONSTRUCTION METHODS
Submittals and shop drawings
A. Submit shop drawings and product data including the following:
1. Constituent quantities per cubic yard of the low-density pervious cellular concrete fill mix including water content, cement factor, type and amount of fly ash, type and manufacturer of cement and preformed foam.
2. Technical data on all materials and components.
3. Test Reports a. Sieve analysis of aggregate. b. Laboratory test results of the compressive strength of the proposed mix.
4. Qualifications a. Independent Testing Laboratory 1) Name and address 2) Names and positions of principal officers and the name, position, and qualifications of the responsible registered professional engineer in charge. 3) Listing of technical services to be provided. Indicate external technical services to be provided by other organizations. 4) Names and qualifications of the supervising laboratory technicians. 5) Statement of conformance provided by evaluation authority defined in ASTM C1077. Provide report prepared by evaluation authority when requested by the Engineer. 6) Submit as required above for other organizations that will provide external technical services.
Reference Standards
A. American Society for Testing and Materials (ASTM)
1. ASTM C33 Standard Specification for Concrete Aggregates.
JS-19 Date: 07/27/20 RIC No: 2020-CT-054 2. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
3. ASTM C94 Standard Specification for Ready Mixed Concrete.
4. ASTM C143 Standard Test Method for Slump of Hydraulic Cement Concrete.
5. ASTM C150 Standard Specification for Portland Cement.
6. ASTM C403 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance.
7. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete.
8. ASTM C869 - Standard Specification for Foaming Agents Used in making Preformed Foam for Cellular Concrete.
9. ASTM C940 - Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.
10. ASTM D4832 - Standard Test Method for Preparation and Testing of Controlled Low Strength Material Test Cylinders.
B. American Concrete Institute (ACI).
1. ACI 229R - Report on Controlled Low-Strength Materials.
2. ACI 301 - Standard Specification for Structural Concrete.
3. ACI 522R - Report on Pervious Concrete.
4. ACI 523.1R - Guide for Cast-in-Place Low Density Concrete.
C. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply.
Quality Assurance
A. Field Testing
1. All field testing and inspection services will be provided by the Contractor’s third-party testing firm. Assist in the sampling of materials and cooperate by allowing free access to the work and permitting the use of ladders, scaffolding, and such incidental equipment as may be required. Methods of testing will comply with the applicable ASTM Standards.
2. Field testing of low-density pervious cellular concrete fill will be as specified for concrete in Part 600.
Delivery, Storage and Handling
A. Products shall be stored in conformity with the manufacturer's recommendations.
JS-20 Date: 07/27/20 RIC No: 2020-CT-054 B. Fly ash, aggregate and cement shall be stored or stockpiled in conformity with the recommendations of ACI 301.
Definitions
A. Low-Density Pervious Cellular Concrete Fill: Concrete made with hydraulic cement, water and preformed foam to form a hardened material having an oven-dry density of 35 lb/ft3.
B. Pervious Concrete: Hydraulic cement concrete proportioned with sufficient interconnected voids that result in a highly permeable material, allowing water to readily pass.
PRODUCTS
General
A. The use of manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality and general configuration desired.
B. Materials shall comply with this Section and any applicable State or local requirements.
Materials
A. Cement shall be domestic portland cement conforming to ASTM C150, Type II.
B. Fly ash shall conform to ASTM C618, Class F.
C. Aggregate shall be inert natural sand conforming to the requirements of ASTM C33 or inert natural sand containing aggregate sizes not greater than 3/8-in and having given satisfactory flowability, strength and setting time when used in comparable low-density pervious cellular concrete mixes. Aggregates shall not be expansive or reactive.
D. Water shall be potable, clean and free from injurious amounts of oils, acids, alkalis, organic matter, or other deleterious substances.
E. Preformed foam shall conform to the requirements of ASTM C869.
F. Admixtures shall be free of chlorides and alkalis (except for those attributable to water). Admixtures shall be compatible with the mix.
Mixes
A. Select proportions of ingredients to meet the minimum design strength and to produce low- density pervious cellular concrete fill having proper placability, durability and strength. Proportion ingredients to produce a homogenous mixture which will readily work into corners and angles without permitting materials to segregate.
B. Compression Tests: Furnish testing of the proposed mix to demonstrate compliance with the compression strength requirements.
JS-21 Date: 07/27/20 RIC No: 2020-CT-054
TABLE 1 Design Design Class Density Strength (pcf)
Low-Density Pervious 100(1) 35 +/- 5 Cellular Concrete Fill TABLE 1 NOTES: (1) Minimum compressive strength in psi at 28 days
C. MEASURING, BATCHING, MIXING AND TRANSPORTING
1. Measuring, batching, mixing and transporting shall conform to ASTM C94 and the requirements herein or as otherwise approved in writing by the Engineer.
EXECUTION
Inspection and Coordination
A. The batching, mixing, transporting and placing and of the low-density pervious cellular concrete fill shall be subject to the inspection of the Engineer at all times. No placement shall be made without the inspection and acceptance of the preparations by the Engineer.
Appearance
A. The low-density pervious cellular concrete fill shall have a homogeneous structure which, when hardened, will have the required strength and durability, and allow water to pass.
Installation
A. No low-density pervious cellular concrete fill shall be placed until the condition of subgrade and method of placement have been approved by the Engineer. Before depositing low-density pervious cellular concrete, all debris and foreign matter shall be removed from the excavation. Low density pervious cellular concrete fill shall not be placed in water or submerged within 24 hours after placing, nor shall running water be permitted to flow over the surface of fresh low- density cellular concrete fill.
B. Deposit the mix as near its final position as possible to avoid segregation due to re-handling or flowing. Pumping of the mix will be permitted when the approved design mix is based on pumping. Do not deposit concrete which has partially hardened or has been contaminated by foreign materials.
C. Place low-density pervious cellular concrete fill in 4-ft maximum lifts. Previous lift shall be allowed to cure a minimum 12 hours prior to placing successive lifts.
Curing and Protection
A. Protect all low-density pervious cellular concrete fill against injury from the elements and damage of any nature during construction operations.
JS-22 Date: 07/27/20 RIC No: 2020-CT-054 B. Low-density pervious cellular concrete fill placed during cold weather shall be protected against freezing by methods specified in Part 600. Salt, manure or other chemicals shall not be used for cold weather protection.
C. Protect low-density pervious cellular concrete fill from damage until it has gained sufficient strength. Resistance to support equipment, traffic or other construction loads may be determined by penetration resistances tests in accordance with ASTM C403. The low-density pervious cellular concrete fill shall achieve a minimum penetration resistance number equal to 650 prior to loading the low-density pervious cellular concrete fill.
Field Tests
A. Sets of 6-in by 12-in test cylinders will be taken of the work by the Contractor’s third-party testing firm following the procedures given in ASTM D4832. The number of sets of test cylinders shall be at the discretion of the foam manufacturer’s recommendations. The cylinders shall be capped with neoprene for testing. When the average compressive strength of the cylinders in any set falls below the required compressive strength; the construction manager may reject the fill represented by the set of cylinders or require modification of the proportions of the design mix to achieve the required strengths.
B. Cooperate in the making of tests by allowing free access to the work for the selection of samples, providing an insulated closed curing box for specimens, affording protection to the specimens against injury or loss through the operations and furnishing material and labor required for the purpose of taking test cylinder samples.
METHOD OF MEASUREMENT
A. This item will be measured for payment at the contract unit price per cubic yard in accordance with the plans and/or as directed by the Engineer.
BASIS OF PAYMENT
A. The accepted quantity will be paid for at the contract unit price per cubic yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials and equipment, and all incidentals required to finish the work complete and accepted by the Engineer.
JS-23 Date: 07/27/20 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 205.9901 TEMPORARY SUPPORT OF EXCAVATION
DESCRIPTION: The work under this Item shall conform to the applicable provisions of Section 805 of the Standard Specifications and the specific requirements stipulated below for the component parts of this Item.
Work under this Item shall include all materials, equipment, labor and incidentals needed to design and construct the temporary support of excavation as needed for constructing the bridge abutments. Steel sheet piling shall be driven to an embedment depth as determined by the submitted and approved design prepared by Contractor’s licensed Professional Engineer.
Prior to installing sheet piling the Contractor shall contact DigSafe to verify that the temporary excavation support will not interfere with underground utilities or the proposed bridge structure and any of it’s components.
CONSTRUCTION METHODS: Temporary excavation support shall be securely and satisfactorily cantilevered or braced to withstand all pressures to which it may be subjected and be sufficiently tight to prevent any flow of water or material into the excavated workspace.
The location of nearby residential properties shall require Temporary Excavation support installation by vibratory hammer or hydraulic press methods to reduce noise. Water jetting to assist the pile driving will not be permitted. The Contractor shall take extra precautions to ensure that vertical tolerances of the temporary excavation support is strictly controlled during driving activities.
All temporary excavation support systems used shall be removed at the completion of the work unless removal is determined by the engineer to be potentially damaging to the newly installed structure or any of its components. All removed or cut-off sheet piling will become the property of the Contractor and shall be removed from the work site.
METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
TEMPORARY SUPPORT OF EXCAVATION, when indicated on the plans or in the Special Provisions is measured as a Lump Sum cost. The Lump Sum price shall include the contractor’s need, design calculations, procurement, installation, monitoring, and removal of the temporary Earth support in all locations noted in the plans. The Lump Sum price shall also include full compensation for anchors and walers, when required for the temporary excavation support.
JS-24 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 1 of 27
Remove Section 206, Perimeter Erosion Controls, pages AC-17 through AC-23 of the September 2018 Compilation of Approved Specifications in its entirety and replace it with the following.
SECTION 206
PERIMETER EROSION CONTROLS
206.01 DESCRIPTION. This work consists of the provision of perimeter erosion controls in reasonably close conformity with the dimensions and details indicated on the plans or as directed by the Engineer, all in accordance with these Specifications. Perimeter erosion controls consist of the following four types.
206.01.1 Baled Straw Erosion Checks. Baled straw erosion checks shall consist of baled straw, each bale of which is embedded and attached to the ground with wood stakes, and are constructed as indicated on the Plans.
206.01.2 Silt Fence. Silt fencing shall consist of oak fence posts to which are attached industrial support netting and sediment control filter fabric, constructed as indicated on the Plans.
206.01.3 Baled Hay Erosion Check and Silt Fence Combined. Baled straw erosion checks and silt fence combined shall consist of baled hay straw erosion check installed abutting the filter fabric side of a silt fence, with a minimum of six (6) inches along the bottom edge of the silt fence toed in under the baled straw erosion check as indicated on the Plans.
206.01.4 Compost Filter Sock. Compost filter socks shall consist of a flexible mesh tube filled with composted material and staked to the ground with wooden stakes, constructed as indicated on the plans.
206.02 MATERIALS.
206.02.1 Baled Straw Erosion Checks. Baled r straw shall be baled within twelve months of use. Bindings shall be sufficiently strong to act as handles when placing bales in position by hand. The minimum dimension of any bale shall be 18 inches. Wood stakes shall be oak, 1-inch by 1-inch in section, and at least 3 feet in length.
206.02.2 Silt Fence. The filter fabric shall be a material suitable for erosion control applications and shall be one of those included on the Department’s Approved Materials List. Wood posts shall be oak, 2- inch by 2-inch in section, and at least 4.5 feet in length. Support netting shall be heavy-duty plastic mesh. For prefabricated silt fences, 1-inch by 1-inch wood posts will be permitted.
206.02.3 Baled Straw Erosion Check and Silt Fence Combined. Baled straw shall conform to the requirements of Subsection 206.02.1 above. Silt fencing shall conform to the requirements of Subsection 206.02.2 above.
206.02.4 Compost Filter Sock. Compost filter sock material shall contain composted organic matter in accordance with AASHTO Designation: MP 9-06. Compost filter material shall be in accordance with
JS-25 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 12 of 27
AASHTO Designation: MP 9-06 (latest revision). Compost material shall also meet all applicable Federal and State Regulations. For compost filter socks 18 inches or less in diameter, wooden stakes shall be 1 inch by 1 inch, at 10-foot intervals on center, and of a length that shall project into the soil 1 foot leaving 3 inches to 4 inches protruding above the filter sock. For compost filter socks greater than 18 inches in diameter, wooden stakes shall be 2 inches by 2 inches at 10-foot intervals on center, and of a length that shall project into the soil 1 foot, leaving 3 inches to 4 inches protruding above the filter sock.
206.03 CONSTRUCTION METHODS. Those erosion and pollution controls indicated on the Plans shall be installed and approved by the Engineer before the commencement of any drainage, roadway, or bridge construction.
206.03.1 Baled Straw Erosion Checks.
a. Installation. Baled straw erosion checks shall be constructed at the locations, and in accordance with the details indicated on the Plans, or as directed by the Engineer. The following stipulations also apply:
1. Bales shall be placed in a single row, lengthwise on the contour, with ends of adjacent bales tightly abutting one another.
2. The erosion check shall be entrenched and backfilled. The trench shall be excavated the width of the bale and the length of the check to a minimum depth of 3 inches. After the bales are staked and chinked, the excavated soil shall be backfilled against the check. Backfill shall conform to the ground level on the downhill side and shall be built up to 4 inches against the uphill side.
3. The bales are to be installed so that the bindings are oriented around the sides of the bales rather than along their tops and bottoms.
4. Each bale shall be securely anchored by at least two stakes driven through the bale. The first stake in each bale should be driven toward the previously laid bale to force the bales together.
5. The gaps between bales shall be chinked (filled by wedging) with straw to prevent water from escaping between bales. Loose straw shall be scattered over the area immediately uphill from the bale erosion check to increase efficiency.
6. At approximate intervals of 100 feet, one bale is to be placed against those bales positioned along the limit of clearing. This bale is to be placed at a right angle to the line of the toe of slope.
b. Removal. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Erosion controls shall not be removed until the adjacent exposed areas are free from future uncontrolled discharges. All stakes must be removed from the bales at a time designated by the Engineer. Unless otherwise specified, the bales may be left to rot in place. If the Contract requires the haybales to be removed, they shall be removed only when the adjacent exposed area has been stabilized, i.e., the area has an established grass or stone cover or has been paved, and is free from future uncontrolled discharges. Immediately upon removal of the bales, the remaining exposed areas (under the bales) shall be backfilled with plantable soil, raked, and graded as necessary to match the surrounding grade and then seeded.
JS-26 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 13 of 27
206.03.2 Silt Fence.
a. Installation. Silt fences shall be constructed at the locations and in accordance with the details indicated on the Plans, or as directed by the Engineer. The following stipulations shall apply:
1. A 6-inch deep by 1-foot wide minimum trench shall be dug where the fence is to be installed.
2. The fence shall be positioned in the trench with the fence posts set at 8 feet on center (maximum) in wetland areas and 4 feet on center (maximum) in wetland ravine, gully or drop-off areas, as indicated on the plans.
3. The sedimentation control fabric and the industrial netting shall be stapled to each post. When joints are necessary, filter fabric shall be spliced together only at support posts. Splices shall consist of a 6-inch overlap, and shall be securely sealed.
4. Each wood post with industrial support netting and filter fabric attached shall be driven into the undisturbed soil in the trench as indicated on the Plans.
5. The trench shall be backfilled and the soil compacted over the filter fabric.
6. The installed height of the fence shall be 2½ feet (minimum). However, height shall not exceed 36 inches since higher barriers impound volumes of water sufficient to cause failure of the fence structure.
b. Removal. This work includes the removal of the silt fence erosion checks and posts. Silt fences shall not be left in place. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Erosion controls shall not be removed until the adjacent exposed areas are free from future uncontrolled discharges. A silt fence shall be removed only when the adjacent exposed area is stabilized, i.e., the area has an established grass or stone cover or has been paved, and is free from future uncontrolled discharges. Immediately upon removal of the silt fence, the remaining exposed areas shall be finished as specified above in Para. b of Subsection 206.03.1.
206.03.3 Baled Straw Erosion Check and Silt Fence Combined.
a. Installation. Baled Straw Erosion Check and Silt Fence Combined shall be installed in accordance with the requirements of Para. a of Subsections 206.03.1 and 206.03.2, with the following additional provisions:
1. Silt fencing shall be installed prior to the installation of the baled straw.
2. The trench shall be a minimum of 6-inches deep and a width wide enough to accommodate the baled straw as it abuts the filter fabric side of the silt fence.
3. Prior to backfilling the trench, the baled straw shall be installed tight against the filter fabric side of the silt fence, with a minimum of six (6) inches of the bottom edge of the silt fence toed in under the baled straw within the trench.
JS-27 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 14 of 27
b. Removal. This work includes the removal of the combined baled straw erosion check and silt fence in accordance with Para. b of Subsections 206.03.1 and 206.03.2, with the exception that the baled straw erosion checks shall not be left to rot in place. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Erosion controls shall not be removed until the adjacent exposed areas are free from future uncontrolled discharges.
206.03.4 Compost Filter Sock.
a. Installation. Compost Filter socks shall be constructed at the locations and in accordance with the details indicated on the plans, or as directed by the Engineer. The following stipulations also apply:
1. Compost filter socks may be either fabricated on-site or delivered to the site.
2. Trenching is not required. Compost filter socks shall be placed over the top of ground, wooden stakes shall be driven in pairs on each side of the filter socks to secure them to the ground. To ensure optimum performance, heavy vegetation shall be cut down or removed, and extremely uneven surfaces shall be graded to ensure that the compost filter sock uniformly contacts the ground surface.
3. Filter socks shall be placed in a continuous line. Where ends intersect they shall be sleeved to create an interlock with a two (2) foot overlap. After one section is filled and the ends tied off, the next section shall be pulled over the tied-off end of the previous section, to create a 2-foot overlap. The overlap shall be staked. The intersecting overlaps shall be constructed to ensure that stormwater does not break through at these intersection points.
b. Removal. This work, if required, shall include the removal of the compost filter sock and stakes. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Erosion controls shall not be removed until the adjacent exposed areas are free from future uncontrolled discharges. Unless biodegradable, the mesh filter sock material shall be cut open and the mesh removed. In general, the compost filter material may be left in place; however, the material shall be raked out level to surrounding grades, then seeded. Immediately upon removal of the compost filter socks, the remaining exposed areas shall be finished as specified in Para. b of Subsection 206.03.1.
206.04 METHOD OF MEASUREMENT.
206.04.1 Baled Straw Erosion Checks. "Baled Straw Erosion Checks" will be measured by the number of linear feet actually installed in accordance with the Plans and/or as directed by the Engineer.
a. Removal. If required by the Contract, "Removal of Baled Straw Erosion Checks" will be measured by the number of linear feet actually removed in accordance with the Plans and/or as directed by the Engineer.
206.04.2 Silt Fence. "Silt Fence" erosion checks will be measured by the number of linear feet actually installed in accordance with the Plans and/or as directed by the Engineer.
206.04.3 Baled Straw Erosion Check and Silt Fence Combined. “Baled Straw Hay Erosion Check and Silt Fence Combined” will be measured by the number of linear feet of combined baled hay straw
JS-28 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 15 of 27 erosion check and silt fence actually installed in accordance with the Plans and/or as directed by the Engineer.
206.04.4 Compost Filter Sock. “Compost Filter Sock” of the various sizes as indicated on the plans will be measured by the number of linear feet of continuous runs of such compost filter sock actually installed in accordance with the Plans and/or as directed by the Engineer.
206.05 BASIS OF PAYMENT.
206.05.1 Baled Straw Erosion Checks. The accepted quantity of "Baled Straw Erosion Checks" will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance, and equipment, including excavation, bales, stakes, removal of stakes, and all incidentals required to finish the work, complete and accepted by the Engineer.
a. Removal. If required by the Contract, the accepted quantity of "Removal of Baled Straw Erosion Checks" will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, and equipment including, removal of straw, grading, raking, and seeding necessary to match the surrounding area, and all incidentals required to finish the work complete and accepted by the Engineer.
206.05.2 Silt Fence. The accepted quantity of "Silt Fence" erosion checks will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance, and equipment including excavation, filter fabric, industrial netting, posts, removal of fence, grading, raking and seeding necessary to match the surrounding area, and all incidentals required to finish the work complete and accepted by the Engineer.
206.05.3 Baled Straw Erosion Check and Silt Fence Combined. The accepted quantity of “Baled Straw Erosion Check and Silt Fence Combined” will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance, and equipment, including excavation; filter fabric, baled straw, stakes, industrial netting, posts, removal of baled straw, removal of fence, removal and disposal of entrapped material, backfill material, grading, raking and seeding as necessary to match the surrounding area, and all incidentals required to finish the work complete and accepted by the Engineer.
206.05.4 Compost Filter Sock. The accepted quantity of “Compost Filter Sock” will be paid for at the contract unit prices per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials , cleaning, maintenance, and equipment, including mesh filter socks, removal of mesh filter socks, compost filter material, stakes, removal of stakes, removal and disposal of entrapped material, grading, raking and seeding as necessary to match the surrounding area, and all incidentals required to finish the work complete and accepted by the Engineer.
206.05.5 Cleaning and Maintenance. There will be no separate payment for cleaning and maintenance of Baled Straw Erosion Checks, Silt Fence, Baled Straw Erosion Check and Silt Fence Combined, and Compost Filter Socks. Cleaning and Maintenance will be considered incidental to the installation and removal of these items.
JS-29 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 16 of 27
Remove Section 207, Check Dams, pages 2-43 to 2-48 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 207
CHECK DAMS
207.01 DESCRIPTION. This work consists of the provision of check dams and dikes in reasonably close conformity with the dimensions and details indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. Check dams consist of the following three types:
207.01.1 Sand Bag Erosion Dikes. This work consists of the placement of sand bags across either riprap or earth ditches, thereby forming a dike, to create temporary stilling basins for pollution control, constructed as indicated on the Plans.
207.01.2 Stone Check Dams. This work consists of the placement of stone in ditches or drainage swales, constructed as indicated on the Plans.
207.01.3 Compost Filter Sock Check Dams. Compost filter sock check dams shall consist of a flexible mesh tube filled with composted material and staked to the ground with wooden stakes, constructed as indicated on the plans.
207.02 MATERIALS.
207.02.1 Sand Bag Erosion Dikes. The sand bags and the sand material shall be of a quality acceptable to the Engineer. Dumped stone, when required, shall meet the requirements of Subsection M.10.03.2 for Modified NSA Class R-4 riprap. The filled sand bags will weigh a minimum of 60 pounds.
207.02.2 Stone Check Dams. The stone shall meet the requirements of Subsection M.01.09, Table I, Column V for Filter Stone.
207.02.3 Compost Filter Sock Check Dams. Compost filter sock material shall be in accordance with AASHTO Designation: MP 9-06. Compost material shall also meet all applicable Federal and State Regulations. For compost filter socks 18 inches or less in diameter, wooden stakes shall be 1 inch by 1 inch, and of a length that shall project into the soil 1 foot leaving 3 inches to 4 inches protruding above the filter sock. For compost filter socks greater than 18 inches in diameter wooden stakes shall be 2-inch by 2-inch and of a length that shall project into the soil 1 foot leaving 3 inches to 4 inches protruding above the filter sock. Stakes shall be placed at the ends and at 5- foot intervals, on center.
207.03 CONSTRUCTION METHODS. Those erosion and pollution controls indicated on the Plans shall be installed and approved by the Engineer before the commencement of any drainage, roadway or bridge construction.
207.03.1 Sand Bag Erosion Dikes.
JS-30 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 17 of 27
a. Installation. Sand bag erosion dikes shall be constructed as indicated on the Plans. The sand bags will be placed a minimum of four layers high. Over the center of the ditch the top layer of sand bags will have a weir opening equal to one half the bottom ditch width. The sand bags shall be extended such a length that the bottom of the end sand bags are higher in elevation than the top of the lowest middle sand bag.
When the sand bag dike is constructed across an earth ditch, the down-stream side of the dike at the weir opening is to be protected with Modified NSA Class R-4 dumped riprap.
b. Removal. Sand bag erosion dikes shall be removed prior to the completion of the project at a time designated by the Engineer. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Check dams shall not be removed until the adjacent exposed areas are free from future uncontrolled discharges. Immediately upon removal of the sand bag erosion dikes the remaining exposed areas shall be backfilled, raked, and graded as necessary to match the surrounding grade and then seeded.
207.03.2 Stone Check Dams.
a. Installation. Stone check dams shall be constructed as indicated in on the Plans. The stone shall be placed across the ditch or swale to achieve complete coverage and shaped to the required configuration by the use of hand tools. The stone shall be sloped from the sides of the ditch/swale towards the center such that the center is 6 inches lower than the stone at the sides of the ditch/swale. The check dam shall have 2 horizontal to 1 vertical side slopes and shall not exceed 2 feet in height.
b. Removal. Stone check dams shall be removed prior to the completion of the project at a time designated by the Engineer. Removal shall not occur until the adjacent exposed areas are free from future uncontrolled discharges. Before removal, all accumulated sediment on the upstream side shall be removed and legally disposed. Immediately upon removal of the Stone Check Dams, the remaining exposed areas shall be backfilled, raked, and graded as necessary to match the surrounding grade, and then seeded.
207.03.3 Compost Filter Sock Check Dams.
a. Installation. Compost filter sock check dams shall be constructed at the locations, and in accordance with the details indicated on the plans, or as directed by the Engineer. The following stipulations also apply:
1. Compost filter sock check dams may be either fabricated on site or delivered to the site.
2. Trenching is not required. Compost filter sock check dams shall be placed over the top of ground, wooden stakes shall be driven in pairs on each side of the filter socks to anchor them to the ground. To ensure optimum performance, heavy vegetation shall be cut down or removed, and extremely uneven surfaces should be graded to ensure that the compost filter sock uniformly contacts the ground surface. These may be placed over the top of rolled erosion controls mats or turf re-enforcement mats. These may also be stacked if additional height is needed.
3. Compost filter sock check dams shall be installed perpendicular to flow. The check dams shall extend to such a length that the bottoms of each end are higher in elevation than the lowest middle part or the top of the banks (maximum flow line) are reached.
JS-31 Date: 0505/12/20-12-20 RIC No: 2020-CT-054Page 18 of 27
b. Removal. This work, if required, shall include the removal of the compost filter sock and stakes. Before removal, all accumulated sediment and debris on the upstream side shall be removed and legally disposed. Erosion checks shall not be removed until the adjacent exposed areas are relatively free from future uncontrolled discharges. Unless biodegradable, the mesh filter sock material shall be cut open and the mesh removed. In general, the compost filter material may be left in place, however the material shall be raked out leveled to surrounding grades, then seeded.
207.04 METHOD OF MEASUREMENT.
207.04.1 Sand Bag Erosion Checks. "Sand Bag Erosion Checks" will be measured by the number of sand bags actually installed in accordance with the Plans and/or as directed by the Engineer.
207.04.2 Stone Check Dams. "Stone Check Dams" will be measured by the number of cubic feet of stone actually placed in accordance with the Plans and/or as directed by the Engineer.
207.04.3 Compost Filter Sock Check Dams. “Compost Filter Sock Check Dams” of the various sizes as indicated on the plans will be measured by the number of linear feet of continuous runs of such compost filter sock actually installed in accordance with the Plans and/or as directed by the Engineer.
207.05 BASIS OF PAYMENT.
207.05.1 Sand Bag Erosion Checks. The accepted quantity of "Sand Bag Erosion Checks" will be paid for at the contract unit price per each bag as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, cleaning, maintenance, equipment and materials, including bags, sand, the subsequent removal of sand bags, and all other incidentals required to finish the work, complete and accepted by the Engineer.
207.05.2 Stone Check Dams. The accepted quantity of "Stone Check Dams" will be paid for at the contract unit price per cubic foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance, and equipment, the subsequent removal of the stone, and all incidentals required to finish the work, complete and accepted by the Engineer.
207.05.3 Compost Filter Sock Check Dams. The accepted quantity of “Compost Filter Sock Check Dams” will be paid for at the contract unit prices per linear foot as listed in the Proposal. The price so- stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance and equipment, including mesh filter socks, removal of mesh filter socks, compost filter material, stakes, removal of stakes, removal and disposal of entrapped material, backfill material, grading, raking and seeding as necessary to match the surrounding area, and all incidentals required to finish the work, complete and accepted by the Engineer.
207.05.4 Cleaning and Maintenance. There will be no separate payment for cleaning and maintenance of Sand Bag Erosion Checks, Stone Check Dams, and Compost Filter Sock Check Dams. Cleaning and Maintenance will be considered incidental to the installation and removal of these items.
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Remove Section 208, Temporary Dewatering Basins, pages 2-48 to 2-50 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 208
TEMPORARY DEWATERING BASINS
208.01 DESCRIPTION. This work consists of the provision of temporary dewatering basins for the purpose of controlling water pollution caused by sediment-laden discharge from excavation sites. The basins shall be constructed in reasonably close conformity with the dimensions and details indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. Temporary dewatering basins consist of the following two types:
208.01.1 Dewatering Basin. The basin consists of a rectangular concrete barrier enclosure, the bottom and sides of which are lined with filter fabric. The bottom fabric is stabilized with filter stone. The basin is divided into the required number of 12-foot sections by stone berms approximately 18 inches high. The entire unit is constructed as indicated on the Plans.
208.01.2 Filter Fabric Retention Basin. The basin consists of a rectangular enclosure formed by a 2- foot high chain link fence. Both the fence and the bottom of the enclosure are lined with filter fabric which is stabilized by a layer of rock riprap. The entire unit is constructed as indicated on the Plans.
208.02 MATERIALS.
208.02.1 Dewatering Basins. Precast concrete barrier units shall conform to details indicated on the Plans and to the applicable requirements of SECTION 909 of these Specifications. Filter fabric shall conform to the applicable requirements of Subsection 206.02.2; Silt Fence, of these Specifications. Filter stone shall conform to the requirements of Subsection M.01.09, Table I, Column V of these Specifications. Sand bags shall be of a quality acceptable to the Engineer. Straw bales and wood stakes shall conform to the requirements of Subsection 206.02.1 of these Specifications.
208.02.2 Filter Fabric Retention Basins. The fence shall conform to the requirements for Type I Chain Link Fence as set forth in SECTION 903 of these Specifications. Wood posts shall be 2-inch by 2-inch oak and at least 3 feet in length. Filter fabric shall conform to the requirements for same as set forth in Subsection 206.02.2 of these Specifications. The layer of stone over the bottom of the basin shall meet the requirements of Subsection M.10.03.2 for Modified NSA Class R-4 riprap.
208.03 CONSTRUCTION METHODS. Those erosion and pollution controls indicated on the Plans shall be installed and approved by the Engineer before the commencement of any drainage, roadway, or bridge construction.
208.03.1 Dewatering Basin.
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a. Installation. Dewatering basins shall be constructed at the locations, and in accordance with the details indicated on the Plans, or as directed by the Engineer. The following stipulations shall also apply:
1. The precast concrete barrier units shall be placed on level, or nearly level, ground.
2. Filter fabric shall be placed on the bottom of the entire area enclosed by the concrete barrier units. If more than one sheet of fabric is required, the adjacent section shall be overlapped a minimum of 12 inches to insure full coverage. Filter fabric shall be turned up along the inside face of the concrete barriers to the top of same, there to be folded across the top of the barriers. The fabric will be maintained in position by the placement of sand bags, end-to-end, along the top of the concrete barrier enclosure.
3. A minimum layer of 6 inches of filter stone shall be spread over the bottom of the basin. Stone berms shall be constructed at 12-foot intervals along the length of the basin.
b. Removal. The dewatering basin will not be removed until all dewatering operations are complete. Prior to such removal, however, all accumulated sediment within the basin shall be removed and legally disposed of in accordance with the applicable requirements of SECTION 212 of these Specifications. The area covered by the basin shall be seeded and mulched immediately after the basin is removed.
208.03.2 Filter Fabric Retention Basin.
a. Installation. Retention basins shall be constructed at the locations, and in accordance with the details indicated on the Plans, or as directed by the Engineer. The following stipulations shall also apply:
1. The filter fabric retention basin shall be placed on stabilized and level, or nearly level, ground to prevent erosion by water exiting the basin.
2. A 6-inch by 6-inch minimum trench shall be dug where the basin is to be constructed.
3. The filter fabric and wire backing shall be 3 feet wide (minimum) positioned in the trench and secured to metal posts positioned 4 feet on center (maximum).
4. The metal posts shall be driven into undisturbed soil next to the trench to a minimum depth of 12 inches.
5. Place fill material in the trench and compact.
6. The installed height of the fence shall be 2 feet (minimum).
7. A minimum layer of 6 inches of filter stone (Modified NSA Class R-4 riprap) shall be spread evenly over the bottom of the basin.
b. Removal requirements for the filter fabric retention basin are the same as set forth for the dewatering basin in Para. b of Subsection 208.03.1.
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208.04 METHOD OF MEASUREMENT. "Dewatering Basins" and "Filter Fabric Retention Basins" will be measured by the number of square feet of each such basin actually provided in accordance with the Plans and/or as directed by the Engineer. Area will be computed based on the outside dimensions of the basin enclosures.
208.05 BASIS OF PAYMENT. The accepted quantities of "Dewatering Basins" and "Filter Fabric Retention Basins" will be paid for at their respective contract unit prices per square foot as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, cleaning, maintenance, and equipment, including installation, subsequent removal, and restoration of basin areas, and all other incidentals required to finish the work, complete and accepted by the Engineer.
208.05.1 Cleaning and Maintenance. There will be no separate payment for the cleaning and maintenance of Dewatering Basins and Filter Fabric Retention Basins. Cleaning and Maintenance will be considered incidental to the installation and removal of these items.
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Remove Section 209, Storm Drain Protection, pages 2-50 to 2-53 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 209
STORM DRAIN PROTECTION
209.01 DESCRIPTION. This work consists of the provision of temporary storm drain protection facilities constructed in reasonably close conformity with the dimensions and details indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. Storm drain protection facilities consist of the following three types.
209.01.1 Silt Fence Catch Basin Inlet Protection. This work consists of placing a temporary filter fabric fence around inlet grates. Silt fence inlet protection shall be constructed as indicated on the Plans.
209.01.2 Baled Straw Catch Basin Inlet Protection. This work consists of placing baled straw around catch basin inlets. Baled straw inlet protection shall be constructed as indicated on the Plans.
209.01.3 Sack Insert Catch Basin Inlet Protection and High Flow Sack Insert Catch Basin Inlet Protection. This work consists of placing a reusable geotextile sack to be installed in drainage structures for the protection of wetlands and other resource areas and the prevention of silt and sediment from the construction site from entering the storm water collection system. Catch Basin Insert Sediment Sack shall be constructed as indicated on the Plans.
209.02 MATERIALS.
209.02.1 Silt Fence Catch Basin Inlet Protection. The filter fabric shall be a material suitable for erosion control applications and shall be one of those included on the Department’s Approved Materials List. Wood posts shall be oak, 2-inch by 2-inch in section, and at least 4½ feet in length. Support netting shall be heavy-duty plastic mesh. For prefabricated silt fence, 1-inch by 1-inch wood posts will be permitted.
209.02.2 Baled Straw Catch Basin Inlet Protection. Baled straw and wood stakes shall conform to the requirements of Subsection 206.02.1 of these Specifications.
209.02.3 Catch Basin Insert Sediment Sack.and High Flow Sack Insert Catch Basin Inlet Protection Shall be made of a permeable geotextile that allows water to pass but prevents silt, sediment and trash from passing. Sacks shall be rated as regular flow or high flow. High flow sacks shall be woven polypropylene geotextile and sewn by a double needle machine using high strength nylon. Both regular and high flow may include overflow holes to make the silt sack effective even in the most extreme weather events.
1. Regular flow sacks must meet the following: a. Minimum Puncture Strength, ASTM D4533 of 140 lbs. b. Minimum sieve size of 40
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c. Minimum flow rate, ASTM D4491 of 50 gpm/ft2
2. High flow sacks must meet the following: a. Minimum Puncture Strength, ASTM D4533 of 130 lbs. b. Minimum sieve size of 20 c. Minimum flow rate, ASTM D4491 of 100 gpm/ ft2
209.03 CONSTRUCTION METHODS. Those erosion and pollution controls indicated on the Plans shall be installed and approved by the Engineer before the commencement of any drainage, roadway, or bridge construction.
209.03.1 Silt Fence Catch Basin Inlet Protection.
a. Installation. The silt fence inlet protection shall be constructed as indicated on the Plans. The following stipulations shall also apply:
1. Posts shall extend at least 1 foot below grade.
2. The filter fabric shall extend to a height at least 12 inches above the top of the inlet grate, but shall not exceed 3 feet in height.
3. The support netting shall extend to the full height of the filter fabric.
4. A trench shall be excavated approximately 6 inches wide and 6 inches deep around the outside perimeter of the stakes. The filter fabric and support netting shall extend at least 6 inches into the trench. After the fabric and support netting are fastened to the stakes the trench should be backfilled and compacted to original grade.
5. The filter fabric and support netting fence shall be securely fastened to the stakes using heavy duty wire staples at least 1-inch long. Ends of the filter fabric must meet at a stake, be overlapped, folded and stapled to the stake.
b. Removal. The silt fence inlet protection shall be removed and the area prepared for pavement construction once the contributing drainage area is free from future uncontrolled discharges. Prior to such removal, however, all silt, mud, and debris entrapped by the silt fence shall be removed and the area cleaned up in accordance with the applicable provisions of SECTION 212 of these Specifications.
209.03.2 Baled Straw Catch Basin Inlet Protection.
a. Installation. The baled straw inlet protection shall be constructed as indicated on the Plans. The following stipulations shall also apply:
1. The bales shall be entrenched and backfilled. The trench shall be excavated the width of the bale and the length of the check to a minimum depth of 3 inches. After the bales are staked and chinked, the excavated soil shall be backfilled against the check. Backfill shall conform to the ground level on the inside and shall be built up to 4 inches around the outside.
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2. The bales are to be installed so that the bindings are oriented around the sides of the bales rather than along their tops and bottoms.
3. Each bale shall be securely anchored by at least two stakes driven through the bale. The first stake in each bale should be driven toward the previously laid bale to force the bales together.
4. The gaps between bales shall be chinked (filled by wedging) with straw to prevent water from escaping between bales.
b. Removal. The baled hay straw inlet protection shall be removed and the area prepared for pavement construction the contributing drainage area is free from future uncontrolled discharges. Prior to such removal, however, all silt, mud, and debris entrapped by the baled straw shall be removed and the area cleaned up in accordance with the applicable provisions of SECTION 212 of these Specifications.
209.03.3 Sack Insert Catch Basin Inlet Protection and High Flow Sack Insert Catch Basin Inlet Protection.
a. Installation. The catch basin insert sack shall be constructed as indicated on the Plans and as required by the Resident Engineer. The following stipulations shall also apply:
1. The device shall be manufactured to fit the opening of the drainage structure, and shall be mounted under the grate. The insert sack shall be secured from the surface such that the grate can be removed without the insert discharging into the structure. All curb inlets shall be blocked to prevent stormwater from bypassing the device. The sack (filter material) shall be installed and maintained in accordance with the manufacturer’s written literature and as directed by the Engineer.
2. Sacks shall remain in place until surface borne sediment has been stabilized upon completion of final pavement and sidewalk placement, and the adjacent graded areas have become permanently stabilized by vegetative growth.
3. The Contractor shall inspect the condition of the sacks after each rainstorm and prior to a major rain events. Sacks shall be cleaned periodically to remove and dispose accumulated material as required. Sacks which become damaged during construction operations shall be repaired or replaced immediately.
4. When emptying the sack, the Contractor shall take all due care to prevent the captured material from entering the structure. Silt, sediment, and other debris found in the drainage system at the end of construction shall be removed at the Contractor’s expense. The silt and sediment from the sack shall be legally disposed of offsite. Under no condition shall silt and sediment from the insert be deposited on site or used in construction.
b. Removal. Sack Insert Catch Basin Inlet Protection and High Flow Sack Insert Catch Basin Inlet Protection shall be removed prior to final inspection when the contributing drainage area is free from future uncontrolled discharges including winter operations. Prior to such removal, however, all silt, mud, and debris entrapped by the sack shall be removed and the area cleaned up in accordance with the applicable provisions of SECTION 212 of these Specifications.
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209.04 METHOD OF MEASUREMENT.
209.04.1 Silt Fence Catch Basin Inlet Protection. "Silt Fence Catch Basin Inlet Protection" will be measured by the number of linear feet of such protection actually installed in accordance with the Plans and/or as directed by the Engineer.
209.04.2 Baled Straw Hay Catch Basin Inlet Protection. "Baled Straw Catch Basin Inlet Protection" will be measured by the number of linear feet of straw bales actually installed in accordance with the Plans and/or as directed by the Engineer.
209.04.3 Sack Insert Catch Basin Inlet Protection and High Flow Sack Insert Catch Basin Inlet Protection. "Sack Insert Catch Basin Inlet Protection " and “High Flow Sack Insert Catch Basin Inlet Protection” will be measured by the number of catch basins actually protected with sacks in accordance with the Plans and/or as directed by the Engineer.
209.05 BASIS OF PAYMENT.
209.05.1 Silt Fence Catch Basin Inlet Protection. The accepted quantity of "Silt Fence Catch Basin Inlet Protection" will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance and equipment, including excavation, stakes, support netting, filter fabric, backfill, the subsequent removal of the entire temporary facility, and all incidentals required to finish the work, complete and accepted by the Engineer.
209.05.2 Baled Straw Catch Basin Inlet Protection. The accepted quantity of "Baled Straw Catch Basin Inlet Protection" will be paid for at the contract unit price per linear foot as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, cleaning, maintenance and equipment, including excavation, straw bales, stakes, backfill, the subsequent removal of the entire temporary facility, and all incidentals required to finish the work, complete and accepted by the Engineer.
209.05.3 Sack Insert Catch Basin Inlet Protection and High Flow Sack Insert Catch Basin Inlet Protection . The accepted quantity of “Sack Insert Catch Basin Inlet Protection” and “High Flow Sack Insert Catch Basin Inlet Protection” will be paid for at the contract unit price per EACH as listed in the Proposal. The price so-stated constitutes full and complete compensation for all materials, including sacks, labor, cleaning, maintenance, equipment, and all incidentals required to complete the work, including final removal of inlet protection device.
209.05.4 Cleaning and Maintenance. There will be no separate payment for the cleaning and maintenance of, Silt Fence Catch Basin Inlet Protection, Baled Straw Catch Basin Inlet Protection and Sack Insert Catch Basin Inlet Protection. Cleaning and Maintenance will be considered incidental to the installation and removal of these items.
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Remove Section 210, Stilling Basins for Water Pollution Control, pages 2-53 to 2-54 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 210
STILLING BASINS FOR WATER POLLUTION CONTROL
210.01 DESCRIPTION. This work consists of the provision of temporary and/or permanent stilling basins in reasonably close conformity with the dimensions and details indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications.
210.02 MATERIALS. The various materials required for the construction of stilling basins will be indicated on the Plans.
210.03 CONSTRUCTION METHODS. The stilling basins will be constructed in such a manner to allow any material which may cause a natural water course or the surrounding environment to be damaged to be retained in the basin. During the life of the Contract, the Contractor will be required to periodically clean the pool and to maintain the basin, both as directed by the Engineer. If the basin is temporary, the Contractor will be required to fill the basin with suitable material and to restore the area in which the basin was located to either its original condition or to the requirements of the Contract.
In all cases the stilling basins are to be constructed immediately after the clearing and grubbing operation and before commencement of any excavation and/or embankment. The single exception to this requirement is the construction of a leveling course to create a work platform. Excavation for stilling basins is to take place from the downstream end of the basin and to proceed upstream. Prior to the start of excavation, temporary baled hay ditch erosion checks and/or hay log check dams are to be constructed immediately beyond the downstream end of the basin. When the basin is complete the above temporary erosion control measures are to be removed.
210.04 METHOD OF MEASUREMENT. "Stilling Basins for Water Pollution Control" will not be measured by a single unit of measurement usually associated with a specific Proposal item. Rather, each individual item of work required to provide such basins will be measured by their respective units of measurement for the quantity actually provided in accordance with the Plans and/or as directed by the Engineer.
210.05 BASIS OF PAYMENT. "Stilling Basins for Water Pollution Control" will not be paid for as completed facilities. Rather, such basins will be paid for at the contract unit prices listed in the Proposal for those various items of work required to construct, clean, and maintain the facility, and in the cases of temporary basins, those items of work necessary to remove the basin and restore the area to its original or proposed condition, and all incidentals required to finish the work, complete and accepted by the Engineer.
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210.05.1 Cleaning and Maintenance. There will be no separate payment for the cleaning and maintenance of “Stilling Basins for Water Pollution Control.” Cleaning and Maintenance will be considered incidental to the installation and removal of this item
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Remove Section 211, Construction Accesses, pages 2-54 to 2-55 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 211
CONSTRUCTION ACCESSES
211.01 DESCRIPTION. This work consists of the provision of stabilized stone pads located at points of vehicular ingress and egress on construction sites.
211.01.1 Planning Considerations. Public roads adjacent to a construction site shall be clean at the end of each day. This SECTION 211 provides for an area where mud can be removed from the tires of construction vehicles before such vehicles enter a public road. The action of vehicles traveling over a stabilized stone pad will remove most of the mud from tires. Construction accesses shall be used in conjunction with the stabilization of construction roads to reduce the amount of mud picked up by construction vehicles.
211.02 MATERIALS. Crushed stone shall conform to the requirements of Subsection M.01.09, Table I, Column II of these Specifications. Filter fabric shall conform to the requirements for same as set forth in Subsection 206.02.2 of these Specifications.
211.03 CONSTRUCTION METHODS. Stabilized stone pads employed as construction entrances shall be constructed as indicated on the Plans.
211.03.1 Entrance Dimensions.
a. Thickness. The thickness of the stabilized stone pad shall be a minimum of 5 inches.
b. Width. The width shall not be less than the full width of the respective points of ingress or egress.
c. Length. The length of construction entrances shall be at least 50 feet where the soils are sands or gravels, except where the traveled length is less than 50 feet. Where soils are clays or silts, the length of construction entrances shall be at least 100 feet except where the traveled length is less than 100 feet.
211.03.2 Installation Requirements. The area of the construction entrance shall be cleared of all vegetation, roots, stumps, or other objectionable material. The area shall then be excavated to subgrade and graded. Filter fabric shall be placed on the prepared subgrade prior to the placement of the stone pad. The stone shall be placed according to the specified dimensions.
211.04 METHOD OF MEASUREMENT. "Construction Accesses" will be measured by the number of square yards of stabilized stone pads actually installed for this purpose in accordance with the Plans and/or as directed by the Engineer.
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211.05 BASIS OF PAYMENT. The accepted quantity of "Construction Accesses" will be paid for at the contract unit price per square yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, material, cleaning, maintenance and equipment, including excavating, filter fabric, stabilized stone pad, and subsequent removal of same, and all incidentals required to finish the work complete and accepted by the Engineer.
211.05.1 Cleaning and Maintenance. There will be no separate payment for the cleaning and maintenance of Construction Accesses. Cleaning and Maintenance will be considered incidental to the installation and removal of this item.
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Remove Section 212, Maintenance and Cleaning of Erosion and Pollution Controls, pages 2-55 to 2- 59 of the RI Standard Specifications for Road and Bridge Construction in its entirety and replace it with the following.
SECTION 212
MAINTENANCE AND CLEANING OF EROSION AND POLLUTION CONTROLS
212.01 DESCRIPTION. This work consists of the maintenance and cleaning of erosion and pollution control items as well as performing inspection and documentation of RIDOT Small Site Stormwater Pollution Prevention Plan (SWPPP) and/or RIDOT Soil Erosion and Sediment Control (SESC) reports year-round in accordance with these Specifications and as directed by the Engineer and the Office of Stormwater Management. There is no winter shutdown period associated with this SECTION 212.
212.01.1 Applicable Controls. The specific erosion and pollution controls to be cleaned and maintained under this Section consist of the following:
a. Perimeter Controls.
1. Baled Straw Erosion Checks Subsection 206.01.1
2. Silt Fence Subsection 206.01.2
3. Baled Straw Erosion Checks and Subsection 206.01.3 Silt Fence Combined
4. Compost filter sock Subsection 206.01.4
b. Check Dams.
1. Sand Bag Erosion Dikes Subsection 207.01.1
2. Stone Check Dams Subsection 207.01.2
3. Compost Filter Sock Check Dams Subsection 207.01.3
c. Temporary Dewatering Basins.
1. Dewatering Basins Subsection 208.01.1
2. Filter Fabric Retention Basins Subsection 208.01.2
d. Storm Drain Protection.
1. Silt Fence Catch Basin Inlet Protection Subsection 209.01.1
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2. Baled Straw Catch Basin Subsection 209.01.2 Inlet Protection;
3. Sack Insert Catch Basin Subsection 209.01.3 Inlet Protection
4. High Flow Sack Insert Catch Basin Subsection 209.01.3 Inlet Protection
e. Stilling Basins. Subsection 210.01
f. Construction Accesses. Subsection 211.01
212.01.2 Definitions.
a. Cleaning. Cleaning consists of removing debris and accumulated sediment-laden deposits from the upstream side of perimeter controls, check dams and storm drain protection, construction access and from the bottom of temporary dewatering basins and stilling basins. All material so-removed shall be legally disposed of.
b. Maintenance. Maintenance consists of the restoration and repair of damage sustained by erosion and pollution controls from “normal” rainfall events (Abnormal weather events are defined in Subsection 212.03.4; Failure of Erosion and Pollution Controls due to Abnormal Weather).
c. Inspection. Inspection consists of the required environmental permit inspection plans, reports, and procedures including but not limited to the SWPPP and/or SESC plan.
212.02 MATERIALS. Materials required to repair and restore damaged erosion and pollution controls shall meet the applicable requirements of Subsections 206.02; 207.02; 208.02; 209.02; 210.02; and 211.02 for Perimeter Erosion Controls, Check Dams, Temporary Dewatering Basins, Storm Drain Protection, Stilling Basins and Construction Accesses, respectively, of these Specifications.
212.03 CONSTRUCTION METHODS. Erosion and pollution controls shall be maintained by the Contractor to the satisfaction of the Engineer and the Office of Stormwater Management. Erosion and pollution controls must be able to prevent, under normal weather conditions, both the movement of soil materials and the intrusion of sediment-laden discharges into environmentally sensitive areas.
Construction shall not commence or continue until all specified erosion and pollution controls are in place, properly installed and accepted by the Engineer and the Office of Stormwater Management.
Erosion and pollution controls shall be routinely inspected by the Contractor’s certified inspector in accordance with the SWPPP or SESC. After each inspection, the Contractor shall take corrective actions and make all necessary cleaning, maintenance and repairs whenever maintenance of the erosion and pollution controls is required. The Contractor shall commence with the requisite cleaning, maintenance, and repairs no later than the next consecutive calendar day after the SWPPP or SESC inspection was conducted, and shall aggressively and expeditiously perform such cleaning maintenance, and repair work until the original problem is remedied to the complete satisfaction of the Engineer and/or
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Office of Stromwater Management. In the event of a holiday or weekend storm event, the Contractor must have resources available to restore and, if necessary, to replace any damaged erosion controls.
SWPPP or SESC inspections shall be performed until all the following criteria are met:
a) All disturbed areas are permanently stabilized;
b) Punch list is completed;
c) Storage/laydown areas are restored.
212.03.1 Threshold for Cleaning Erosion Controls. Erosion and pollution controls shall be cleaned when directed by the Engineer and/or Office of Stormwater Management; after a rainstorm; or when sediment deposits reach the heights indicated in the following table:
a. Perimeter Controls Height
1. Baled Straw Erosion Checks ½ Bale Height
2. Silt Fence 6 inches
3. Baled Straw Erosion Checks and ½ Bale Height Silt Fence Combined
4. Compost Filter Sock ½ Sock Height
b. Check Dams
1. Sand Bag Erosion Dike ½ Dike Height
2. Stone Check Dam ½ Dam Height
3. Compost Filter Sock Check Dam ½ Sock Height
c. Temporary Dewatering Basins
1. Dewatering Basins ½ Original Basin Height
2. Filter Fabric Retention Basin ½ Original Basin Height
d. Storm Drain Protection
1. Silt Fence Catch Basin Inlet Protection 6 inches
2. Baled Hay Catch Basin Inlet Protection ½ Bale Height
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1 3. Sack Insert Catch Basin /3 Sack Height Inlet Protection
1 4. High Flow Sack Insert Catch Basin /3 Sack Height Inlet Protection
e. Stilling Basins ½ Depth Below Outlet Elevation
212.03.2 Other Requirements.
a. Certified SWPPP/SESC Inspector. The Contractor shall provide a certified SWPPP/SESC inspector at the contractor’s own expense to perform and report on SWPPP/SESC inspections. A certified SWPPP/SESC inspector shall be an individual that is a Certified Professional in Erosion and Sediment Control (CPESC) or a Certified Professional in Stormwater Quality (CPSWQ).
1. A Certified Professional in Erosion and Sediment Control (CPESC) and/or Certified Professional in Stormwater Quality (CPSWQ), is intended to ensure certificants meet the Federal requirements including the US Environmental Protection Agency’s National Pollutant Discharge Elimination System definition of “Qualified Personnel” and also ensure that the projects they oversee; meet the requirements of all contract permits and State/Local regulations.
2. Certified Inspectors must attach a valid Certificate to each SWPPP/SESC report. Certificates must include the certifying agency/organization name and seal, the inspectors name, expiration date, and unique certification identification number.
3. Certifications may be rejected by the Engineer or the Office of Stormwater Management if:
(a) SWPPP/SESC reports from the inspector are incomplete/inaccurate as determined by the Engineer or the Office of Stormwater Management more than twice in a calendar year.
(b) It is determined by the Office of Stormwater Management that the certifying agency/organization does not meet the requirements in Subsection 212.03.2.a.1.
(c) A SWPPP/SESC report is intentionally incorrect, inaccurate or missing important information of any kind as determined by the Engineer or the Office of Stormwater Management.
4. If the Office of Stormwater Management rejects a Certification, the Office of Stormwater Management, at its’ discretion may contact the certifying agency/organization to inform them of the reason for the Departments rejection of the certificate.
5. If a Certification is rejected, due to sections (a) or (b) above, the inspector will be required to submit a new certification. There is no time restriction.
6. If a Certification is rejected, due to sections (c) above, the inspector will be required to submit a new certification after a period no sooner than 3 months after rejection of certification. In extreme cases
JS-47 Date: 0505/12/20-12-20 RIC No: Page2020-CT-054Page 24 1 of 27 the Office of Stormwater Management will forward the falsified documentation to RIDEM and/or EPA under RIDOT Consent Decree reporting requirements.
b. Perimeter Controls, Check Dams, Temporary Dewatering Basins, and Storm Drain Protection, Stilling Basins and Construction Accesses.
The following requirements apply:
1. Non-compliant, damaged, and/or controls requiring maintenance as identified in a SWPPP or SESC plan report shall be cleaned, repaired or replaced within 24 hours of identification. The Contractor shall designate a qualified person, experienced in stormwater management and erosion to be available on site throughout the duration of the project. This person shall have the authority to direct contractor’s personnel and/or subcontractor’s personnel in carrying out corrective actions as needed. The Contractor’s designated SWPPP or SESC contact person will be responsible to perform inspection of erosion and pollution controls in accordance with RIDOT special provisions and environmental permits of the Contract. Documentation of the inspections shall be submitted by the Contractor in the form of signed SWPPP or SESC plan report, in accordance with RIDOT’s templates, or as provided in the Contract to RIDOT’s Project Manager, Resident Engineer, and Office of Stormwater Management. Templates can be found on RIDOT website.
2. The Engineer and/or the Office of Stormwater Management has the authority to verify, enforce, and to specify maintenance activities and to ensure that erosion and pollution controls have been properly maintained.
3. The Contractor shall be responsible for maintaining an onsite stockpile of perimeter control, check dams, and storm drain protection for the duration of the Contract. The stockpile shall contain 5% of each contract item quantity for perimeter controls, 5% of each contract item quantity for check dams, and 10% for each contract item quantity for storm drain protection.
c. Temporary Dewatering Basins and Stilling Basins. The following requirements apply:
1. The basins will be periodically inspected for signs of erosion around the basin and downslope area.
2. Repairs will be promptly carried out as directed by the Engineer.
3. The Engineer and/or the Office of Stormwater Management has the authority to verify, enforce, and to specify maintenance activities and to ensure that controls have been properly maintained.
212.03.3 Failure to Maintain Erosion and Pollution Controls. If the Engineer and/or the Office of Stormwater Management decides on any given day that those erosion and pollution controls specified in the Contract, SWPPP, or SESC Plan are not in place or have not been adequately maintained as specified in this Section or per permit requirements, the daily charge will be deducted from monies due the Contractor as a charge for failure to comply set forth below and/or as revised in Special Provision Code 212.1000. The stated daily charge per incident will continue each consecutive calendar day
JS-48 Date: 0505/12/20-12-20 RIC No: Page2020-CT-054Page 25 1 of 27 thereafter until the deficiencies noted have been corrected to the complete satisfaction of the Engineer and/or the Office of Stormwater Management. Failure to comply charges are independent of other charges assessed by other agencies and/or entities.
Stormwater violation schedule for Construction and Maintenance activities.
Failure to administer SWPPP/SESC Plan (SWPPP/SESC Plan non-compliance is not dependent on illicit discharges or presence of non-controlled pollutants) Code Non-conformance Failure to Schedule Section Comply Charge Working without a permit $5,000.00 Per day per non-conformance Land Disturbance, permit non-compliance $1,000.00 Per day per non-conformance Working without a signed SWPPP/SESC $1,000.00 Per day per non-conformance Nonperformance of or Falsification of $1,000.00 Per day per non-conformance SWPPP/SESC Inspection or documentation Non-installed BMP or unmaintained BMP $1,000.00 Per day per non-conformance 206 Perimeter Erosion Control $1,000.00 Per day per non-conformance 207 Check Dams $250.00 Per day per non-conformance 208 Temporary Dewatering Basins $500.00 Per day per non-conformance 209 Storm Drain Protection $250.00 Per day per non-conformance 210 Stilling Basin for Water Pollution Control $500.00 Per day per non-conformance Unmaintained documentation $250.00 Per day per non-conformance False corrective action documentation $250.00 Per day per non-conformance Un-trained personnel $250.00 Per day per non-conformance Unmaintained or incoherent SWPPP/SESC $250.00 Per day per non-conformance records Failure to place or maintain a Construction $500.00 Per day per non-conformance Access at entrance/exit points or staging sites Failure to place or maintain controls around $500.00 Per day per non-conformance storage sites/laydown areas Un-contained/uncovered trash $250.00 Per day per non-conformance Disturbance (including stockpiling on top) of an $1,000.00 Per day per non-conformance area identified as or to become a Water Quality structure or BMP. SWPPP/SESC non-compliance items not $500.00 Per day per non-conformance included in standard list
In addition, this subsection includes charges for dumping, illicit discharges, and/or non-controlled pollutant discharges. Illicit discharges are project related pollutants escaping the permitted envelope or entering the drainage system. Non-controlled pollutant discharges are loose or uncontained pollutants in violation of permit items or the nuisance of damage to adjacent property public or private. The failure to comply charges for dumping, illicit discharges, and/or non-controlled pollutant discharges will be assessed per the schedule below immediately upon identification. Failure to comply charges are independent of other charges assessed by other agencies and/or entities.
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Dumping, Illicit Discharge/Non-Controlled Pollutant Discharge, including but not limited to the following categories: Failure to Non-conformance Comply Schedule Charge Sediment $1,000.00 Per day per violation Cementitious material $1,000.00 Per day per violation Solid waste $500.00 Per day per violation Sanitary waste $500.00 Per day per violation Petrochemicals $500.00 Per day per violation Chemicals $500.00 Per day per violation Organics $500.00 Per day per violation Detergents $500.00 Per day per violation Fugitive dust $1,000.00 Per day per violation Hazardous material $500.00 Per day per violation Intentional dumping $1,000.00 Per day per violation
212.03.4 Failure of Erosion and Pollution Controls due to Abnormal Weather. Maintenance and Cleaning of Erosion and Pollution Controls for normal weather is based on the concept that erosion and pollution controls will essentially remain intact under normal rainfall events and that any damage sustained by said controls under normal rainfall shall be repaired under the applicable provisions of SECTIONS 206, 207, 208, 209 and 210.
However, under abnormal weather events it is possible that erosion and pollution controls may be damaged to the extent that the Engineer may direct that they be replaced in part or their entirety. Under such abnormal weather conditions, the Contractor shall replace the particular facilities and be compensated for same under the applicable provisions of SECTIONS 206, 207, 208, 209 and 210 of these Specifications if one of following criteria is met.
a. If the abnormal weather event is not forecasted by the National Weather Service 24 hours in advance of the weather event and the current SWPPP/SESC inspection indicates the control was in place and maintained in a good state of repair.
b. If the abnormal weather event is forecasted by the National Weather Service 24 hours in advance of the weather event, a SWPPP/SESC inspection is implemented no less than 24 hours in advance of the weather event and SWPPP/SESC inspection indicates the control is in place and maintained in a good state of repair.
If no current SWPPP/SESC exists, no compensation will be made.
For the purposes of this Subsection 212.03.4, an abnormal weather event is defined as follows:
(1) Rainfall equal to or greater than ½-inch within 1 hour. (2) Rainfall equal to or greater than 2 inches within 12 hours. (3) Rainfall equal to or greater than 3 inches within 24 hours. (4) Extreme weather events as defined in Subsection 104.14. .
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The claim of abnormal weather events shall be supported by data records from the National Weather Service. 212.04 METHOD OF MEASUREMENT. “Maintenance and Cleaning of Erosion and Pollution Controls” as specified in this Section will not be measured by a single unit of measurement usually associated with a specific Proposal item. This work is incidental to Subsections 206; 207; 208; 209; 210; and 211; for Perimeter Erosion Controls, Check Dams, Temporary Dewatering Basins, Storm Drain Protection, Stilling Basins for Water Pollution Control, and Construction Accesses, respectively, of these Specifications, including the inspection and development of SWPPP and SESC reports.
212.05 BASIS OF PAYMENT. There will be no separate payment for the Maintenance and Cleaning of Erosion and Pollution Controls. This work is incidental to Subsections 206; 207; 208; 209; 210; and 211; for Perimeter Erosion Controls, Check Dams, Temporary Dewatering Basins, Storm Drain Protection, Stilling Basins for Water Pollution Control, and Construction Accesses, respectively, of these Specifications, including the inspection and development of SWPPP and SESC reports.
JS-51 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 709.9901 BIORETENTION BASIN AND SEDIMENT FOREBAY
DESCRIPTION: Work under this item consists of constructing a bioretention basin and sediment forebay stormwater treatment unit (STU) complete-in-place as indicated on the plans or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the following:
Mulch – Shall be organic, double-shredded hardwood bark mulch, aged for 6 months minimum. Mulch shall be free of wood chips, stones or other undesirable matter. Mulch shall be dark brown in color. Post- consumer materials and dyes shall not be permitted. Mulch shall be loosely spread to a uniform depth approximately 3-inches over the bottom of the bioretention basin and as directed by the Engineer.
Vertical Granite Curb–Shall be in accordance with M.09.01 of the RIDOT Standard Specifications. Curbing must be secure and unmovable without the use of mechanized power-equipment.
Transition Curb (Curb Cut) – Shall be a 6’-0” granite transition curb in accordance with M.09.01 of the RIDOT Standard Specifications.
Grouted Riprap Apron – Shall be in accordance with the following of the RIDOT Standard Specifications: Crushed Stone: M.01.09, Table I, Column II Filter Fabric: 703.02.2 – FILTER FABRIC Riprap: M.10.03.2, R-3 Grout: 711.03.3 Grout will be a non-shrink grout having a 4,000 psi 28-day compressive strength and a 2,400 psi 7-day compressive strength.
Loose materials (i.e., riprap) should be placed and secured such that it is not removable by hand.
Sediment Basin Bottom Hardscape - Crushed stone base shall be in accordance with M.01.09, Table I, Column II of the RIDOT Standard Specifications. Granite curb or edging shall have a minimum length of eighteen inches, minimum width of four inches and minimum depth of four inches. Curb material may be either new or existing curb or edging designated to be discarded.
4” Perforated Underdrain - Shall be in accordance with Section M.04.01.11 – PERFORATED CORRUGATED POLYETHYLENE DRAINAGE PIPE of the RIDOT Standard Specifications. Lay the underdrain such that perforations are on bottom of pipe. Use solid (non-perforated) pipe sections and watertight joints wherever the underdrain system passes below berms, extends down steep slopes, connects to a drainage structure, and/or daylights. Lay perforated underdrain in the pea gravel layer with a minimum of 2-inches of pea gravel installed above and below the underdrain and within 2-feet (on both sides) of the underdrain.
Outlet Control Structure - Grate shall be a locking type, “beehive” style and be a Nyloplast 1299CGD or approved equal. Grate shall attach to solid riser pipe using an adjustable locking kit Nyloplast #123DOMELOCK or approved equal. Riser pipe will include soil-tight seals and fittings.
JS-52 Date: 9/2/2020 RIC No: 2020-CT-054
Cleanout – Cleanout frame and cover shall be ductile iron and lockable. Frame and/or cover to be stamped “CLEANOUT”. Cleanouts shall be either PVC or HDPE in all vertical sections with adapter to connect to distribution and underdrain piping materials as required.
Emergency Spillway - Riprap shall be placed in accordance with M.10.03.2, Type R-3 of the RIDOT Standard Specifications. Crushed stone shall be in accordance with M.01.09, Table I, Column II of the RIDOT Standard Specifications.
Loam and Seed (Slope Restoration) - Shall be in accordance with M.18.01 – LOAM and L.02, Type 2 (Residential Seed Mix) of the RIDOT Standard Specifications.
Engineered Soil – Shall be a fertile, natural soil, free from large stones, roots, sticks, clods, plants, peat, sod, pockets of coarse sand, pavement and building debris glass, noxious weeds including invasive species, infestations of undesirable organisms and disease-causing pathogens, and other extraneous materials harmful to plant growth. Engineered soil will be in accordance with the following distribution: 60 to 70 percent sand 5 to 25 percent topsoil (sandy loam, loamy sand, or loam per USDA soil texture) or loam (M.18.01) 15 to 25 percent organic matter Compost shall not be used as organic matter in engineered soil. Acceptable organic soil amendments or matter shall include sphagnum peat, wood derivatives, or media amendments such as zero-valent iron and/or drinking water residuals (alum) to enhance phosphorus sorption.
Fertilizer shall be a complete slow-release commercial fertilizer, complying with all Federal and State fertilizer laws. Fifty percent of the fertilizer components shall be derived from natural organic sources. Fertilizer chemical make-up shall be based on the soil test recommendations by a soil testing laboratory.
Lime shall be an approved agricultural pelletized limestone containing not less than 85 percent calcium and magnesium carbonates and shall be applied at the rate as recommended by soil test recommendations by a soil testing laboratory. Lime shall be applied mechanically at least two weeks prior to planting and fertilizer application and incorporated into full depth of planting soil prior to fine grading.
Geotextile Fabric – Shall be in accordance with Section 703.02.2 – FILTER FABRIC of the RIDOT Standard Specifications and shall be listed on the RIDOT Approved Materials List as a fabric suitable for underdrain applications. Adjacent strips of fabric shall overlap a minimum of 18-inches or per manufacturer specifications, whichever is greater.
Pea Gravel – Shall consist of 3/8” to ¾” size gravel conforming to gradation listed in Section M.01.06- KEYSTONE and M.01.09, Table 1, Column III of the RIDOT Standard Specifications.
Gravel Sump – Shall be in accordance with Section M.01.07 – FILTER STONE and M.01.09, Table I, Column V of the RIDOT Standard Specifications.
CONSTRUCTION METHODS: “BIORETENTION BASIN AND SEDIMENT FOREBAY” shall be performed in accordance with all applicable requirements of these specifications as shown on the plans and detailed layouts. In addition, the Contractor shall take care to minimize compaction of existing soils, bioretention basin, and sediment forebay. Excavation and grading shall be performed using only light equipment, such as a compact loader or a dozer/loader with marsh tracks.
JS-53 Date: 9/2/2020 RIC No: 2020-CT-054
METHOD OF MEASUREMENT “BIORETENTION BASIN AND SEDIMENT FOREBAY” shall be measured for payment by the unit "LUMP SUM".
BASIS OF PAYMENT “BIORETENTION BASIN AND SEDIMENT FOREBAY” shall be paid for at the contract unit price bid per “LUMP SUM”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto including but not limited to clearing and grubbing, excavation of sediment forebay and bioretention basin, proper handling and disposal of excavated soils, grading of the subbase and above ground layers, furnishing and installing the mulch, vertical granite curb, transition curb, grouted riprap apron, sediment basin bottom hardscape, perforated underdrain, outlet control structure, cleanouts, emergency spillway, berm, engineering soil, geotextile fabric, pea gravel, gravel sump, drainage outlet pipe and fittings, trimming and fine-grading plantable loam and seed, with the proper seed type, to the lines and grades called for on the plans, section and applicable details for each item, connection to existing drainage structure, and any other work required to finish the installation of the bioretention basin and sediment forebay, complete and accepted by the engineer.
JS-54 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 709.9902 WET BASIN RESTORATION
DESCRIPTION: Work under this item consists of restoration of a stormwater wet basin complete-in- place as indicated on the plans or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the following:
Check Dam – Riprap shall be placed in accordance with M.10.03.2, Type R-3 of the RIDOT Standard Specifications.
Liner – Shall be a 40 mil thick high density polyethylene designed specifically for flexible geomembrane applications. Liner shall be #HDE 040A000 by GSE Lining Technology, or approved equal, and meet the following:
Minimum average thickness: 40 mil (ASTM D 5199) Density: 0.94 g/cm3 (ASTM D 1505) Strength at break: 152 lb/in-width Strength at yield: 84 lb/in-width Elongation at break: 700% Elongation at yield: 12% Tear resistance: 28 lb (ASTM D 1004) Puncture resistance: 72 lb (ASTM 4833) Carbon black content: 2% (ASTM D 5596) Notched constant tensile load: 300 hr (ASTM D 5397, Appendix)
Pond Bottom – Common Borrow shall conform to Section 202 and High Organic Material shall conform to Section L.01 of the RIDOT Standard Specifications.
Vegetation Restoration – Shall consist of L02.0105 WETLAND SEED MIX (TYPE 5) of the RIDOT Standard Specifications:
CONSTRUCTION METHODS: “RESTORE WET BASIN” shall be performed in accordance with all applicable requirements of these specifications as shown on the plans and detailed layouts.
Protection of Wildlife and Adjacent Property Owner Coordination – The Contractor shall coordinate removal, storage and resetting of the bench and landscaping adjacent the wet basin to be restored with the Town. If directed by the Town, the bench and landscaping shall be disposed of by the Contractor. Prior to dewatering the wet basin, the Contractor shall remove any fish in the wet basin and release them to the Kickemuit River.
Liner - Shall be placed in accordance with manufacturer’s standards and recommendations. All seams and openings in the liner shall be sealed according to manufacturer’s recommendations and specifications. Adjacent strips of impermeable liner shall overlap a minimum of 18-inches or per manufacturer specifications, whichever is greater.
JS-55 Date: 9/2/2020 RIC No: 2020-CT-054
Dewatering - Shall be performed as described under 203.0530 Dewatering.
METHOD OF MEASUREMENT: “RESTORE WET BASIN” shall be measured for payment by the unit "LUMP SUM".
BASIS OF PAYMENT: “RESTORE WET BASIN” shall be paid for at the contract unit price bid per “LUMP SUM”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to clearing and grubbing, removal and disposal of existing pond liner, removal and disposal or reuse of existing riprap check dam, protection of wildlife, excavation below the grade of the existing liner as necessary to install new liner, installation of a riprap check dam, installation of a new liner, grading as shown on the Plans, installation of riprap along pond bottom, coordination with adjacent property owners, and vegetation restoration.
Reinforced drivable grass mat shall be paid for under 905.9901 Reinforced Drivable Grass Mat.
Removal of accumulated sediment within the wet basin shall be paid for under 202.0400 Muck Excavation.
Work associated with protection and/or replacement of drainage inlet and outlets shall be paid in the appropriate items as listed in the Proposal.
No separate payment will be made for dewatering. Costs for dewatering associated with restoring the wet basin shall be included in the lump sum.
JS-56 Date: 08/18/20 RIC No: 2020-CT-054 JOB SPECIFIC
CODE: 801.9901
FIBERGLASS REINFORCED POLYMER (FRP) TRUSS BRIDGE
DESCRIPTION: The Work under this item shall consist of designing, furnishing, fabricating, installing, and erecting the FRP pedestrian truss bridge at the location as shown on the Plans, or as directed by the Engineer. All work shall be performed in accordance with the Rhode Island Department of Transportation Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments, (RIDOT Standard Specifications), AASHTO Guide Specification for Design of FRP Pedestrian Bridges, First Edition, 2008 (AASHTO FRP Guide), and these Special Provisions.
The truss bridge span lengths and clear width have been detailed on the Plans. The Contractor shall provide a superstructure design which shall be constructed of a fiber reinforced polymer (FRP) superstructure, FRP decking, safety rails with toe plates, and all hardware. The railings shall be a minimum of 42-inches above the deck. The design shall consist of two 45-foot approach spans and a single 75-foot center span with a minimum 14-foot deck width throughout. The FRP superstructure shall affix to the designed and detailed substructure abutments and piers shown on the Plans. The unfactored superstructure spans dead load, including FRP decking, handrails, safety rails, toe plate and all hardware shall fall between the following maximum and minimum loads.
Unfactored Dead Loads 45-Foot Span 75-Foot Span Maximum DC Load 17,000-lbs 35,000-lbs Minimum DC Load 10,000-lbs 17,000-lbs
The structure also shall meet all the requirements of the AASHTO FRP Guide as well as the requirements of the RIDOT Standard Specifications and these Special Provisions. For aesthetics, the total truss height shall be limited to 84-inches. If the truss structure exceeds 84- inches, approval by the Engineer shall be required before fabrication.
The low chord elevation shall not be less than 11.00-feet as shown in the plans. Bearing seat elevations shown in the plans at the abutments and piers are set at the minimum elevations permitted. Variable superstructure height may increase the bearing seat elevations. The top of backwall elevation in the plans is fixed to align with the bike path profile.
MATERIALS:
FRP General:
• All structural shapes, plates, and deck panels shall be made from isophthalic polyester resin and shall be manufactured by the pultrusion process. • A synthetic surface veil fabric shall be used to provide a resin rich surface for weathering and ultraviolet protection. • All FRP shall contain an integral ultraviolet inhibitor in the resin to provide less than 10% change in Shore D Durometer Hardness after 500 hours.
JS-57 Date: 08/18/20 RIC No: 2020-CT-054 • Fire retardant resins shall be used to meet a flame spread rating of less than 25 per ASTM E-84, Class 1 flammability characteristics of UL 94 V0 and the self- extinguishing requirements of ASTM D-635. • Contractor may propose alternate standardized tests for approval to demonstrate equivalent ultraviolet protection and fire resistance. Alternate standardized tests are subject to the review and approval by the Engineer. • The FRP Truss Bridge shall be fabricated in the United States.
Bridge Superstructure: The FRP bridge shall consist of three spans, two 45-foot approach spans and a single 75-foot center span. The 45-foot spans shall be installed on a 3% grade and the 75-foot span shall be cambered with bearings at similar elevations. The bridge spans shall be designed in accordance with all applicable standards including but not limited to those referenced in the DESCRIPTION article of this specification.
All closed structural tubular members shall have a minimum thickness of 0.25 inches. All open structural members and plates shall have a minimum thickness of 0.375 inches. All structural shapes and plates shall at a minimum meet the following material properties: Material Direction ASTM test Property Lengthwise Crosswise Tensile Stress 40 ksi 10 ksi D638 Tensile Modulus 2,500 ksi 800 ksi D638 Compressive Stress 40 ksi 15 ksi D695 Compressive Modulus 2,500 ksi 800 ksi D695 Flexural Stress 40 ksi 10 ksi D790 Flexural Modulus 1,600 ksi 800 ksi D790 Modulus of Elasticity 4,000 ksi 800 ksi D6641& D638 (mean of the lesser of the two) Shear Modulus 425 ksi 425 ksi Short Beam Shear 4.5 ksi N/A D2344 Ultimate Bearing Stress 30ksi 18 ksi D953 Poisson’s ratio 0.33 in/in 0.15 in/in D3039 Notched Izod Impact 25ft-lb/in 4 ft-lb/in D256
FRP Deck Panels: All deck panels shall at a minimum meet the following material properties: Material Direction ASTM test Property Lengthwise Crosswise Tensile Stress 31.1 ksi N/A D638 Tensile Modulus 2,486 ksi N/A D638 Flexural Stress 24.5 ksi 8.2 ksi D790 Flexural Modulus 885 ksi 646 ksi D790 Short Beam Shear 3.19 ksi N/A D2344 FRP deck panels shall have perforations/mesh grate to allow water to pass through in rain and flood events. Perforation openings shall not exceed 0.5-inch by 0.5-inch without approval of the Engineer. Truss Member Connections: All truss members shall have bolted connections in accordance
JS-58 Date: 08/18/20 RIC No: 2020-CT-054 with the AASHTO FRP Guide. Where feasible, connected surfaces shall be bonded with a toughened epoxy compatible with the FRP. Connections that may require adjustments during the installation shall not be bonded. The fabricator shall perform the design of all connections. Bolt holes shall be sealed with a compatible resin coating. Connections shall be detailed to prevent loosening of the connections, at a minimum lock washers between all nuts and washers, or double nuts shall be used. In conjunction with the lock washers or double nuts, a threadlocker shall be used. All bolts, nuts, and washers shall be stainless steel in accordance with ASTM A316. The fabricator’s connection design shall specify the required bolt tightening torque.
Deck Panel Connections: All deck panels shall be fastened to the superstructure in accordance with the AASHTO FRP Guide. The fabricator shall perform the design of all connections. Bolt and screw holes shall be sealed with a compatible resin coating. Connections shall be detailed to prevent loosening of the connections, at a minimum lock washers between all nuts and washers, or double nuts shall be used. In conjunction with the lock washers or double nuts, a threadlocker shall be used. All screws, bolts, nuts, and washers shall be stainless steel in accordance with ASTM A316.
Bearings: The bridge superstructure spans shall rest on bearings designed by the superstructure manufacturer at the centerline of bearing locations as noted in the Plans. Each span shall have a fixed bearing at one support and an expansion bearing on the opposite support to permit longitudinal movement. Keeper block (cheekwall) widths and anchor bolt locations shall be verified prior to ordering the FRP superstructure. The minimum embedded depth of 0.75-inch diameter anchor bolts shall be 6-inches. Anchor bolts shall be galvanized ASTM F1554 steel with a minimum yield strength of 55-ksi.
Bridge Joints: The bridge substructure is laid out in the Plans to permit 1-inch wide open joints between the backwall and proposed edge of the superstructure, and 1-inch wide open joints between superstructure spans at the piers. Vertical tolerances between the FRP substructure span and backwall, and adjacent FRP spans shall not exceed 0.25-inches per ADA section 303.2 for small abrupt vertical changes. Beveling FRP superstructure members will not be permitted. Open bridge joints exceeding the maximum opening width of 0.5- inches, per ADA section 302.3, shall require a cover plate. The contractor and FRP truss manufacturer shall provide a cover plate detail at the joint locations.
Toe Plates/Kick Rail: The bridge superstructure spans shall have FRP toe plates measuring at least 3.5-inches high from top edge to floor level and be capable of withstanding a force of 50 pounds applied at any direction.
Paint: All FRP members shall be painted with an industrial grade polyurethane coating and compatible primer, if required by the paint manufacturer, for additional UV protection and wearing resistance. The FRP surfaces to be painted shall be prepared in accordance with the paint manufacturer’s requirements. The paint system shall be compatible with the FRP materials used. The paint system shall conform to the requirements of the American Architectural Manufacturer’s Association (AAMA) Voluntary Specification, Performance Requirements and Test Procedures for High Performance Organic Coatings on Fiber Reinforced Thermoset Profiles 624 High Performance Coatings. The FRP shall have integrated color to match the selected paint.
JS-59 Date: 08/18/20 RIC No: 2020-CT-054 Non-Skid Coating: The exposed walking surface of the FRP Deck Panels shall be coated with an anti-slip epoxy-based coating. Coarse grit appropriate for use by pedestrians and bicyclists shall be selected by the manufacturer and submitted to the Engineer for approval.
SUBMITTALS.
Shop Drawings. The Contractor shall prepare all shop drawings, erection diagrams, camber diagrams, connection details, and list of field bolts and connectors, for approval prior to fabrication. Shop drawings and erection diagrams shall be submitted by the Contractor and reviewed by the Engineer in accordance with the requirements of Subsection 105.02 of these Specifications.
Quality Control Plan. The Contractor is responsible for performing quality control and shall submit a Quality Control Plan. Document and conduct an on-going quality control plan for the process and inspection of the materials, surface preparation, coating applications, minor repairs, and shipping of components as necessary to assure that all work is performed in strict compliance with these specifications, the Contract Documents, and the manufacturer’s recommendations. This plan, at a minimum, shall address the following:
• Qualifications and responsibilities of the QC Manager • Qualifications, responsibilities, and training for workers. This shall include the frequency of checks on the quality of work. • Documentation of the proposed equipment and calibration records. • How the QC documentation and supporting records are maintained. • How the surface preparation of the FRP prior to the application of the paint system. • How the coating materials and abrasives are verified and monitored for receipt, storage, and control. • How the coating materials are inspected and accepted for appearance, film thickness, adhesion, etc. • How the coating films are inspected for defects. • How the coatings of FRP components are protected from damage during storage, shipping, and erection.
Calculations. The Contractor shall submit design calculations for the bridge superstructure based on the span lengths and clear width shown in the Plans, all bolted connections, and bearing designs stamped by a Professional Engineer licensed in the State of Rhode Island for review and approval by the Engineer. The design shall be in accordance with all applicable standards including but not limited to those referenced in the DESCRIPTION article of this specification. Additionally, portions of the superstructure will be in the 100-year flood plain and will need to be designed to withstand lateral water pressures up to 4.5psf on the lower chords. The anchor bolts must be designed to withstand the buoyancy forces (if any) for the selected superstructure.
Load Rating. The fabricator shall provide a bridge load rating of the composite superstructure 45 foot and 75 foot spans for the pedestrian loading of 90psf and a single maintenance vehicle. Vehicular access to the bridge will be restricted, therefore the minimum vehicular load evaluated shall be the AASHTO H-5 Truck. The maintenance vehicle load shall not be used in combination with the pedestrian live load, and a vehicle impact allowance is not required.
JS-60 Date: 08/18/20 RIC No: 2020-CT-054
Figure 1: Maintenance Vehicle Configuration Deflections. The superstructure spans must be designed to limit vertical and horizontal deflections to 1/500 of the span length; a maximum of 1-inch for the 45-foot sans and 1.75- inches for the 75-foot span.
Material Certifications. The Contractor shall furnish to the Engineer a Certificate of Compliance certifying that the fabricated plates and shapes comply with the applicable contract specifications. A copy of all test results performed by the Contractor necessary to assure contract compliance shall also be furnished to the Engineer. Acceptance will be based on the Certificate of Compliance, accompanying test reports, RIDOT testing, and visual inspection by the Engineer.
Paint. The Contractor shall submit the following for review and approval: • Paint material certifications. • Topcoat color samples and a coupon of the FRP with the complete paint system applied. • Product Data Sheets (PDS) and Safety Data Sheets (SDS). • Quality Control Plan. • Removal/repair procedures for unsatisfactory material.
Qualifications. The FRP fabricator shall submit evidence of a minimum of five (5) successful projects over the last five (5) years. The projects shall be similar in scope to this project. The submittal shall include a description of the project, the fabricator’s role in the project, the date of construction, cost of the FRP structure provided, and the name and email address of the owner’s representative familiar with the FRP fabricator’s work.
The material supplier shall submit evidence of ISO-9001:2015 certification and evidence of five (5) years of successful manufacture of the materials covered in this specification.
Owner’s Manual. The fabricator shall provide an Owner’s Manual with complete information on the provided FRP and other materials and shapes, and information providing requirements for the maintenance of the bridge. The manual shall include a recommended inspection checklist and frequency and identify the inspection methods to be followed. The information shall include, but
JS-61 Date: 08/18/20 RIC No: 2020-CT-054 not be limited to: touch up paint material, surface preparation and repair methods, and frequency of recoating; FRP repair materials and methods; connection inspection frequency and methods, and maintenance and tightening methods; hardware coating and repair methods; non-skid coating materials and repair methods.
CONSTRUCTION METHODS.
All construction shall be in accordance with the contract documents, approved shop drawings, and where provided the specific products use the manufacturer’s recommendation and instructions. Where conflict exists, the most stringent requirements shall govern as determined solely by the Engineer.
Inspection and Testing.
Site. After delivery to the site of Work, if any fabricated materials are found to be defective, all costs associated with replacement of elements of the truss rejected at the site and any delays that are incurred shall be borne by the Contractor at no additional cost the State.
The Contractor shall furnish the Engineer with a minimum of four (4) copies of shipping statements.
The weights of the fabricated assemblies shall be shown on the statement.
The Contractor shall furnish material compliance certifications for all manufactured FRP components obtained from the manufacturer, prior to their incorporation into the Work.
The Contractor’s system of assembly-marking individual pieces, and the issuance of cutting instructions to the shop (generally by cross-referencing of the assembly-marks shown on the shop drawings with the corresponding item covered on the purchase order) shall be such as to maintain identity of the original piece.
During fabrication, up to the point of assembling members, each piece of FRP shall show clearly and legibly its specification.
Any piece of FRP, which prior to assembling into members, will be subject to fabricating operations such as cleaning, forming, or painting which might obliterate marking, shall be marked by a substantial tag firmly attached.
Upon request by the Engineer, the Contractor shall furnish an affidavit certifying that throughout the fabrication operation the identification of FRP has been maintained in accordance with this specification.
Load Test. After the bridge is fully assembled, the Contractor shall perform a load test to demonstrate capacity. The methodology for performing the load test shall be submitted for review and approval by the Engineer prior to performing the test. The bridge shall be loaded to 115% of the design live load and the deflection shall be measured at a minimum at the mid-span of the bridge. All recorded data from the load test shall be submitted to the Engineer. The bridge shall not be opened to pedestrians prior to the completion of a successful load test.
JS-62 Date: 08/18/20 RIC No: 2020-CT-054 Fabrication:
Quality of Workmanship. Workmanship and finish shall be equal to the best general practice of modern FRP shops.
Shop Storage of Materials. Structural material, either plain or fabricated, shall be stored at the shop above the ground upon platforms, skids, or other supports. It shall be kept free from dirt, grease and other foreign matter, and shall be protected as far as practicable from UV radiation.
Holes and Cutting. Acceptable locations for holes and cutting shall be identified by the fabricator. Any cutting or drilling shall be performed by an experienced fiberglass worker using either carbide or diamond tipped tools to a tolerance of 1/16”. All cut edges, drilled edges, holes, or abrasions shall be cleaned and sealed with a catalyzed resin compatible with the original resin.
Pultrusion. All pultrude profiles shall meet the dimensional requirements of ASTM D3917 and visual requirements of ASTM D4385.
Camber. The bridge spans shall be precambered to eliminate initial dead load deflections as calculated by the fabricator. The 75-foot span shall be chambered a minimum of 6-inches (after dead load deflections) at the midspan to provide an aesthetic arch to the profile.
Painting: Surfaces of all FRP members and components, and railings shall be shop painted prior to being delivered to the site of the Work. Painting shall be applied in accordance with the methods and procedures approved as part of the approved painting submittals. The FRP truss bridge, bridge safety rail, and handrail shall be Federal Standard 595 Color No. 15090 (DOT Highway Blue), or similar proprietary color. The FRP Decking and toe plate/kick rail shall be Federal Standard 595 Color No. 37030 (Black Camouflage), or similar proprietary color.
Finishing: The bridge color shall be added during the manufacturing process as approved by the Engineer.
Shipping and Storage: All components shall be shop fabricated, identified and marked, and assembled into the largest practical size for shipping. All components shall be shipped and stored in a manner to avoid bending, cracking, chipping or any distortion.
Site Preparation: The Contractor shall coordinate bearing seat elevations, anchorages, setting drawings, diagrams, templates, and installation instructions for installation of anchorages prior to the installation of any component of the FRP Truss Bridge.
Erection:
General. The Contractor shall provide the falsework and all tools, machinery and appliances, including drift pins and fitting bolts, necessary for the expeditious handling of the Work. Before starting work, the Contractor shall submit an erection plan stamped by a Professional Engineer licensed in the State of Rhode Island to inform the Engineer fully as to the method of erection he proposes to follow, and the amount and character of equipment he proposes to use, all of which shall be subject to the review and approval of
JS-63 Date: 08/18/20 RIC No: 2020-CT-054 the Engineer. The approval of the Engineer shall not be considered as relieving the Contractor of the responsibility for the safety of his method or equipment or from carrying out the Work in full accordance with the Plans and these Specifications. The bridge shall be shop assembled in as large segments as possible to minimize field connections.
Transportation of Materials. The Contractor shall make the necessary arrangements for the unloading and the transporting and bear all charges for such unloading and hauling of the materials from the designated place of delivery to the point of placement. The contractor shall take care not to damage the existing bike path when transporting heavy equipment to the site. Any damage to the existing bike path shall be restored to the original conditions by the contractor at no additional cost to the State.
Storage of Materials at Site. Material to be stored shall be placed on skids above the ground. It shall be kept clean and properly drained. Girders and beams shall be placed upright and shored. Long members, such as chords, shall be supported on skids placed near enough together to prevent injury from deflection. The Contractor shall be responsible for the loss of any material while in his care, or for any damage caused to it after being received by him.
Lay-Down Area. Contractor may coordinate with the Town to establish a lay-down area. While in use by the contractor, the agreed-upon lay-down area is to be protected and restored to original conditions, including the replacement of damaged grass by hydroseeding and replacement of any shrubs/trees/misc. vegetation which were damaged or removed while under the contractor’s care.
Falsework. The falsework shall be properly designed by a Professional Engineer licensed in the State of Rhode Island, and substantially constructed and maintained for the loads which will come upon it. The Contractor shall prepare and submit to the Engineer for approval of the plans for falsework. Approval of the Contractor's plans shall not be considered as relieving the Contractor of his primary responsibility for the adequacy of the design.
Assembling FRP. The parts shall be accurately assembled as shown on the approved shop drawings, and any match-marks shall be followed. The materials shall be carefully handled so that no parts will be bent, broken or otherwise damaged. Hammering which will injure or distort the members shall not be done. Bearing surfaces and surfaces to be in permanent contact shall be cleaned before the members are assembled.
Bolted and Bonded Connections. Surfaces of FRP in contact shall be cleaned and prepared in accordance with the manufacturer’s requirements before assembling and bonding. The parts of a member shall be assembled, well pinned, and firmly drawn together before bolting is commenced. The member shall be free from twists, bends, and other deformation. The drifting done during assembling shall be only such as to bring the parts into position and not sufficient to enlarge the holes or distort the material. All stainless steel bolts shall be tightened in accordance with the fabricator’s design. After all connections are assembled, a minimum of 10% (at least two (2)) of the bolts shall be checked by the Engineer in each connection to ensure the correct tightness of the bolts. Also, after all connections have been assembled and bolts set to the correct torque, the
JS-64 Date: 08/18/20 RIC No: 2020-CT-054 connections shall be mechanically scribed with torque stripes between the bolt head and washer, and the bolt nut and washer. The truss shall be assembled at the shop in its entirety to ensure proper fit up before any bonding is performed with re-assembly of the bridge.
QUALITY CONTROL: All material shall be furnished by an ISO-9001:2015 certified manufacturer who is experienced in the manufacture, fabrication, and installation of FRP. The manufacturer shall have successful experience in manufacturing similar FRP components and have the capabilities to produce the required quantities for the project.
The Fabricator shall perform a condition inspection of the bridge one (1) year after the bridge is placed in service. The fabricator shall contact the Town of Warren and perform the inspection in the presence of Town personnel. If any material or fabrication defects are found, the fabricator shall repair them. The fabricator shall prepare and submit a report to the Town describing the condition and make any additional recommendations for maintenance.
WARRANTY: The FRP manufacturer shall warrant the structural integrity of all FRP materials, design, and workmanship for a minimum of ten (10) years.
The paint manufacturer shall warrant the paint system for a minimum of five (5) years.
METHOD OF MEASUREMENT: Item code 801.9901, “FIBERGLASS REINFORCED POLYMER (FRP) TRUSS BRIDGE” shall be measured for payment as “Lump Sum,” complete and accepted in place.
BASIS OF PAYMENT: Item code 801.9901, “FIBERGLASS REINFORCED POLYMER (FRP) TRUSS BRIDGE” will be paid for at its respective contract “Lump Sum” price as listed in the Proposal. The price so stated shall constitute full and complete compensation for the required design calculations and shop drawings of the deck superstructure, joint cover plates, bolted connections, bearings, erection plan, and all labor, tools, materials and equipment, and all other incidentals required to complete the Work as described in these Special Provisions and elsewhere in the Contract Documents, complete in place and accepted by the Engineer.
Partial payments for the Lump Sum item will be made in accordance with Special Provision Code 109.06.
JS-65 Date: 02/02/21 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 804.9901 DRIVE SHOES FOR 12 INCH PIPE PILE
This work items shall conform to Section 804 Driven Piles of the Rhode Island Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments
JS-66
Date: 09/29/19 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 805.9901 PERMANENT COMPOSITE SHEET PILING FURNISH AND DRIVE
DESCRIPTION
This work items shall conform to Section 203 of the Rhode Island Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments except as modified herein.
Furnish all labor, materials, equipment and incidentals required and install composite sheet piles (i.e., FRP sheet piles) as shown on the drawings and as specified herein.
CONSTRUCTION METHODS
Submittals and shop drawings
A. Submit shop drawings and product data including the following:
1. Shop drawings for sheet piling will be required to be submitted appropriately for approval. The shop drawings shall include: a. Sheet pile section properties, b. Pieces used to turn all required corners as indicated in the drawings c. All required bracing (FRP waler, tie-rods, plates, etc.) with supporting design calculations prepared and stamped by licensed Professional Engineer in the State of Rhode Island. d. A description of the method for handling piling to prevent permanent deflection, distortion or damage to piling interlocks, plus type of transportation vehicle for bringing piles to point of installation.
2. Pile Driving Equipment a. Descriptions of pile driving equipment to be employed in the work. Descriptive information includes manufacturer's name, model numbers, capacity, rated energy, hammer details, cushion material, helmet, and templates. b. Technical data on all materials and components.
3. Material Certificates a. For each shipment, submit certificates provided by the sheet pile manufacturer prior to installing piling. Include in the identification data piling type, section depth, section width, sheet thickness, and section modulus. b. The FRP sheet piling, waler, tie rods, and plate certifications shall consist of the following: 1) Characteristic Value Report in accordance with ASTM D7290, containing no less than 20 samples, pulled from no less than 5 independent material runs, over no less than one year. 2) Certification that the material was produced in accordance with the manufacture’s quality control plan in an ISO 9001 certified manufacturing facility.
JS-67 Date: 09/29/19 RIC No: 2020-CT-054 3) Material certification indicating that the material being received by the Contractor is in conformance with the geometric and material requirements outlined in the specifications. 4) Manufacturer’s warranty.
c. Submit certifications from the suppliers of appurtenant metal materials showing that materials meet the specified requirements for each shipment.
4. Record Drawings a. Submit records of the completed composite sheet piling driving operations, including a system of identification which shows the disposition of approved composite sheet piling in the work, driving equipment performance data, composite sheet piling penetration rate data, composite sheet piling dimensions and top and bottom elevations of installed composite sheet piling, as wells as waler, and tierod locations where they are utilized.
Reference Standards
A. American Society for Testing and Materials (ASTM)
1. ASTM D256 - Standard Test Methods for Determining the Izod Pendulum Impact Resistance of Plastics
2. ASTM D638 - Standard Test Method for Tensile Properties of Plastics
3. ASTM D695 - Standard Test Method for Compressive Properties of Rigid Plastics
4. ASTM D790 - Test Method for Deflection Temperature of Plastics Under Flexural Load in the Edgewise Position
5. ASTM D2344 - Standard Test Method for Short-Beam Strength of Polymer Matrix Composite Materials and Their Laminates
6. ASTM D6641 - Standard Test Method for Compressive Properties of Polymer Matrix Composite Materials Using a Combined Loading Compression (CLC) Test Fixture
7. ASTM D7290 - Standard Practice for Evaluating Material Property Characteristic Values for Polymeric Composites for Civil Engineering Structural Applications
B. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply.
Quality Assurance
A. The Contractor shall have prior experience with driving composite sheeting and shall provide a list or previous job(s) that demonstrate a satisfactory installation method. In addition, the Contractor shall coordinate with the sheet pile manufacturer regarding their recommendations concerning the proper vibratory plates or hammer / equipment and tools.
JS-68 Date: 09/29/19 RIC No: 2020-CT-054 Delivery, Storage and Handling
A. Materials delivered to the site shall be new and undamaged and shall be accompanied by certified test reports. Provide the manufacturer's name and mill identification mark on the sheet piling. Store and handle sheet piling in the manner recommended by the manufacturer to prevent permanent deflection, distortion or damage to the interlocks; as a minimum, support on level blocks or racks spaced not more than 10 feet apart and not more than 2 feet from the ends. Storage of sheet piling should also facilitate required inspection activities and prevent damage to coatings and corrosion prior to installation.
PRODUCTS
Composite Sheet Piling
A. General
1. All composite sheet piling shall be manufactured entirely from a rigid, high impact, UV- inhibited, weatherable fiberglass reinforced polymer. All exposed surfaces of the sheet piling shall be UV resistant.
B. Sheet Properties
1. Sheet piling shall be full-length sections of the dimensions shown. Provide fabricated sections conforming to the requirement and the composite sheet piling manufacturer's recommendations for fabricated sections. At a minimum, the following sheet piling properties shall be met: a. Section Modulus 1) The section modulus of the composite sheet piling shall be no less than 58.5 in3 per linear foot of wall. b. Moment of Inertia 1) The moment of inertia of the composite sheet piling shall be no less than 497 in4 per linear foot of wall. c. Thickness 1) The composite sheet piling must have a minimum thickness of 0.540 inches. d. Depth 1) The composite sheet piling must have a maximum section depth of 17 inches to prevent web buckling. e. Coverage and Interlocks 1) The composite sheet piling must have a maximum width of 30 inches per sheet resulting in a maximum of 0.4 interlocks per linear foot of wall. f. Surface Finish and Appearance 1) The composite sheet piling shall be Federal Standard Color No. 37030 (Black Camouflage), or similar proprietary color. g. Transverse Glass Coverage 1) Product must have full coverage of transvers glass throughout male and female lock sections. h. Characteristic Material Values 1) Statistically-based material properties representing the 80 % lower confidence bound on the 5th-percentile must be developed in accordance with ASTM D7290 and must contain no less than 20 samples, pulled from no less than 5 independent
JS-69 Date: 09/29/19 RIC No: 2020-CT-054 material runs, over no less than one year. The minimum characteristic values required are:
C. Interlocks
1. The interlocks of sheet piling shall be free-sliding, provide a swing angle suitable for the intended installation but not less than 5 degrees when interlocked, and maintain continuous interlocking when installed.
D. Appurtenant Metal Materials, Waler, Tierods, Bearing Plates.
1. Provide metal plates, waler, tierods, bearing plates, hex nuts, rivets and other appurtenant fabrication and installation materials conforming to manufacturer's standards.
E. Tests, Inspections and Verifications
1. Requirements for material tests, workmanship and other measures for quality assurance shall be as specified in this section.
EXECUTION
Earthwork
A. Perform in accordance with Part 200. Pre-excavation will be permitted through the Fill layer as required to prevent damage of the composite sheet pile to a maximum depth of 10 feet. Backfill as indicated.
JS-70 Date: 09/29/19 RIC No: 2020-CT-054 Installation
A. Composite Sheet Pile Driving Equipment
1. Composite sheet piling driving equipment including hammers, extractors, protection caps and other installation appurtenances shall be in accordance with approved submittals. Provide composite sheet pile driving equipment conforming to the following requirements. a. Driving Hammers 1) Hammers shall be single-acting, gravity drop or vibratory type. The weight of the hammers shall be determined jointly by the manufacturer and the Contractor for the piling products and subsurface materials to be encountered. b. Jetting Equipment 1) Jetting will not be permitted.
B. Placing and Driving
1. Placing a. Any excavation required within the area where composite sheet pilings are to be installed shall be completed prior to placing composite sheet pilings. Composite sheet pilings properly placed and driven shall be interlocked throughout their length with adjacent composite sheet pilings to form a continuous diaphragm throughout the length or run of composite sheet piling wall. 1) Pilings shall be carefully located as shown on the drawings. Composite sheet pilings shall be placed plumb with out-of-plumbness not exceeding 1/4 inch per foot of length and true to line. Place the composite sheet pile so the face will not be more than 6 inches from vertical alignment at any point. Top of pile at elevation of cut-off shall be within 1/2 inch horizontally and 2 inches vertically of the location indicated on the drawings. Manipulation of composite sheet piles to force them into position will not be permitted. Check all piles for heave. Redrive all heaved piles to the required tip elevation. 2) Provide temporary wales, templates, or guide structures to ensure that the composite sheet pilings are placed and driven to the correct alignment. Use a system of structural framing sufficiently rigid to resist lateral and driving forces and to adequately support the composite sheet piling until design tip elevation is achieved. Use two templates, at least, when placing each piling not less than 20 feet apart. Templates shall not move when supporting composite sheet piling. Fit templates with wood blocking to bear against the web of each alternate composite sheet pile and hold the composite sheet pile at the design location alignment. Provide outer template straps or other restraints as necessary to prevent the composite sheets from warping or wandering from the alignment. Mark template for the location of the leading edge of each alternate sheet pile. If in view, also mark the second level to assure that the composite piles are vertical and in position. If two guide marks cannot be seen, other means shall be used to keep the composite sheet pile vertical along its leading edge.
2. Driving a. Prior to driving composite sheet pilings in water, paint a horizontal line on both sides of each composite sheet piling at a fixed distance from the bottom so that it will be visible above the water line after installation. This line shall indicate the profile of the bottom elevation of installed composite sheet pilings and potential problem areas can be identified by abrupt changes in its elevation. Drive composite sheet pilings with
JS-71 Date: 09/29/19 RIC No: 2020-CT-054 the proper size hammer and by approved methods so as not to subject the composite sheet pilings to damage and to ensure proper interlocking throughout their lengths. 1) Maintain driving hammers in proper alignment during driving operations by use of leads or guides attached to the hammer. 2) Employ a protecting cap in driving when using impact hammers to prevent damage to the tops of pilings. Use cast steel shoe to prevent damage to the tip of the sheet piling. Remove and replace pilings damaged during driving or driven out of interlock at the Contractor's expense. 3) Drive composite sheet pilings without the aid of a water jet. 4) Take adequate precautions to ensure that composite sheet pilings are driven plumb. Where possible, drive Z-pile with the ball end leading. If an open socket is leading, a bolt or similar object placed in the bottom of the interlock will minimize packing material into it and ease driving for the next sheet. If at any time the forward or leading edge of the composite sheet piling wall is found to be out-of-plumb in the plane of the wall the piling being driven shall be driven to the required depth and tapered pilings shall be provided and driven to interlock with the out-of-plumb leading edge or other approved corrective measures shall be taken to insure the plumbness of succeeding composite sheet pilings. 5) Composite sheet pilings in each run or continuous length of composite sheet piling wall shall be driven alternately in increments of depth to the required depth or elevation. No composite sheet piling shall be driven to a lower elevation than those behind it in the same run except when the composite sheet pilings behind it cannot be driven deeper. Incrementally sequence driving of individual composite sheet piles such that the tip of any composite sheet pile shall not be more than 4 feet below that of any adjacent composite sheet pile. When the penetration resistance exceeds five blows per 25 mm inch, the tip of any composite sheet pile shall not be more than 2 feet below any adjacent composite sheet pile. 6) If obstructions restrict driving a composite sheet piling to the specified penetration, the obstructions shall be removed or penetrated with a chisel beam. If the Contractor demonstrates that removal or penetration is impractical, make changes in the design alignment of the composite sheet piling structure as directed to ensure the adequacy and stability of the structure. Composite sheet pilings shall be driven to depths shown and shall extend up to the elevation indicated for the top of composite sheet pilings. A tolerance of 3 inches above the indicated top elevation will be permitted.
3. Cutting-Off a. Composite sheet pilings driven to refusal or to the point where additional penetration cannot be attained and are extending above the required top elevation in excess of the specified tolerance shall be cut off to the required elevation. Composite sheet pilings shall not be driven below the required top elevation. 1) The tops of composite sheet pilings excessively battered during driving shall be trimmed when directed, at no cost to the Owner. Composite sheet piling cut-offs shall become the property of the Contractor and shall be removed from the site. 2) Cut holes in composite sheet pilings for bolts, rods, drains or utilities in a neat and workmanlike manner, as shown or as directed. Use a straight edge in cuts made by burning to avoid abrupt nicks. Bolt holes in the composite sheet piling shall be drilled by approved methods which will not damage the composite sheet pile. Holes other than bolt holes shall be reasonably smooth and the proper size for rods and other items to be inserted.
JS-72 Date: 09/29/19 RIC No: 2020-CT-054 4. Inspection of Driven Sheet Piling a. Perform continuous inspection during composite sheet pile driving. Inspect all composite sheet piles for compliance with tolerance requirements. Bring any unusual problems which may occur to the attention of the Engineer. Inspect the interlocked joints of driven sheet pilings extending above ground. Composite sheet pilings found to be out of interlock shall be removed and replaced at the Contractor's expense
5. Pulling and Redriving a. In general pulling of composite sheet piles is discouraged unless special methods are employed to remove the composite sheet pilings and approved by the Engineer. Pull, as directed, selected composite sheet pilings after driving to determine the condition of the underground portions of composite sheet pilings. Any piling so pulled and found to be damaged, to the extent that its usefulness in the structure is impaired, shall be removed and replaced at the Contractor's expense. Composite sheet pilings pulled and found to be in satisfactory condition shall be re-driven when directed.
Installation Records
A. Maintain a composite sheet pile driving record for each composite sheet pile driven. Indicate on the installation record:
1. Installation dates and times,
2. Type and size of hammer,
3. Rate of operation,
4. Total driving time,
5. Dimensions of driving helmet and cap used,
6. Blows required per foot for each foot of penetration,
7. Final driving resistance in blows for final 6 inches,
8. Composite sheet pile locations, tip elevations, ground elevations, cut-off elevations, and any re-heading or cutting of composite sheet piles, and
9. Any unusual pile driving problems during driving.
METHOD OF MEASUREMENT
A. “Permanent Sheet Piling Composite Furnish and Drive” will be measured by the number of square feet calculated according to the following dimensions: The height shall be the distance from the ground surface or the top of sheeting, whichever is less, to the bottom of the sheet piling. The length of composite sheet piling shall be the continuous length along on the horizontal plane area, not on any odd shapes developed by the sheeting by virtue of its cross- sectional configurations.
BASIS OF PAYMENT
JS-73 Date: 09/29/19 RIC No: 2020-CT-054 A. The accepted quantities of " Permanent Sheet Piling Composite Furnish and Drive” will be paid for at its respective contract unit price per square foot as listed in the Proposal. The price so- stated constitutes full and complete compensation for all labor, materials, and equipment, including pre-excavation (as required), driving, bracing, cutting and removal of excess quantities, and all incidentals required to finish the work, complete and accepted by the Engineer.
JS-74 Date: 07/29/20 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 808.9901 CONCRETE SUBSTRUCTURE CLASS HP 3/4” WALL MOMENT-SLAB
DESCRIPTION: Work under this item includes the Class HP 3/4” 5000 PSI concrete for the Permanent Sheet Piling Composite coping cap and base for the Baldwin Pedestrian Railing. All hardware required for the Baldwin pedestrian railing, including post grouted anchor bolt dowels to be paid for under item 830.0250 – Baldwin 4 Bar Ornamental Rail. The locations of the concrete moment slab shall be as depicted in the Plans and/or as directed by the Engineer.
CONSTRUCTION METHODS: All materials and construction methods shall be in accordance with the RIDOT Standard Specifications Section 601 and M.02. The moment-slab will require expansion and contraction construction joints as depicted in the construction Plans. The Baldwin pedestrian rail anchor bolts shall be cast-in at the required spacing with the proposed moment concrete.
In the retained soil limits with cellular fill, the contractor shall level the proposed cellular fill and install a bond-breaker between the cellular fill layer and proposed cast-in-place moment slab. Where required, tie- rods connecting the permanent sheet piling composite shall be have pre-installed PVC sleeves on the tie rod going through the limits of the moment slab. All tie-rods and PVC sleeves shall be paid under the Item 805.9901 – Permanent Sheet Piling Composite Furnish and Drive.
In the limits of one-side of the approach is retained, the contractor shall provide the excavation, gavel borrow fill, and leveling of the substrate prior to placing the moment concrete.
All mild steel shall be galvanized and is paid for under item 810.0210.
METHOD OF MEASUREMENT: “CONCRETE SUBSTRUCTURE CLASS HP 3/4” WALL MOMENT-SLAB” will be measured by the cubic yard (CY) of concrete required, where each unit includes the leveling of the cellular fill, or excavation and gravel borrow, procurement and installation of the bond breaker layer, and the necessary formwork required in accordance with the Plans and/or as directed by the Engineer.
BASIS OF PAYMENT: The accepted quantity of “CONCRETE SUBSTRUCTURE CLASS HP 3/4” WALL MOMENT-SLAB” will be paid for at the contract unit price per CY as listed in the Proposal. The price so-stated constitutes full and complete compensation for all materials, labor and equipment, leveling of the cellular fill, or excavation and gravel borrow, procurement and installation of the bond breaker layer, and all incidental costs required to complete the work.
JS-75 Date: 2/2/2021 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 905.9901 REINFORCED DRIVABLE GRASS MAT
DESCRIPTION: Work under this item includes providing all material, labor, tools, and equipment for installation of a reinforced drivable grass mat as shown on the Plans and as specified in this section.
MATERIALS: The materials for this work shall conform to the following:
Reinforced Mat- Shall be a subsurface, pervious, load bearing HDPE, ultra-violet light stabilized, cellular matrix designed to facilitate turf growth while provided vehicular access. Mat shall be Grasspave2 as manufactured by Invisible Structures, Inc., or approved equal.
Connectors - As recommended by manufacturer.
Anchors - Shall be 40d galvanized steel nails with fender washers, 6-inch U-shaped galvanized steel pins, or other anchoring system approved by the manufacturer.
Sandy Gravel Base– Shall pass sieve analysis:
Sieve % Passing 1” 100 ¾” 90 -100 3/8” 70 -80 #4 55 -70 #10 45 -55 #40 25 -35 #200 3-8
Or, AASHTO #57 stone mixed with clean, sharp sand (ASTM C-33) at a rate of 70% stone to 30% sand for full depth of base.
Sand – Shall be clean, sharp sand conforming to ASTM C-33.
Root Zone Mix – Shall be Type 2 Loam.
Filter Fabric – Shall be Section M.18.18 Landscape Filter Fabric.
Edge Restraint – Shall be 3/16” thick by minimum 5.5” deep black anodized 6063 extruded aluminum interlocking edging secured with a minimum of two 15” stakes at every joint and a minimum of 30 inches on center. Top of edging shall not exceed ½-inch above finished grade. Edge restraint shall be CleanLine by XL, Sure-Edge by Sure-Loc, or approved equal.
Steel Edging – Shall be interlocking steel edge restraint system, ¼-inch minimum thickness, 5-inch minimum depth, color black powder coat by Sureloc Edging Corporation, or approved equal. Only rigid
JS-76 Date: 2/2/2021 RIC No: 2020-CT-054 edging shall be used. Spikes for edging shall be 16-inch long steel, installed 30-inches on center. Top of edging shall be installed flush to top of reinforced turf.
CONSTRUCTION METHOD: “REINFORCED DRIVABLE GRASS MAT” shall be performed in accordance with all applicable requirements of these specifications as shown on the plans and detailed layouts, and the following:
1. Place and compact 12-inch thick sandy gravel base course, compacted to 95% (4-inch lifts maximum). Prepare subgrade depth to allow for depth of cellular matrix system plus 0.5-inch loam to finish grade.
2. Apply manufacturer-supplied polymer/fertilizer mixture to surface of sandy gravel prior to laying cellular reinforced turf mats.
3. Install reinforced turf mats per manufacturer’s instructions, anchoring units to each other and to the subgrade at the manufacturer’s recommended spacing. Trim individual cells to conform to irrigation head contour where conflicts occur.
4. Pour or dump sand over installed reinforced turf mat and brush or rake into cellular voids. No mechanical equipment shall be allowed directly on top of unfilled reinforced turf mat. Apply water to reinforced turf mat to allow sand to settle. Reapply sand as necessary to firmly fill sand level with top of each cell.
5. Hydroseed over moistened sand at the rats identified herein and lightly dress seeded area with 6- inch loam.
6. Protect newly seeded reinforced turf mat from traffic other than emergency vehicles for four to eight weeks or until established.
7. When entire turf area is installed, the Contractor shall request an inspection of the work by the Engineer and the Owner to start a 10-week provisional acceptance and maintenance period. Provisional acceptance and maintenance period shall begin upon review and approval of the entire complete installation.
METHOD OF MEASUREMENT: “REINFORCED DRIVABLE GRASS MAT” shall be measured for payment by the unit "SQUARE FOOT".
BASIS OF PAYMENT: “REINFORCED DRIVABLE GRASS MAT” shall be paid for at the contract unit price bid per “SQUARE FOOT”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to excavation, backfill, disposal of surplus material, base materials, geotextile, loam and seed, matting, and all connection and anchor equipment .
JS-77 Date: 07/27/20 RIC No: 2020-CT-054 JOB SPECIFIC CODE: 920.9901 BEDDING STONE FOR RIPRAP FS-2
DESCRIPTION
This work items shall conform to Section 920 of the Rhode Island Standard Specifications for Road and Bridge Construction (Amended 2018), including latest revisions and amendments except as modified herein.
Furnish all labor, materials, equipment and incidentals required and install all bedding stone for riprap complete as shown on the drawings and as specified herein.
CONSTRUCTION METHODS
General
Bedding stone shall be placed in a single 6-inch lift overtop of the geotextile fabric to avoid stone loss into the substrate. The bedding stone shall be placed such that stone facets are properly orientated using a plate compactor, jumping jack, or other vibratory compaction device. With the use of compaction equipment, the bedding stone shall settle into place, however the final layer thickness shall be a minimum of 6-inches. Settlement of the stone shall account for 8% of the lift thickness.
Reference Standards
A. American Society for Testing and Materials (ASTM)
1. Aggregate stone mixtures are sorted according to ASTM D448.
2. Gradation of stone and rock is found by ASTM C136, the Test Method for Sieve Analysis of Fine and Coarse Aggregates.
PRODUCTS
Materials
Bedding stone shall be AASHTO #57 coarse aggregate stone following the particle size distribution:
AASHTO # 1½” 1” ¾” ½” ⅜” #4 #8 57 100% 95-100% 25-80% 0-10% 0-5%
METHOD OF MEASUREMNT AND BASIS OF PAYMENT
The accepted quantity will be paid for at the contract unit price per cubic yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials and equipment, and all incidentals required to finish the work complete and accepted by the Engineer.
JS-78 Date: 6/30/2020 RIC No: 2020-CT-054
Remove Section 929 Field Offices, pages 9-55 to 9-62 of the RI Standard Specifications for Road and Bridge Construction and Job-Specific Code 929.1000, Field Office Requirements, pages AC-130 to AC-131 of the September 2018 Compilation of Approved Specifications in their entirety and replace it with the following.
SECTION 929
FIELD OFFICES
929.01 DESCRIPTION. This work consists of providing and maintaining an adequate weatherproof and ADA compliant field office for the exclusive use of the Engineer and his staff during both the contract period and approximately 180 days thereafter, all in accordance with these Specifications.
929.02 GENERAL REQUIREMENTS.
929.02.1 Location. The field office shall be located on a site that is both satisfactory to the Engineer and convenient to the project site with dedicated parking facilities.
929.02.2 Minimum Spatial Requirements. Unless specified otherwise in the Special Provisions of the Contract, the Engineer's field office shall contain a minimum of 550 square feet of floor area, at least 3 rooms, and 7 feet minimum of headroom for Small Sized Projects (contract value < $10,000,000). For projects with a contract value ≥ $10,000,000, the Engineer's field office shall contain a minimum of 1000 square feet of floor area, at least 5 rooms, and 7 feet minimum of headroom. It shall contain a sufficient number of windows to provide at least 27 square feet of natural light.
Existing building structures meeting the above minimum requirements are considered acceptable.
929.02.3 Other Requirements.
a. The Contractor shall be responsible for arranging and complying with all necessary local and State regulatory permits and inspections, including all costs associated therewith.
b. The Engineer’s field office shall be fully equipped, operational and ready for occupancy at least two (2) weeks prior to the start of actual construction operations.
c. The Contractor shall protect the field office against fire, flooding, and theft throughout the 24 hours of every day the unit is in service. The Contractor shall be responsible for the loss of any property belonging to the State that is housed therein due to theft, fire, or natural causes.
d. At the time either the field office is made available to the State, the Contractor shall furnish evidence to the Engineer that adequate insurance has been obtained which protects the State against loss of property from theft, fire, or natural causes.
In the event of fire, theft, or equipment breakdown, all equipment involved shall be repaired or replaced by the Contractor as soon as possible. In the event the field office
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929.02.4 ADA Considerations. The Department is committed to providing equal access and opportunity for all persons in conjunction with Federal Law under Title I of the American’s with Disabilities Act (ADA).
The United States Access Board defines a reasonable accommodation as; “a modification or adjustment to a job, an employment practice, or the work environment that makes it possible for a qualified individual with a disability to enjoy an equal employment opportunity.”
In keeping with these directives, the Department will ensure that construction field offices will be accessible to anyone with a disability, and will also ensure that reasonable accommodation in a manner consistent with the ADA will be made to allow Department employees to be productive and efficient members of the Department’s workforce. Personnel may contact the Department’s Human Resources Office with any reasonable accommodation requests.
929.03 SPECIFIC REQUIREMENTS. The field office shall be provided for as follows:
929.03.1 Outside Utilities.
a. Electrical Power. The Contractor shall arrange for electrical service for the field office and provide the necessary meter connections, fuse box and switches as required by the power company, all in accordance with State and local building codes. The power supply shall be 115-volt, 60-cycle current of sufficient amperage to provide for heat, interior and exterior lighting, operating office equipment and air conditioning.
b. Sanitary Sewer Outfall. The Contractor shall provide an adequate temporary outfall into either the municipal sanitary sewer system or an individual sewage disposal system that has been approved by the R.I. Department of Environmental Management. Disposal of sanitary wastes must conform to the applicable requirements of both the R.I. Department of Environmental Management and municipal regulations.
c. Security. All office trailer units shall be enclosed within a 6-foot chain link fence with adequate gates and locks. Outside area floodlighting, together with appropriate timers, shall be provided on all four sides of trailers.
929.03.2 Interior Utility Services.
a. Lighting. Lighting fixtures required to provide a minimum illumination of 70 foot- candles in all areas.
b. Electrical receptacles. Duplex electrical receptacles shall be provided as required in the State Building Code and as directed by the Engineer. At least ⅓ of these receptacles shall be 20- amp capacity.
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c. Heating and Air Conditioning. Heating and cooling equipment capable of maintaining a year round temperature between 68°F and 78°F shall be provided.
d. Sanitary Facilities. A water closet, lavatory, slop sink, vent fan, and a hot water heater of a minimum 5-gallon capacity shall be provided.
e. Network Internet Service. The Contractor shall provide and install a secure high- speed internet service capable of interconnecting and networking a combination of 8 computers, printers, copiers, and scanners, compatible with the equipment specified in 929.03.5c. The Contractor provided high speed internet service shall have a minimum upload and download speed of 50 Mbps.
929.03.3 Doors and Windows. Doors shall be stock sizes and shall have a key-in-knob lock of an approved manufacturer. All doors shall be keyed alike. All windows shall be operative except for picture windows. Operative windows shall be either double hung or casement type equipped with adequate locks. All windows shall be provided with either shades or venetian blinds. All window openings shall be adequately screened. Windows in sanitary areas shall have frosted glass.
929.03.4 Furnishings and Equipment. The field office shall be provided with the following and shall be new or approved by the Engineer when received by the Rhode Island Department of Transportation:
a. Furnishings.
1. One work table, 30 inches high, with a minimum of 24 square feet of work area.
2. One drafting stool.
3. Two folding-type chairs.
4. One fire resistant drawer-type safe, legal size, with combination or key lock.
5. One four-drawer legal size metal filing cabinet equipped with lock.
6. Two two-drawer (14½” x 16") metal filing cabinets.
7. Two round wastebaskets.
8. One plan rack of an approved design to be equipped with 10 rods.
b. Equipment.
1. A 5-pound CO2 fire extinguisher of approved manufacture shall be furnished for each 200 square feet of floor area.
2. A 115-volt, 60-cycle rotating fan.
3. One First-Aid Kit.
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4. One electric sanitary water cooler with refrigerated storage compartment; supply with paper cups.
5. Toilet paper holders, paper towel dispensers and soap dispensers in the toilet rooms.
929.03.5 Special Requirements for Field Office. The field office shall also be provided with the following which shall be new or approved by the Engineer when received by the Rhode Island Department of Transportation:
a. Furnishings.
1. Three office type desks, minimum top dimensions 32" x 60", with two or more drawers on each side.
2. Three swivel desk chairs.
3. Ten (10) folding-type chairs with cushioned seating area. 4. One (1) conference/meetings table, minimum top dimensions 42" x 96". b. Equipment.
1. Two fully automatic electronic calculators with tape.
2. One (1) business grade, multi-function (Copy, Print, Scan, Fax) high volume stand- alone color/black printer. The print quality shall be 1200 by 1200 dpi minimum resolution for black and white printing and 1200 X 1200 optimized dpi for color printing. It shall be capable of printing 35 ppm (black and white) and 35 ppm (color). It shall be capable of scanning 20 ppm in PDF format @ 600 dpi, stapling and three hole punching. The printer will have wireless capability and will be able to generate a maximum size printed document of 11" x 17". The printer shall be Apple AirPrint compatible.
3. One pencil sharpener.
c. Computer Equipment. The items of computer equipment and software to be furnished, installed, tested, made operational and maintained as follows:
Tier I: Small Sized Projects (contract value < $10,000,000)
1. Two (2) new Microsoft Surface Pro (newest version) tablet computers with an i7 processor (minimum); 256GB Solid State Drive (SSD) (minimum); 12.3" touch screen display 2736 x 1824 (267 PPI) (minimum); 16GB of RAM (minimum); Intel® Iris™ graphics; IEEE 802.11a/b/g/n compatible; one (1) AC/DC power adaptors; and carrying bag. Installed software shall include the minimum of: Microsoft Windows 10 Pro with the latest service packs and security updates, Microsoft Office Professional (2019 or newer version) with latest service packs, Bluebeam Revu Extreme (newest version) with maintenance for the duration of the contract, and Symantec Endpoint Protection 12.1.6 (or RIDOT Approved equivalent) with subscription support for the life of the project. All software shall be purchased in the name of RIDOT, installation CDs, perpetual licenses, registration codes and user manuals/documentation shall be JS-82
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provided to the Engineer.
Each tablet shall include a compatible Microsoft Surface Pro type cover, North American Layout (color to be determined by the engineer), a surface pen, compatible Ethernet adapters and compatible DVI, VGA, HDMI adapters. Each tablet shall be equipped with a screen protector to resist scratches made of tempered glass that does not adversely affect touch sensitivity of the tablet. Each tablet shall also be equipped with a protective case that meets military drop-test standards (MIL STD 810G 516.6) when used with Microsoft Type Cover keyboard, is Compatible with Microsoft Type Cover Keyboard, with built in Surface Pen storage, 360 degree rotating hand strap, kickstand and shoulder strap.
2. Three (3) Microsoft Surface Docks (compatible with the provided Surface Pros) with a minimum of the following: 1 Gigabit Ethernet port, 4 USB 3.0 ports, 2 Mini Display Ports, and External power supply. Each dock shall include a wireless 101 key enhanced keyboards, a wireless optical mouse with scroll wheel, 8x External USB DVD±RW/CD-RW Drive, two (2) 24" (minimum) wide screen flat panel LED Monitor with 1920 x 1080 (minimum) resolution (including any required adapters) and a dual monitor stand. All necessary power cords, internet cables, electrical wires, and surge protectors shall be provided by the contractor at the direction of the Engineer.
3. The computer equipment, software, and licenses will become the property of the State at contract completion. The contractor is responsible for proper maintenance of computers and all office equipment for the life of the project which includes but is not limited to network support, computer support and peripheral support. Supplies for the project shall be provided by the contractor for both new and existing equipment which includes but is not limited to flash drives, DVDs, toner, binders, folders, paper, dry erase boards, etc. All supplies shall be provided with the delivery and set-up of the office equipment and as required by the Engineer.
Tier II: Large Sized Projects ($10,000,000 ≤ Contract value) In addition to Tier I
1. Three (3) new Microsoft Surface Pro (newest version) tablet computers with an i7 processor (minimum); 256GB Solid State Drive (SSD) (minimum); 12.3" touch screen display 2736 x 1824 (267 PPI) (minimum); 16GB of RAM (minimum); Intel® Iris™ graphics; IEEE 802.11a/b/g/n compatible; one (1) AC/DC power adaptors; and carrying bag. Installed software shall include the minimum of: Microsoft Windows 10 Pro with the latest service packs and security updates, Microsoft Office Professional (2019 or newer version) with latest service packs, Bluebeam Revu Extreme (newest version) with maintenance for the duration of the contract, and Symantec Endpoint Protection 12.1.6 (or RIDOT Approved equivalent) with subscription support for the life of the project. All software shall be purchased in the name of RIDOT, installation CDs, perpetual licenses, registration codes and user manuals/documentation shall be provided to the Engineer.
Each tablet shall include a compatible Microsoft Surface Pro type cover, North American Layout (color to be determined by the engineer), a surface pen, compatible Ethernet adapters and compatible DVI, VGA, HDMI adapters. Each tablet shall be equipped with a screen protector to resist scratches made of tempered glass that does not adversely affect touch sensitivity of the tablet. Each tablet shall also be
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equipped with a protective case that meets military drop-test standards (MIL STD 810G 516.6) when used with Microsoft Type Cover keyboard, is Compatible with Microsoft Type Cover Keyboard, with built in Surface Pen storage, 360 degree rotating hand strap, kickstand and shoulder strap.
2. Four (4) Microsoft Surface Docks (compatible with the provided Surface Pros) with a minimum of the following: 1 Gigabit Ethernet port, 4 USB 3.0 ports, 2 Mini Display Ports, and External power supply. Each dock shall include a wireless 101 key enhanced keyboards, a wireless optical mouse with scroll wheel, 8x External USB DVD±RW/CD-RW Drive, two (2) 24" (minimum) wide screen flat panel LED Monitor with 1920 x 1080 (minimum) resolution (including any required adapters) and a dual monitor stand. All necessary power cords, internet cables, electrical wires, and surge protectors shall be provided by the contractor at the direction of the Engineer.
3. The computer equipment, software, and licenses will become the property of the State at contract completion. The contractor is responsible for proper maintenance of computers and all office equipment for the life of the project which includes but is not limited to network support, computer support and peripheral support. Supplies for the project shall be provided by the contractor for both new and existing equipment which includes but is not limited to flash drives, DVDs, toner, binders, folders, paper, dry erase boards, etc. All supplies shall be provided with the delivery and set-up of the office equipment and as required by the Engineer.
4. One (1) 50” (minimum) conference room monitor with 3840x2160 (minimum) resolution with video conferencing camera (minimum 1080P resolution).
Failure to furnish, install, make operational and maintain the field office equipment and peripheral equipment/accessories specified under Subsection 929.03.5, will result in delay to the processing of progress payments.
929.03.6 Maintenance and Custodial Service. The Contractor shall provide the following maintenance and custodial services.
a. Maintenance. All necessary repairs of damaged, defective, or vandalized parts of the field office and their associated furnishings and equipment. Maintenance operations shall continue as long as the field office is occupied by the Engineer.
b. Custodial.
1. Weekly trash removal.
2. Bi-weekly floor cleaning.
3. Bi-monthly window cleaning.
4. Snow plowing, sanding and removal of snow at parking areas and walks.
5. Replacement of supplies as required to maintain office equipment and sanitary facilities.
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929.03.7 Project Sign. The field office shall be equipped with a sign for the purpose of identifying the use of the structure and providing notice against trespassing. The Field Office Identification Sign is detailed in the RI Standard Details.
929.04 METHOD OF MEASUREMENT. "Field Office" will be measured by the number of calendar months said facilities are used under the Contract.
a. Computer Equipment. The “Computer Equipment” as noted in 929.03.5c will not be measured separately for payment.
929.05 BASIS OF PAYMENT. "Field Office" will be paid for at the respective contract unit prices per month as listed in the Proposal. The prices so-stated constitute full and complete compensation for furnishing, maintaining, and subsequently removing the field office, together with all associated costs of equipment and peripherals and supplies, including all costs associated with electrical utility, heating, lighting, air conditioning, water, sewer and telecommunication connections, permits, identification sign, maintenance, custodial services and supplies, and all incidentals required to provide this service, complete and accepted by the Engineer.
a. Computer Equipment. The “Computer Equipment” as noted in 929.03.5c will not be paid for separately, but shall be considered a subsidiary obligation of the Contractor.
The timely provision of field offices and/or computer equipment for use by the State is required prior to initial payment to the Contractor for any and all work performed.
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Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC
CODE: 937.1000 MAINTENANCE AND MOVEMENT OF TRAFFIC PROTECTION DEVICES
Subsection 937.05.2; Failure to Comply, of the Standard Specifications, requires that a daily charge be deducted from monies due the Contractor for failure to satisfactorily maintain traffic control devices.
The charge for this Contract will be $500.00 per day.
Subsection 937.05.2; Failure to Comply, of the Standard Specifications, requires that a daily charge be deducted from monies due the Contractor for failure to satisfactorily remove and/or relocate traffic control devices for compliance with the traffic-related work restrictions included in the TMP or to otherwise meet changes in traffic conditions, construction operations, or other conditions affecting the safety and/or mobility of the traveling public.
The charge for this Contract will be $850.00 per day.
JS-86 Date: 2/22/2021 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 938.1000 PRICE ADJUSTMENTS
DESCRIPTION: a. Liquid Asphalt Cement*. The Base Price of Liquid Asphalt Cement as required to implement Subsection 983.03.1 of the Standard Specifications is $495.00 per ton as of 02/22/21.
• In the case of modified asphalt binder, this price adjustment provision shall only apply to the neat liquid asphalt component. This provision shall not apply to the modifier component, manufacture, storage, transportation, or other associated costs.
b. Diesel Fuel. The Base Price of Diesel Fuel as required to implement Subsection 938.03.2 of the Standard Specifications is $1.4678 per gallon as of 02/22/21.
JS-87 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 950.9901 STEEL BOLLARD - PERMANENT
DESCRIPTION: This work shall consist of furnishing and installing a permanent steel bollard in a concrete footing, of the size and type specified, at the locations and to the dimensions and details shown on the plans, or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the relevant provisions of the "Rhode Island Standard Specifications for Road and Bridge Construction" and sections as follows:
Concrete conforming to Section M.01.
Compacted Granular Fill conforming to Section M..02.
Permanent Steel Post shall have a “safety yellow” powder coated finish and conform to ASTM A513 Type 1.
CONSTRUCTION METHODS: The steel post shall have an exposed height of 30 inches and embedded depth of 24 inches, set in a concrete footing with a minimum diameter of 16 inches or as specified by the manufacturer. The footing shall be set on 6 inches of compacted granular fill.
METHOD OF MEASUREMENT: “Steel Bollard – Permanent” will be measured by the number of permanent steel bollards installed and accepted in place.
BASIS OF PAYMENT: “Steel bollard – Permanent” shall be paid for at the contract unit price bid per “each”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to excavation, backfill, disposal of surplus material, steel post, painting, concrete encasement, and compacted granular fill.
JS-88 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 950.9902 STEEL BOLLARD - REMOVEABLE
DESCRIPTION: This work shall consist of furnishing and installing a removeable steel bollard in a concrete footing, of the size and type specified, at the locations and to the dimensions and details shown on the plans, or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the relevant provisions of the "Rhode Island Standard Specifications for Road and Bridge Construction" and sections as follows:
Concrete conforming to Section M.01.
Compacted Granular Fill conforming to Section M..02.
Removeable Steel Post shall have a padlock or removable lock pin system, “safety yellow” powder coated finish, and conform to ASTM A500. The removeable steel post shall be Traffic Guard Single Post [HDHB], or approved equal.
CONSTRUCTION METHODS: The steel post shall have an exposed height of 30 inches with a base plate set on a concrete footing with a minimum diameter of 16 inches, or as specified by the manufacturer. The footing shall be set on 6 inches of compacted granular fill.
METHOD OF MEASUREMENT: “Steel Bollard – Removeable” will be measured by the number of removeable steel bollards installed and accepted in place.
BASIS OF PAYMENT: “Steel bollard – Removeable” shall be paid for at the contract unit price bid per “each”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to excavation, backfill, disposal of surplus material, steel post, painting, concrete encasement, and compacted granular fill.
JS-89 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: 950.9903 REMOVE AND RESET BENCH
DESCRIPTION: This work shall consist of removing, storing, and resetting benches on concrete foundations to the locations shown on the plans, or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the relevant provisions of the "Rhode Island Standard Specifications for Road and Bridge Construction" and sections as follows:
Concrete conforming to Section M.01.
Compacted Granular Fill conforming to Section M..02.
CONSTRUCTION METHODS: Benches shall be removed from their locations, stored, and installed in new locations, replacing any equipment damaged during this process. The benches shall be secured to 6 inch thick concrete slabs over 8 inches of compacted granular fill.
METHOD OF MEASUREMENT: “Remove and Reset Bench” will be measured by the number of removeable steel bollards installed and accepted in place.
BASIS OF PAYMENT: “Remove and Reset Bench” shall be paid for at the contract unit price bid per “each”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to excavation, backfill, disposal of surplus material, concrete, and compacted granular fill.
No separate payment will be made for equipment damaged and replaced or benches in need of complete replacement.
JS-90 Date: 9/2/2020 RIC No: 2020-CT-054
JOB SPECIFIC CODE: T15.9901 REMOVE AND RELOCATE INFORMATIONAL SIGN
DESCRIPTION: This work shall consist of removing, storing, and relocating information signs on concrete foundations to the locations shown on the plans, or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the relevant provisions of the "Rhode Island Standard Specifications for Road and Bridge Construction" and sections as follows:
Concrete conforming to Section M.01.
Compacted Granular Fill conforming to Section M..02.
CONSTRUCTION METHODS: Informational signs shall be removed from their locations, stored, and installed in new locations, replacing any equipment damaged during this process. The informational sign posts shall be embedded 24 inches deep, or to a depth matching their existing embedment, in a 16 inch diameter concrete foundation over 8 inches of compacted granular fill.
METHOD OF MEASUREMENT: “Remove and Relocate Informational Sign” will be measured by the number of informational signs installed and accepted in place. Signs with more than one post will be paid for as one unit.
BASIS OF PAYMENT: “Remove and Relocate Informational Sign” shall be paid for at the contract unit price bid per “each”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto include but not limited to excavation, backfill, disposal of surplus material, concrete, and compacted granular fill.
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JOB SPECIFIC CODE: T20.9901 EPOXY RESIN PAVEMENT MARKING – SPEED HUMP SYMBOL CODE: T20.9902 EPOXY RESIN PAVEMENT MARKING – STOP AHEAD
Revise Section T.20; Pavement Markings, pages T-40 to T-49 of the RI Standard Specifications for Road and Bridge Construction 2004 Edition (Amended March 2018) as follows.
METHOD OF MEASUREMENT To the list of items add:
- Epoxy Resin Pavement Marking Speed Hump Symbol - Epoxy Resin Pavement Marking Words “STOP AHEAD”
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JOB SPECIFIC
CODE: L02.0105 WETLAND SEED MIX – TYPE 5
DESCRIPTION: This work consists of the preparation of the seed bed, furnishing and placing materials, and the establishing of grassed areas as shown on the Plans, in accordance with these Specifications or as directed by the Engineer. Work shall consist of Type 5. Wetland Areas and High Organic Soil, seeded with a Wetland Seed Mix.
MATERIALS: Lime, fertilizer, mulch and water shall conform to the applicable requirements of the “Rhode Island Standard Specifications for Road and Bridge Construction”.
Wetland Seed Mix – Type 5 shall be: Percent by Weight Botanical Name Common Name (Pure Live Seed) Grass Elymus riparius Riverbank Wild Rye 20.00% Andropogon gerardii NY Eco Big Bluestem NY Eco 12.00% Carex lupulina Hop Sedge 10.00% Panicum clandestinum 'Tioga' Deer Tongue 'Tioga' 10.00% Carex vulpinoidea Fox Sedge 10.00% Carex scoparia Broom sedge 8.00% Sorghastrum nutans NY Eco Indiangrass NY Ecotype 8.00% Panicum virgatum Switch Grass 8.00% Juncus effusus Soft Rush 2.00% Juncus tenuis Path Rush 1.00% Subtotal Grass = 89.00% Herb/Forb Verbena hastata Blue Vervain 4.00% Desmodium canadense Showy Tick Trefoil 2.00% Eupatorium maculatum Joe-pye Weed 1.00% Asclepias incarnata Swamp Milkweed 1.00% Aster novae-angliae New England Aster 1.00% Eupatorium perfoliatum Boneset 0.70% Helenium autumnale Common Sneezeweed 0.50% Aster puniceus Aster - Swamp 0.50% Mimulus ringens Monkey Flower 0.20% Vernonia noveboracensis New York Ironweed 0.10% Subtotal Herb/Ford = 11.00% Total = 100.00% Seeding Rate: 20 lbs. (Pure Live Seed) per acre
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CONSTRUCTION METHODS: Construction Methods shall conform to Section L.02.03 of the “Rhode Island Standard Specifications for Road and Bridge Construction”.
METHOD OF MEASUREMENT: “WETLAND SEED MIX – TYPE 5” will be measured in conformance with Section L.02.04 of the “Rhode Island Standard Specifications for Road and Bridge Construction”.
BASIS OF PAYMENT: The accepted quantity of “WETLAND SEED MIX – TYPE 5” will be paid for in conformance with Section L.02.05 of the “Rhode Island Standard Specifications for Road and Bridge Construction”.
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JOB SPECIFIC
CODE: L06.9901 PINE BARK MULCH
DESCRIPTION: Work under this item shall consist of the placement of Pine Bark Mulch at locations specified on the plans or as directed by the Engineer.
MATERIALS: The materials for this work shall conform to the relevant provisions of the "Rhode Island Standard Specifications for Road and Bridge Construction" and sections L.01 and M.18.08.3.
CONSTRUCTION METHODS: The areas upon which mulch is to be spread shall be prepared by raking, harrowing or dragging to form a reasonably smooth surface. All stones larger than 2", undesirable growth over 2" in height and all debris shall be removed from the area and disposed by the Contractor in a satisfactory manner. The disposal area shall be outside the location limits of the project, when required by the Engineer and shall be the responsibility of the Contractor without additional compensation.
Pine Bark Mulch shall be loosely spread to a uniform depth approximately 3" over all areas designated on the plans and as directed by the Engineer.
Pine Bark Mulch may be applied by mechanical means, except that if the equipment breaks the mulch into small pieces or changes its desired texture, as determined by the Engineer, it shall be spread by hand without additional compensation.
METHOD OF MEASUREMENT: “PINE BARK MULCH” shall be measured for payment by the unit "SQUARE YARD" of material installed complete in place and accepted.
BASIS OF PAYMENT: “PINE BARK MULCH” shall be paid for at the contract unit price bid per “SQUARE YARD”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto complete in place and accepted by the Engineer.
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JOB SPECIFIC CODE: L06.9902 – ANDROPOGON GERARDII “BIG BLUESTEM” L06.9903 – ALLIUM SENSCENS “ORNAMENTAL ONION” L06.9904 – ECHINACEA PURPUREA “CONEFLOWER” L06.9905 – PANICUM VIRGATUM “SWITCHGRASS” L06.9906 – RUDBECKIA HIRTA “BLACK-EYED SUSAN” L06.9907 - SYMPHYOTRICUM NOVAE-ANGLIAE “NEW ENGLAND ASTER” L06.9908 – SCHIZACHYRIUM SCOPARIUM “LITTLE BLUESTEM” L06.9909 – SPARTINA ALTERNIFLORA “SMOOTH CORD GRASS”
DESCRIPTION: Work under these items shall consist of furnishing and placing vegetation at the locations indicated on the plans and/or as directed by the Engineer, all in accordance with this specification.
MATERIALS: The materials for this work shall conform to the relevant provisions of the RIDOT Standard Specifications, including Section L.06 – PLANTING.
METHOD OF MEASUREMENT Items L06.9902, L06.9903, L06.9904, L06.9905, L06.9906, L06.9907, L06.9908, L06.9909 and L06.9910 shall be measured for payment by the unit “EACH” of material installed complete in place and accepted.
BASIS OF PAYMENT Items L06.9902, L06.9903, L06.9904, L06.9905, L06.9906, L06.9907, L06.9908, L06.9909 and L06.9910 shall be paid for at the contract unit price bid per “EACH”, which price shall include full compensation for all materials, equipment, tools, labor and work incidental thereto complete in place and accepted by the Engineer.
JS-96 Date: 07/29/20 RIC No: 2020-CT-054 JOB SPECIFIC CODE: M.07.10.1 STEEL PIPE Replace Subsection M.07.10.1 Sheet Pipe, page M-37 of the Standard Specifications for Road and Bridge Construction (Amended 2018) with all revisions with the following:
Steel for pipe piles shall conform to the Standard Specifications for Welded and Seamless Steel Pipe Piles, ASTM A 252, Grade 3.
JS-97