Am_01.pdf

SECTION 00010

Pages 3 thru 8. Delete pages 3 thru 8 of this section in their entirety and replace with the revised attached pages 3 thru 8.

SECTION 01568

Delete this section in its entirety and replace with the revised attached section.

SECTION 02223

Delete this section in its entirety and replace with the revised attached section.

SECTION 02232

Delete this section in its entirety and replace with the revised attached section.

SECTION 02252

1. Delete this section in its entirety and replace with the revised attached section.

2. Add the attached Figure 2 entitled Strengthlines (3 pages) to the end of this section.

SECTION 02324

Delete this section in its entirety and replace with the revised attached section.

SECTION 02617

Delete this section in its entirety and replace with the revised attached section.

SECTION 02660

Delete this section in its entirety and replace with the revised attached section.

SECTION 02721

Delete this section in its entirety and replace with the revised attached section.

SECTION 02731

Delete this section in its entirety and replace with the revised attached section.

00010-3 Ed 13-002

SECTION 00010 – BIDDING SCHEDULE

Southeast Louisiana Project, Jefferson Avenue Canal II (Dryades St. to Constance St.), Orleans Parish, LA

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

BASE WORK

0001 Mobilization and Demobilization 1 LS

0002 Safety Fence 1 LS

0003 Temporary Street Car Shuttle 90 DAY $11,783.11 $1,060,479.90

0004 Traffic Signal System 1 LS

0005 Detours and Maintenance of Traffic 1 LS

0006 Maintenance and Diversion of Storm Water 1 LS

0007 Temporary Dam Emergency Removal and Reconstruction 20 EA

0008 Selective Demolition 1 LS

0009 Geotextile Fabric 20,000 SY

0010 Geogrid 20,000 SY

0011 Excavation 1 LS

0012 Base Course 6,000 CY

0013 Tree Protection and Trimming 1 LS

0014** Retaining Structure 1 LS

0015 Structural Excavation and Backfill 1 LS

0016 Jet Grouting 1 LS

0017 Demolition of Existing Track 1 LS

0018 Ballasted Track Construction 76 TFT

0019 Paved Track Construction 263 TFT

0020 Perforated Drainage Pipe Installation 260 LF

0021 Connection to Existing Drainage Structure 2 EA

0022 Jacked or Bored (18” Casing Pipe) 45 LF

0023 Jacked or Bored (24” Casing Pipe) 45 LF

0024 8” Water Line 2,376 LF

00010-4 Ed 13-002

0025 12” Water Line 1,997 LF

0026 8” Water Valve 18 EA

0027 12” Water Valve 4 EA

0028 Fire Hydrant 8 EA

0029 Remove Water Valve Manhole 9 EA

0030 Abandon in Place Existing Waterline 150 LF

0031 Replace 1” Water House Connection 58 EA

0032 Replace 1-1/2” Water House Connection 1 EA

0033 Replace 2” Water House Connection 2 EA

0034 Water Valve Manhole 22 EA

0035 No. 1 Drain Manhole 6 EA

0036 No. 2 Drain Manhole 1 EA

0037 No. 3 Drain Manhole 1 EA

0038 Drain Manhole (D-3340) 1 EA

0039 No. 1 Catch Basin 12 EA

0040 Catch Basin Manhole Combination 47 EA

0041 24”x 30” Drop Inlet 2 EA

0042 Adjust Manhole 72 EA

0043 15” Reinforced Concrete Pipe 802 LF

0044 18” Reinforced Concrete Pipe 65 LF

0045 21” Reinforced Concrete Pipe 104 LF

0046 24” Reinforced Concrete Pipe 96 LF

0047 30” Reinforced Concrete Pipe 22 LF

0048 36” Reinforced Concrete Pipe 14 LF

0049 42” Reinforced Concrete Pipe 17 LF

0050 Drain House Connection (6"

PVC) 8 EA

0051 8” PVC Collector Drain 1,138 LF

0052 Drain Cleanout Connection 8 EA

0053 Storm Drain Removed/Flowable Fill 1500 LF

00010-5 Ed 13-002

0054 Asphalt Overlay 20,880 SY

0055 Cold Planing 8,200 SY

0056 Permanent Striping and Signing 1 LS

0057 8” Concrete Pavement 5,000 SY

0058 9” Concrete Pavement 13,017 SY

0059 Handicapped Ramps 475 SY

0060 Concrete Sidewalk 420 SY

0061 Concrete Driveway 375 SY

0062 8” Concrete Curb (Barrier) 5,280 LF

0063 6” Concrete Curb (Barrier) 3,500 LF

0064 Concrete Curb (Mountable) 100 LF

0065 Stone Curb 790 LF

0066 Fertilizing, Seeding and Sodding 1 LS

0067 14’ x 8’ R.C. Box (Jefferson Ave) 3,697 LF

0068 6’ x 8’ R.C. Box with Tie-In (Prytania) 1,324 LF

0069 Perrier St. Box and Tie-In (Both Sides) 1 LS

0070 OCS Foundations 2 EA

0071 OCS Poles and Support Attachments 2 EA

0072 Helical Down Guy Anchors 2 EA

0073 Trolley Wire Splice Castings 2 EA

0074 Feeder Splice 2 EA

0075 Drain Cable Splice 1 EA

00076 Supporting Devices 9 EA

TOTAL BASE WORK $

OPTIONAL WORK

(Station 9+75 to 27+00 and Prytania 0+00 to 13+32.12)

0077 8” Water Line, Station 9+75 to 27+00 and Prytania 5,698 LF

0078 12” Water Line, Station 9+75 to 27+00 and Prytania 398 LF

0079 16” Water Line 102 LF

00010-6 Ed 13-002

0080 8” Water Valve, Station 9+75 to 27+00 and Prytania 23 EA

0081 12” Water Valve, Station 9+75 to 27+00 and Prytania 2 EA

0082 16” Water Valve 1 EA

0083 Fire Hydrant, Station 9+75 to 27+00 and Prytania 8 EA

Remove Water Valve Manhole, Station 9+75 to 27+00 and Prytania

2 EA

Abandon in Place Existing Waterline, Station 9+75 to 27+00 and Prytania

1,000 LF

Replace 1” Water House Connection, Station 9+75 to 27+00 and Prytania

120 EA

Replace 1-1/2” Water House Connection, Station 9+75 to 27+00 and Prytania

1 EA

Replace 2” Water House Connection, Station 9+75 to 27+00 and Prytania

1 EA

0089 Replace 4” Water House Connection 2 EA

0090 Water Valve Manhole, Station 9+75 to 27+00 and Prytania 25 EA

0091 Water Valve Manhole, for 16” Water Valve 1 EA

0092 Sewer Mains (8” Dia. PVC, 0’- 8.99’ Depth) 830 LF

0093 Sewer Mains (8” Dia. PVC, 9’ Depth and Deeper) 80 LF

0094 8” Diameter Sewer Siphon 1 LS

0095** 20” Diameter Sewer Siphon 1 LS

0096 Sewer Manhole 12 EA

0097 Drop Sewer Manhole 3 EA

0098 Cleanout 6 EA

0099 Remove/Replace Sewer House Connection 6 EA

0100 Remove Existing Sewer Line 699 LF

0101 Remove Existing Sewer Manhole 4 EA

0102 Abandon Existing Sewer Line 40 LF

00010-7 Ed 13-002

TOTAL OPTIONAL WORK $

TOTAL BASE WORK+ OPTIONAL WORK

** Denotes change from previous bidding schedule.

Award will be made as a whole to one bidder.

NOTE 1: Bidders shall furnish unit prices for each item listed in the Schedule requiring a unit price. If the bidder fails to insert a unit price in the appropriate blank for required item(s), but does furnish an extended total, or an estimated amount for such item(s), the Government shall deem the unit price to be the quotient obtained by dividing the extended amount for that line item by the quantity. IF A BIDDER OMITS BOTH THE

UNIT PRICE AND THE EXTENDED TOTAL OR ESTIMATED AMOUNT FOR ANY

ITEM, ITS BID SHALL BE DECLARED NON-RESPONSIVE AND THEREFORE

INELIGIBLE FOR AWARD.

NOTE 2: Any bid may be rejected if the Contracting Officer determines in writing that it is unreasonable as to price. Unreasonableness of price includes not only total price of bid, but the price for individual line items as well. Any bid may be rejected if the prices for any line items or sub line items are materially unbalanced (See FAR 14.404-2).

NOTE 3: Any proposals which contain a material deviation from the plans and specifications provided with the RFP will be deemed technically unacceptable and ineligible for award. Any proposals which contain conditions or assumptions that render the offer non-binding as to a definite price will be deemed non-responsive and ineligible for award. Value-Engineering proposals submitted with offers will not be considered.

NOTE 4: The contract resulting from this solicitation shall be performed in strict accordance with the plans and specifications included with the RFP. The proposal submitted by the successful offer shall be incorporated into, and become a part of, the resulting contract. In the event of a conflict between the plans and specifications and any part of the incorporated proposal, the terms of the plans and specifications shall govern.

NOTE 5: THE NOTICE TO PROCEED (NTP): The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442. The NTP will be issued immediately after verification of acceptable performance and payment bonds. Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized representative. Physical work cannot start until the Accident Prevention Program, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

NOTE 6: OPTION WORK ITEMS. The Government may require the delivery of the numbered line item(s), identified in the schedule as OPTION WORK Items, in the quantities and prices stated in the schedule. The Contracting Officer may exercise the OPTION WORK Items by written notice to the Contractor. The Government will exercise the Optional Work no sooner than 365 and no later than 600 calendar days after award of this contract. Bidders shall bid on all items including optional items (see “Evaluation of Options” FAR 52.217-5). Failure to bid on all items will result in a non-responsive bid.

00010-8 Ed 13-002

NOTE 7: EVALUATION OF OPTIONS (FAR 52.217-5 JUL 1990). The Government will evaluate offers for award purposes by adding the total price for all options to the total price for this basic requirement. Evaluation of options will not obligate the Government to exercise the option(s).

NOTE 8: TIME ADJUSTMENT IN THE EVENT OF THE EXERCISE OF OPTIONAL

WORK. In the event that OPTIONAL WORK items (Items 0076 thru 0102) are exercised under the terms of the contract, the time required for completion of the contract will not be adjusted but shall be performed concurrent with original contract duration of 1,450 calendar days established for the BASE WORK items specified in the Contract Clause entitled “COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (FAR

52-211-10 – APR 1984)”.

NOTE 9: RAPID VENDOR PAYMENT: Web based instructions for the submission of invoices; http://www.mvn.usace.army.mil/ebs/rapid_vendor_payment.asp http://www.mvn.usace.army.mil/ebs/rapid_vendor_payment.asp�

01568-a Ed 13-002

Section Table of Contents

SECTION 01568 – MAINTENANCE AND DIVERSION OF STORMWATER

PART 1 GENERAL 1

1.1 SCOPE 1

1.2 MEASUREMENT AND PAYMENT 1

1.2.1 Maintenance and Diversion of Storm Water 1

1.2.2 Temporary Dam Emergency Removal and Reconstruction 1

1.3 DEFINITIONS 2

1.4 SUBMITTALS 2

1.4.1 Initial Submittal 2

1.4.2 Modifications 2

1.5 QUALITY CONTROL 3

1.5.1 General 3

1.5.2 Reporting 3

1.6 GENERAL 3

1.7 DESIGN 4

1.8 COLLECTION AND DIVERSION REQUIREMENTS 4

PART 2 PRODUCTS (Not Applicable) 6

PART 3 EXECUTION 7

3.1 OPERATION 7

3.2 MAINTENANCE AND SERVICING 7

3.3 REMOVAL 7

3.4 CLEAN-UP 7

01568-1 Ed 13-002

SECTION 01568 – MAINTENANCE AND DIVERSION OF STORMWATER

PART 1 GENERAL

1.1 SCOPE

The work provided for herein consists of furnishing all plant, equipment, labor and materials, and performing all operations required for designing, furnishing, installing, operating and maintaining a system to collect and divert all stormwater flow from existing drainage pipes and existing box culverts, which will be cut off or otherwise affected by construction of the new canal, into an operational part of the existing and/or new downstream drainage system and shall include removal of the system upon completion of the work.

1.2 MEASUREMENT AND PAYMENT

1.2.1 Maintenance and Diversion of Storm Water

No measurement will be made for maintenance and diversion of existing drainage.

Payment will be made at the contract lump sum price for “Maintenance and Diversion of Storm Water”. Price and payment shall constitute full compensation for furnishing all plant, labor, material and equipment, designing, furnishing, installing, maintaining, operating, removing the facilities; and all work incidental thereto, including construction of closures, dikes, sumps, pumps, maintaining protection dikes and continuance of existing drainage flow affected by the construction, all as specified herein and as shown on the drawings.

1.2.2 Temporary Dam Emergency Removal and Reconstruction

If dam removal is directed by the Contracting Officer, measurement for the emergency removal or overtopping of the temporary dams and subsequent re-construction of the temporary dams and site clean-up will be per each full event. The full event shall commence when removal is directed by the Contracting Officer or his representative or commence when the temporary dams are overtopped by weather events and shall be called complete when the work site has been returned to the same condition as prior to the event, including dam material washed downstream of the work site. Partial events are those events in which a new weather event dictates removal or causes overtopping of the dams before completion of the prior event.

Payment for each full event shall be made at the contract unit price per each for “Temporary Dam Emergency Removal and Reconstruction”. No payment shall be made for partial events. Price and payment shall constitute full compensation for furnishing all plant, labor, materials and equipment for the removal and rebuilding of dams; pumping-out the flooded work area; removal of sand and/or debris; clean-up and removal of the dam materials and flood debris from the work site, including downstream areas; and restoring and repairing new construction damaged due to

01568-2 Ed 13-002 emergency dam removal and overtopping. Flooding of the Temporary Retaining Structure or New box Culvert caused by ineffective storm water management will not be considered as a temporary dam emergency removal and reconstruction event.

1.3 DEFINITIONS

Maintenance and diversion of stormwater defines the pipes, canals, machinery, equipment and appurtenances necessary for the accomplishment of collecting and diverting all existing stormwater flow through the drainage system which will be affected by the construction of the new canal, into the downstream existing drainage canal or new canal which has been completed and made operational.

1.4 SUBMITTALS

1.4.1 Initial Submittal

The Contractor shall submit to the Contracting Officer the professionally engineered design and details of his proposed maintenance and diversion system facilities. The system must be designed and stamped by a Registered Professional engineer.

These details must be presented in the form of shop drawings, including the type of system, planned layout, canals, sumps and pumps; number, type, location, elevation, proposed method of installation; discharge piping; size, length; and backflow protection; type, size; and a plan of operation for the system. If, during the progress of the work, the installed maintenance and diversion system proves inadequate to meet the requirements specified, the Contractor shall, at its expense, furnish, install, and operate such additional maintenance and diversion facilities and/or make such changes, either in features of the system or the plan of operation, as may be necessary to perform the required maintenance and diversion of all flow from affected existing drainage without additional cost to the government. The Contracting Officer must be informed in writing of changes and additions prior to implementation.

1.4.2 Modifications

Any modifications to the design presented above must be designed and stamped by a Registered Professional Engineer. The Registered Professional Engineer must be present at the Contractor quality control preparatory and initial inspections. The Contractor must, as a part of the quality control, furnish a signed statement by the design Professional Engineer stating that the installation is in conformance with the design.

01568-3 Ed 13-002

1.5 QUALITY CONTROL

1.5.1 General

The Contractor shall establish and maintain quality control for all maintenance and diversion operations to assure compliance with contract requirements, and maintain records of his quality control, including but not limited to the following:

(1) Designing the temporary maintenance and diversion system.

(2) Fabrication and workmanship of such system.

(3) Installation, operation, and removal of temporary dams canals and/or pumping facilities.

(4) Monitoring rainfall amounts.

(5) Monitoring water surface elevations of the temporary collection area.

(6) Monitoring water surface elevations of the existing downstream and upstream drainage system.

1.5.2 Reporting

Two (2) copies of these records, as well as any corrective action taken, shall be furnished to the Government daily. The format of the report shall be as prescribed in Section 01451 – Contractor Quality Control. Reports of operation and inspection shall include the following data: total daily rainfall, water surface elevation in the temporary collection area, water surface elevation of the existing downstream and upstream drainage system, time and operation of any pump, problems encountered, corrective actions taken, and any other pertinent data.

1.6 GENERAL

All flow from the existing drainage system affected in any way by the construction of the project shall be collected and diverted into the existing or new operational drainage system. All elevations are in reference to Cairo Datum. The Contractor shall design, furnish, install, operate, and maintain such facilities necessary to accomplish the following:

1. Collect and dispose of all stormwater entering directly into the construction area.

2. Collect and dispose of all flow from existing drainage structures, which will be disconnected from existing canal during construction of new canal, including drainage from adjacent streets and yard drains.

01568-4 Ed 13-002

3. Prevent flow in the downstream portion of the existing or new drainage system from backing into the work area of the new Jefferson Avenue Canal or into the work area of the new Prytania Street Canal.

4. Install and monitor a rain gauge that can contain six inches (6”) of rainfall in 24 hours on the construction right of way at a site that is not encumbered by buildings, trees, construction equipment, etc.

1.7 DESIGN

The stormwater maintenance and diversion system shall be designed and stamped by a Registered Professional Engineer. The maintenance and diversion system shall be designed using accepted professional methods of engineering design consistent with the best current practice.

1.8 COLLECTION AND DIVERSION REQUIREMENTS

The stormwater maintenance and diversion system composed of gravity and/or forced drainage shall be of a type and capacity to accomplish all requirements specified herein:

1. The temporary diversion system shall be designed, installed, and operated to collect flow from drainage structures entering the excavated construction area and must be capable at all times of transporting the same effective volume of flow as the existing portion of subsurface drainage system affected by theconstruction.

2. Due to the Jefferson Ave Phase 2 box culvert being constructed prior to the downstream Phase 1 section and the required Order of Work for constructing the St. Charles Street Car section during summer of 2014, the Contractor shall maintain the existing drainage patterns along Jefferson Ave throughout the duration of the project. Drainage between Dryades Street and St. Charles Ave shall be maintained through the 24 inch drain line located on the northwest side of St. Charles Ave and Jefferson Ave. The existing Jefferson Ave drainage between St. Charles Ave and Constance Street is through drainage culverts flowing towards the box culvert at Perrier Street. The Contractor shall not disturb the existing Jefferson Ave drainage system during construction of the new box culvert. Once portions of the new box culvert are completed the Contractor can install the new catch basins and side drains. Since the downstream Jefferson Phase 1 project may not be completed during the construction of the Phase 2 project, the completed sections of the new box culvert can be flooded to serve as storage area.

3. During construction of the Jefferson Ave box culvert tie-in at Perrier Street, the Contractor will be allowed to only place self-eroding soft dams within the Perrier Street box culvert and by-pass pump Dry Weather flows only. The dry

01568-5 Ed 13-002 weather flow pumping capacity shall be a minimum of 15 cfs. The Dry Weather flow diversion system shall provide all necessary pipes and/or equipment (pumps, valves, and power supply) to accomplish the minimum capacity indicated. If the Dry Weather flow diversion system relies on pumps, the Contractor shall ensure adequate standby pumping and power supply such that a continuously operable system is available during power outages, pump failures, etc. Pumping equipment shall be muffled or isolated to prevent noise nuisance to adjacent residents.

4. During construction of the Jefferson Ave box culvert tie-in at Perrier Street, the Contractor shall provide a storm water diversion system designed to collect and dispose of all Wet Weather flow produced by a 10 year design storm entering through the Perrier Street box culvert. The storm water diversion system for the Perrier Street box culvert shall not rely on pumps but shall consist of self-eroding soft dams and a gravity system to maintain the existing flow capacity from the Perrier Street box culvert across the excavation during construction of the Jefferson Ave Box Culvert.

5. During construction of the Prytania Street box culvert tie-in at Nashville Ave, the Contractor will be allowed to only place soft dams within the Nashville Ave box culvert and by-pass pump Dry Weather flows only. The dry weather flow pumping capacity shall be a minimum of 15 cfs. The Dry Weather flow diversion system shall provide all necessary pipes and/or equipment (pumps, valves, and power supply) to accomplish the minimum capacity indicated. If the Dry Weather flow diversion system relies on pumps, the Contractor shall ensure adequate standby pumping and power supply such that a continuously operable system is available during power outages, pump failures, etc. Pumping equipment shall be muffled or isolated to prevent noise nuisance to adjacent residents.

6. . During construction of the Prytania Street box culvert tie-in at Nashville Ave, the Contractor shall provide soft dams in the Nashville Ave box culvert. If Wet Weather flow exceeds the capacity of the soft dams the existing cross sectional area within the Nashville Ave box culvert must be available. Any temporary obstructions in the existing Nashville Ave box culvert must be removed during wet weather flows. The storm water maintenance system for the Nashville Ave box culvert shall not rely on pumps but shall consist of self-eroding soft dams and a gravity system to maintain the existing flow capacity.

7. During construction of the Prytania Street box culvert, the existing drainage system will be impacted. The Contractor shall construct the new drainage systems shown on the drawings as necessary to ensure maintenance of storm water. The Contractor may also need to temporarily extend the existing drainage culverts across the construction limits until completed box culvert is tied into the new Jefferson Ave box culvert or Nashville Ave box culvert. The storm water diversion system for the Prytania Street box culvert shall not rely on pumps but shall consist of a gravity system to maintain the existing flow capacity from the

01568-6 Ed 13-002 impacted culverts. Plugging of existing culverts, manholes or catch basins will not be acceptable except for temporary one day periods during dry weather to complete tie-ins.

8. The storm water maintenance and diversion system shall contain a rain gauge placed in the construction right-of-way. The Contractor shall monitor the rain gauge daily and record readings.

9. The storm water maintenance and diversion system shall be designed, installed, and operated in a manner which allows existing drainage to continue to flow and operate under all conditions encountered as a result of the box culvert construction. The Contractor will be allowed to construct brick dams between phases of work provided storm water flows are maintained to the operational new or existing box culvert or existing drainage culverts. A self-eroding soft dam will be required in the existing covered canals at Perrier Street and Nashville Ave while constructing the new box culverts. The self-eroding dams soft dams shall consist of granular material (sand) and shall not exceed two-thirds (2/3) the height of box culvert where installed. Use of sandbags will be allowed for temporary (short duration, 1 day) closures. The Contractor shall provide means (24 hours per day) to remove any sand bag dams upon rainfall events causing high flows in the drainage pipes, manholes, catch basins or box culverts. The storm water maintenance and diversion system shall be designed, installed, and operated under all conditions and limits set forth herein. Dams that are constructed in an area that will impede the normal flow of rainwater shall be removed immediately in any rainfall event or at the direction of the Contracting Officer. The method of removal shall be submitted for the review and approval of the Contracting Officer. The method of removal shall not produce sedimentation along the existing drainage system. All cost associated with flooding the dewatered areas as directed by the Contracting Officer shall be paid for at the contract unit price for “Temporary Dam Emergency Removal and Reconstruction”.

The Contractor shall be responsible for the costs of damages as a result of failure of the storm water maintenance and diversion system. If flooding of adjacent property occurs because of the Contractor’s fault, negligence or convenience, all cost resulting from such flooding will be borne by the Contractor. Commencement of unwatering subsequent to flooding shall be subject to approval of the Contracting Officer.

PART 2 PRODUCTS (Not Applicable)

01568-7 Ed 13-002

PART 3 EXECUTION

3.1 OPERATION

The Contractor shall perform such maintenance and diversion of affected existing drainage flow as necessary for the work under this contract. Once the maintenance and diversion system is established, it shall be maintained in an operable condition.

The system can be physically moved, based on the Contractor’s need for completion of the work. However, the Contractor shall not move the maintenance and diversion system without the Contracting Officer’s approval. The Contractor shall insure that the maintenance and diversion system is operable at all times, including non-work times such as nights or weekends and holidays.

3.2 MAINTENANCE AND SERVICING

The Contractor shall maintain, service, and repair the stormwater maintenance and diversion system and appurtenances during the life of the contract. The Contractor shall remove and sand and debris in the completed sections of the covered canal or existing box culvert resulting from flood events.

3.3 REMOVAL

The storm water maintenance and diversion system facilities required to maintain existing drainage flow shall be maintained until completion of the work, and then shall be completely removed. However, no maintenance and diversion facilities of any kind shall be removed without prior approval of the Contracting Officer. All pumps, piping, valves, equipment and appurtenances employed in the maintenance and diversion system, and all materials shall remain the property of the Contractor and shall be removed from the site of the work. Upon completion of the project, the Contractor shall conduct a survey of the new covered canal to assure all sand and debris has been removed from the bottom of the culvert.

3.4 CLEAN-UP

The contractor shall be responsible for removing any sand and/or debris in completed sections of covered canal, and existing sections of covered canal which are a result of flood events. After clean-up work is complete, the Contractor shall conduct a survey of the completed covered canal, flume transition and flume and existing covered canal and flume within the project limits to ensure that all sand and debris has been removed from the structures.

END OF SECTION

02223-a Ed 13-002

SECTION 02223 - EXCAVATION, TRENCHING,

AND BACKFILLING FOR UTILITIES SYSTEMS

1.2 REFERENCES 1

1.3 MEASUREMENT AND PAYMENT 2

1.4 QUALITY CONTROL 2

1.5 REPORTING 4

PART 2 PRODUCTS 4

2.1 MATERIALS 4

2.1.1 Bedding 4

2.1.2 Backfill Materials 4

2.1.3 Unyielding Material 5

2.1.4 Unstable Material 5

2.1.5 Geotextile Fabric 5

2.1.6 Timber 5

PART 3 EXECUTION 5

3.1 EXCAVATION 5

3.1.1 Trench Excavation 5

3.1.2 Bottom Preparation 6

3.1.3 Removal of Unyielding Material 6

3.1.4 Removal of Unstable Material 6

3.1.5 Excavation for Appurtenances 6

3.1.6 Stockpiles 7

3.2 BACKFILLING 7

3.2.1 Trench Backfill 7

3.2.2 Replacement of Unyielding Material 7

3.2.3 Replacement of Unstable Material 7

3.2.4 Bedding 7

3.2.5 Backfill 8

3.2.6 Backfill for Appurtenances 8

3.3 SPECIAL REQUIREMENTS 8

3.3.1 Water Lines 8

3.3.2 Bedding for Drain Lines 8

3.3.3 Bedding for Sewer Pipe 8

02223-1 Ed 13-002

SECTION 02223 - EXCAVATION, TRENCHING, AND BACKFILLING

FOR UTILITIES SYSTEMS

The work covered by this section consists of furnishing all plant, labor, materials, equipment, and performing all operations necessary for the excavation, trenching, and backfill for utilities systems, including manholes, catch basins, drop inlets, water mains, drain lines, gravity sewer lines, etc., as specified herein or as indicated on the drawings.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 698 (1991) Moisture-Density Relations of Soils and

Soil- Aggregate Mixtures Using a (5.5 lb.)(2.49-kg) Rammer and a 1/2-inch (305-mm) Drop

ASTM D 1556 (1990) Density of Soil in Place by the Sand-Cone Method

ASTM D 2167 (1994) Density and Unit Weight of Soils In-place by the Rubber Balloon Method

ASTM D 2216 (1990) Laboratory Determination of Water, (Moisture) Content of Soil and Rock

ASTM D 3740 (1992) Minimum Requirements for Agencies

Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

ASTM D 4643 (2008) Standard Test Method for Determination of Water (Moisture) Content of Soil by Microwave Oven Heating

ASTM D 6938 (2007) Standard Test Method for In-Place

Density and Water Content of Soil and Soil- Aggregate by Nuclear Methods (Shallow Depths)

02223-2 Ed 13-002

LOUISIANA STANDARD SPECIFICATION FOR ROADS AND

BRIDGES (LSSRB) 2006 EDITION, STATE OF LOUISIANA,

DEPARTMENT OF TRANSPORTATION AND DEVELOPMENT

(LDOTD)

Section 1019 Geotextile Fabric and Geocomposite Systems

SEWERAGE AND WATER BOARD OF NEW

ORLEANS STANDARD DRAWINGS

D-3809 Typical Sections of Concrete Pipe Bedding from 12” to 42” Pipe

D-3810 Typical Sections of Concrete Pipe Bedding from 48” to 72” Pipe

4697-E-5A Typical Standard and Non-Standard Sheeting and Open Trench Sections for Sewer Pipe Installation

US ARMY CORPS OF ENGINEERS

EM 385-01 (2008) Safety and Health Requirements Manual

1.3 MEASUREMENT AND PAYMENT

No separate measurement and payment will be made for excavation, trenching, and backfilling for utilities systems. All costs in connection therewith shall be included in the contract prices for the items to which the work is incidental.

1.4 QUALITY CONTROL

The Contractor shall establish and maintain quality control for excavation operations to assure compliance with contract requirements and maintain records of his quality control for all construction operations including but not limited to the following:

(1) Equipment. Type, size, and suitability for construction of the prescribed work.

(2) Excavation. Check grade, slopes, and dimensions for compliance with design sections.

(3) Grade Tolerances. Check fills to determine if placement conforms to prescribed grade and design section.

(4) Construction. Layout, maintaining existing drainage, moisture control, thickness of layers, spreading and compacting.

02223-3 Ed 13-002

(5) Classification of soils, placing and compacting of backfill, and density tests.

(6) Control Testing.

(a) Contractor Testing. The Contractor shall perform all control testing such as soil classification, control compaction curves, and in-place density. The Contractor shall perform as a minimum, the specified number of each of the tests to demonstrate to the satisfaction of the Contracting Officer that the specifications are in compliance. Testing shall be performed by a Government approved testing agency or organization. Criteria used for obtaining Government approval shall be in accordance with ASTM D 3740. Tests performed shall be pursued in such a manner that the results are obtained and furnished to the Government within 24 hours. No separate measurement and payment will be made for control testing required in this paragraph. The Contractor shall include any and all costs for control testing in the contract prices for items of work to which the work is incidental thereto.

The following tests are required to provide adequate control:

1. Soil Classification Tests. Determination of soil classification shall be in accordance with the Unified Soil Classification System.

2. Control Compaction Curves - Compacted Fills. Control compaction curves shall be established in accordance with ASTM D 698, Method D (Standard Proctor Density Tests). Two control compaction curves will be required for each type of random material from each source.

3. In -Place Density Tests. In-place density tests for compacted fill material shall be made in accordance with ASTM D 6938 (Nuclear Method) or ASTM D 1556 (Sand Cone Method) or ASTM 2167 (Rubber Balloon Method). The minimum frequency for performing the density tests shall be one density test per lift per 250 linear feet of backfill placed or one per lift per each utility or structure if less than 250 feet. The location of the test shall be representative of the area being tested or as directed by the Contracting Officer. Density tests performed in accordance with ASTM D 6938 (Nuclear Method) shall be verified by in place density test results obtained from ASTM D 1556 (Sand Cone Method) or ASTM D 2167 (Rubber Balloon Method). O ne verification test will be required for every twentieth nuclear density tests performed. The nuclear test and the verification test shall be conducted concurrently at the same site and on the same material.

02223-4 Ed 13-002

4. Moisture Content Tests. Moisture content tests at each density test location shall be taken to assure compliance with requirements for fill placement within the design sections. D etermination of moisture content shall be performed in accordance with ASTM D 2216 and ASTM D 4643.

5. In addition to the above frequency of tests, additional tests are required as follows:

a. Where the Contracting Officer's representative has reason to doubt the adequacy of the compaction or moisture control.

b. Where the Contractor is concentrating fill operations over a relatively small area.

c. Where special compaction procedures are being used.

d. When embankment materials change substantially.

e. Areas not meeting the specified density shall be retested at no additional cost to the Government, after corrective measures have been applied.

1.5 REPORTING

The original and two (2) copies of these records of inspections and tests, as well as the records of corrective action taken, shall be furnished the Government daily. Format of the report shall be as prescribed in Section 01451, CONTRACTOR QUALITY CONTROL.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Bedding

Bedding material shall meet the requirements of Section 02232 BEDDING for the type of utility installed.

2.1.2 Backfill Materials

Granular backfill material shall conform to the requirements set forth in Sections 02660 “Water Distribution,” 02721 “Drainage Lines, Manholes and Catch Basins,” and 02731 “Sanitary Sewer Lines, and Sewer Siphon”.

02223-5 Ed 13-002

2.1.3 Unyielding Material

Unyielding material shall consist of rock and gravelly soils with stones greater than three (3) inches in any dimension or as defined by the pipe manufacturer, whichever is smaller.

2.1.4 Unstable Material

Unstable material shall consist of materials too wet to properly support the utility pipe, conduit, or appurtenant structure.

2.1.5 Geotextile Fabric

The geotextile fabric (plastic filter cloth), shall be a Class “D” or “C” for bedding and backfill in accordance with LDOTD Section 1019. Prior to the Government acceptance of geotextile, the Contractor shall provide the Contracting Officer a letter of certification from the manufacturer stating that his product meets these requirements. All geotextile fabrics (plastic filter cloth) shall be designated on the LDOTD Qualified Product List 61.

2.1.6 Timber

Timber for sheeting, bracing, and mud sills shall be of heart cedar, heart cypress, heart redwood, oak, gum, treated southern yellow pine, or treated fir.

3.1 EXCAVATION

Excavation shall be performed to the lines and grades indicated. During excavation, material satisfactory for backfilling shall be stockpiled in an orderly manner at a distance from the banks of the trench equal to 1/2 the depth of the excavation, but in no instance closer than two (2) feet. Excavated material not required or not satisfactory for backfill shall be removed from the site. Grading shall be done as may be necessary to prevent surface water from flowing into the excavation, and any water accumulating therein shall be removed to maintain the stability of the bottom and sides of the excavation. Unauthorized over excavation shall be backfilled in accordance with paragraph ”Backfilling” at no additional cost to the Government.

3.1.1 Trench Excavation

Trench excavation requirements shall be as follows:

(1) Excavation shall be open cuts with vertical sides using sheeting and bracing as required, in accordance with EM-385-1, dated 15 Sep 2008.

02223-6 Ed 13-002

(2) For 8” and 12” water lines, the maximum trench width shall be four feet (4’- 0”). For all larger water line sizes, the maximum trench width shall be three feet (3’-0”) plus the OD of the pipe (1’-6” each side of the pipe).

(3) Trench widths for sewer lines shall be in accordance with S&WB Dwg.

No. 4697-E5-A.

(4) Trench widths for drain lines shall be in accordance with S&WB Dwg. Nos.

3809 and 3810.

3.1.2 Bottom Preparation

The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Bell holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Stones of three (3) inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.

3.1.3 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, such material shall be removed four (4) inches below the required grade and replaced with suitable materials as provided in paragraph ”Replacement of Unyielding Material.”

3.1.4 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, such material shall be removed to the depth directed and replaced to the proper grade with select granular material as provided in paragraph “Replacement of Unstable Material.”

When removal of unstable material is required due to the fault or neglect of the Contractor in his performance of the work, the resulting material shall be excavated and replaced by the Contractor without additional cost to the Government.

3.1.5 Excavation for Appurtenances

Excavation for manholes, catch-basins, inlets, or similar structures shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Removal of unstable material shall be as specified above. When concrete or masonry is to be placed in an excavated area, special care shall be taken not to disturb the bottom of the excavation. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

02223-7 Ed 13-002

3.1.6 Stockpiles

Stockpiles of bedding, backfill, and unsatisfactory materials shall be placed and graded as specified. Stockpiles shall be kept in a neat and well drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed by rubber-tired equipment, excavated bedding and backfill materials shall be separately stockpiled. Stockpiles of bedding and backfill materials shall be protected from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with material from approved sources at no additional cost to the Government. Locations of stockpiles of bedding and backfill materials shall be subject to prior approval of the Contracting Officer.

3.2 BACKFILLING

Backfill material shall consist of material meeting the requirements of paragraph

2.1.2. Backfill shall be placed in layers not exceeding six (6) inches loose thickness for compaction by hand operated machine compactors, and eight (8) inches loose thickness for other than hand operated machines, unless otherwise specified. Each layer shall be compacted to at least 95 percent maximum density for cohesionless soils and 90 percent maximum density for cohesive soils, unless otherwise specified.

3.2.1 Trench Backfill

Trenches shall be backfilled to the grade shown. The trench shall be backfilled above the top of pipe prior to performing the required pressure tests

3.2.2 Replacement of Unyielding Material

Unyielding material removed from the bottom of the trench shall be replaced with select granular material or initial backfill material.

3.2.3 Replacement of Unstable Material

Unstable material removed from the bottom of the trench or excavation shall be replaced with select granular material placed in layers not exceeding six (6) inches loose thickness.

3.2.4 Bedding

Bedding shall be in accordance with Section 02232 BEDDING.

02223-8 Ed 13-002

3.2.5 Backfill

Backfill for trenches located in roadways shall be sand, in accordance with paragraph “Backfill Materials.” Backfill for trenches in the neutral ground or behind the curb shall be non-select backfill as described in Section 02320 STRUCTURAL EXCAVATION AND BACKFILL, paragraph “Nonselect Backfill Materials”.

3.2.6 Backfill for Appurtenances

After the manhole, catch basin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for three (3) days, backfill shall be placed in such a manner that the structure will not be damaged by falling earth.

The backfill material shall be deposited and compacted as specified for final backfill, and shall be brought up evenly on all sides of the structure to prevent eccentric loading and excessive stress.

3.3 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

3.3.1 Water Lines

Trenches shall be of a depth to provide a minimum cover of three and a half (3.5) feet from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

3.3.2 Bedding for Drain Lines

Bedding for drain pipe 36” in diameter and greater shall have a layer of geotextile fabric (in accordance with paragraph “Geotextile Fabric”) placed on top of the bedding and pipe in accordance with Section 02232 BEDDING and S&WB Dwg.

No. 3809 and 3810.

3.3.3 Bedding for Sewer Pipe

Bedding for sewer pipes shall be installed in accordance to Sewerage and Water Board’s Standard Drawing No. 4697-E5-A. Geotextile fabric meeting the requirements of paragraph 2.1.5 shall encapsulate the bedding material, separating the bedding from the backfill, in accordance with Section 02232 BEDDING, and S&WB Dwg. No. 4697-E5- A.

02232-a Ed 13-002

SECTION 02232 - BEDDING

PART 1 GENERAL 0

1.1 SCOPE 0

1.2 REFERENCES 0

1.3 MEASUREMENT AND PAYMENT 1

1.4 QUALITY CONTROL 1

1.4.1 General 1

1.4.2 Reporting 2

PART 2 MATERIALS 2

2.1 BEDDING 2

2.1.1 Drain Lines 2

2.1.2 Water Lines 3

2.1.3 Gravity Sewer Lines 3

2.2 STONE 3

2.2.1 Sources and Evaluation Testing 3

2.3 TIMBER 4

PART 3 EXECUTION 4

3.1 INSTALLATION 4

3.1.1 Gravity Sewer Lines 4

3.1.2 Drain Lines 5

3.1.3 Drain Lines 5

3.1.4 Water Mains 6

3.1.5 Manholes and Catch Basins 6

02232-0 Ed 13-002

SECTION 02232 - BEDDING

This work covered by this section consists of furnishing all plant, labor, materials and equipment for placing bedding material under the drain lines, sewer lines, and sewerage and drainage structures, all in accordance with these specifications and as shown on the drawings.

The following publications are specified for the placement and testing of the bedding material. The issues listed below, but referred to thereafter by basic designation only, form a part of this specification to the extent indicated by the references thereto:

LOUISIANA STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES

(LSSRB) 2006 EDITION, STATE OF LOUISIANA DEPARTMENT OF

TRANSPORTATION AND DEVELOPMENT (LDOTD).

Section 1019 Geotextile Fabric and Geocomposite Systems

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 698 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort

ASTM D 2321 (2009) Underground Installation for Thermoplastic

Pipe for Sewers and other Gravity-Flow Applications

SEWERAGE AND WATER BOARD OF NEW ORLEANS STANDARD

DRAWINGS (S&WB Drawings referenced below are shown on the contract drawings.)

DWG. No. D-870 General Section of Standard Drain Brick Manhole

DWG. No. D-3340 Detail of Standard Manhole for Circular Pipe Greater than 36”

DWG. No. D-3809 Typical Sections of Concrete Pipe Bedding from 12” to 42” Pipe

02232-1 Ed 13-002

DWG. No. D-3810 Typical Sections of Concrete Pipe Bedding from 48” to 72” Pipe

DWG. No. 4697-E5-A Typical Standard and Non-Standard Sheeting and

Open Trench Sections for Sewer Pipe Installation

DWG. No. 6178-B-6 Typical Sewer Brick Manhole and Drop Manhole

DWG. No. 6178-B-6A Typical Pre-Cast Concrete Manhole

DWG. No. 6179-F-2 Hydrant Settings, Details of Valve Box and Cover, and Valve Manhole

No separate measurement and payment will be made for bedding. Payment for bedding shall be included in the contract lump sum or unit prices for which the work is incidental thereto.

1.4 QUALITY CONTROL

1.4.1 General

The Contractor shall inspect all materials before they are incorporated into the work for compliance with contract requirements and any material found to be defective will be rejected. All information pertaining to the inspection shall be recorded and included in quality control reports furnished the Contracting Officer. The Contractor shall establish and maintain quality control for construction operations to assure compliance with contract requirements, and maintain records of his quality control for all construction operations. The quality control reports shall include, but not be limited to, the following:

(1) Equipment

. Type, size, and suitability for construction of the prescribed work.

(2) Submission of bedding samples for quality testing, if from other than approved sources.

(3) Quality of bedding meets the requirements specified.

(4) Quantity of bedding delivered and placed each day.

(5) Quality Assurance. The Contracting Officer may direct, under the Contract Clause "Inspection of Construction" (FAR 52.246-12), additional testing of

02232-2 Ed 13-002 bedding furnished to the worksite if the bedding appears, by visual inspection, to be of questionable gradation or quality.

1.4.2 Reporting

The original and two copies of these records, as well as the records of corrective action taken, shall be furnished to the Government daily. Format of report shall be as prescribed in the Section 01451, CONTRACTOR QUALITY CONTROL.

PART 2 MATERIALS

2.1 BEDDING

2.1.1 Drain Lines

Bedding for drain lines shall be either sand or crushed stone or crushed recycled Portland cement concrete, in accordance with S&WB Std. Dwg. Nos. 3809 and 3810.

Sand bedding shall be used for drain lines 30” in diameter and smaller. Crushed stone or crushed concrete shall be used for drain lines 36” in diameter and larger.

Sand bedding shall be used for drain lines which are indicated on the drawings to be

PVC.

(1) Sand bedding shall be granular material conforming to the following gradation:

US Sieve Percent Passing

No. 4 100 No. 40 65-100 No. 200 0-10

(2) Stone bedding shall be crushed stone and shall consist of one hundred percent (100%) stone meeting the following gradation:

U.S. Sieve Percent Passing

1-1/2" 100 1" 90-100 3/4" 70-100 No. 4 35-65 No. 40 12-32 No. 200 5-12

The fraction of stone passing the No. 40 sieve shall be non-plastic.

02232-3 Ed 13-002

(3) Filter fabric for placement on top of the pipe and bedding for RCP drain lines 36” in diameter and larger (as shown on S&WB Dwg. Nos. D-3809 and D- 3810 shall be as indicated in paragraph 2.1.3, “Gravity Sewer Lines” item (2).

2.1.2 Water Lines

Bedding shall be sand. Sand bedding shall be granular material conforming to the following gradation:

US Sieve Percent Passing

No. 4 100 No. 40 65-100 No. 200 0-10

2.1.3 Gravity Sewer Lines

(1) Bedding for gravity sewer linesshall be 100% crushed aggregate from the stone source list specified in Section 01100, conforming to ASTM D 2321, Class 1 angular material.

(2) Filter fabric shall be Class D or C non-woven type and shall conform to the requirements of LSSRB 1019, Table 1. The Contractor shall provide the Contracting Officer a sample of the fabric to be used on the project along with a copy of the manufacturer’s minimum requirement specifications prior to the start of construction.

2.2 STONE

2.2.1 Sources and Evaluation Testing

Stone shall be obtained in accordance with the General Provision entitled “STONE SOURCES” (See Section 01100). If the Contractor proposes to furnish stone from a source not listed in “STONE SOURCES,” the Government will make such investigations as necessary to determine whether acceptable stone can be produced from the proposed source. Satisfactory service records on work outside the Corps of Engineers will be acceptable. If no such records are available, the Government will make tests to assure the acceptability of the stone.