01010StatementofWork09-R-0013.pdf

U.S. Army Corps of Engineers 01010 Rev M New Orleans Hurricane Protection B&V Project 041669

-1- 03/11/2010

SECTION 01010

STATEMENT OF WORK

1.0 PROJECT OBJECTIVES

2.0 SCOPE

2.1 FACILITY DESCRIPTION

2.2 SITE SURVEY

2.3 PERMITTING

2.4 UTILITY COORDINATION AND RELOCATION

2.5 PUBLIC AFFAIRS

2.6 WEB BASED INFORMATION MANAGEMENT SYSTEM

3.0 FUNCTIONAL AND PERFORMANCE REQUIREMENTS

3.1 GENERAL REQUIREMENTS

3.2 OPERATING CRITERIA

3.3 PPS GENERAL DESIGN CRITERIA

3.4 MODELING

3.5 BACKFLOW PREVENTION

4.0 APPLICABLE GENERAL CRITERIA

4.1 INDUSTRY CRITERIA

4.2 CORPS CRITERIA

4.3 STAKEHOLDER CRITERIA

5.0 TECHNICAL CRITERIA

5.1 CIVIL AND SITE DESIGN CRITERIA

5.2 SECURITY DESIGN CRITERIA

5.3 GEOTECHNICAL DESIGN CRITERIA

-2- 03/11/2010

5.4 ARCHITECTURE AND INTERIOR DESIGN CRITERIA

5.5 STRUCTURAL DESIGN CRITERIA

5.6 MECHANICAL DESIGN CRITERIA

5.7 PLUMBING DESIGN CRITERIA

5.8 HEATING, VENTILATING AND AIR CONDITIONING DESIGN CRITERIA

5.9 FIRE PROTECTION DESIGN CRITERIA

5.10 ELECTRICAL DESIGN CRITERIA

5.11 INSTRUMENTATION & CONTROLS DESIGN CRITERIA

5.12 CORROSION CONTROL DESIGN CRITERIA

5.13 SPARE PARTS AND SPECIAL TOOLS CRITERIA

5.14 ENVIRONMENTAL DESIGN CRITERIA

5.15 CONSTRUCTION RELATED CRITERIA

6.0 DEMOLITION

-3- 03/11/2010

SECTION 01010

STATEMENT OF WORK

1.0 PROJECT OBJECTIVES

The Government seeks, through the solicitation and award of a Design Build Contract a permanent replacement for the current Interim Closure Structures (ICS) on the three outfall canals (London Ave, 17th Street and Orleans Ave Canals). The primary goals of the Permanent Canal Closures and Pumps (PCCP) project are; 1) to ensure public safety by constructing storm surge risk reduction barriers to prevent a 100 year storm surge in Lake Pontchartrain from entering the three outfall canals, 17th Street, Orleans Avenue, and London Avenue canals and 2) to allow the Sewerage and Water Board of New Orleans (SWBNO) to evacuate rainwater, unimpeded, from the city. The Design-Builder will design and construct a PCCP at each canal to accomplish these goals. Each PCCP shall include a gated closure section normally open that can be closed to provide a 100-year level of storm surge risk reduction. The Design-Builder shall not impede the Sewerage and Water Board’s ability to pump 100% of their pump station capacities during design and construction of gate structures, pumping stations, pumping units, stand-alone power supplies, and tie-ins to the existing storm surge risk reduction system. The project design criteria for the pumping capacities of the three canals are: 17th Street, 12,500 cubic feet per second (cfs), Orleans Avenue, 2,700 cfs and London Avenue, 9,000 cfs. Operating as a portion of a larger hurricane storm surge risk reduction system, each PCCP must be able to operate independently of all utilities and include those communication facilities which permit it to operate cooperatively with existing Drainage Pumping Stations (DPS) and other central operations facilities within the city.

2.0 SCOPE

Unless otherwise indicated, the Design-Builder’s scope includes all design, procurement, construction, testing, commissioning, startup, and related activities required to deliver the facilities and services specified in this RFP. Design efforts shall include any planning, data collection, and design analysis required to support the Design-Builder’s design approach.

2.1 Facility Description

The exact design features of each PPS facility will be determined by the Design-Builder based on the design criteria in the RFP. Generalized features of each PPS facility shall be as described below:

1. Storm Surge Barrier

a) Gated closure structures at each PPS that will allow the canals to be isolated from Lake Pontchartrain during periods of high lake level due to storm surge and also allow gravity flow of canal water to the lake during normal lake levels.

b) Foundations, site development, utilities, and other features as identified in the RFP and as required by the Design-Builder’s approach

c) Transition walls and levees to tie the new PPS facilities into the existing hurricane line of protection to the design requirements provided in the RFP.

2. Outfall Canal Pumping

a) Inlet structure for receiving and screening inlet flows from the respective canal

-4- 03/11/2010

b) Pump room to house pumping units designed in accordance with the structural requirements outlined in Article 5.5, Structural Design Criteria and other applicable criteria of the RFP.

c) The pumping stations shall be designed to allow for future conversion of the present dual pumping system (current conditions) to gravity drainage to the lake front station (possible future conditions)

3. Reliable, Integrated Operation

a) On-site power facilities to provide an independent power source for each PPS

b) Design and construction of all necessary auxiliary interior and exterior building spaces to support safe and reliable operation of all PPS equipment and systems during both normal and storm event conditions.

c) Monitoring and control systems that provide full local and remote monitoring and control of all pumps, gates, and related equipment. The system shall also monitor both the canal and lake water surface elevations and operate the gates and pumps in a manner to ensure that the water surface elevations remain below the safe water elevations (SWE) in each canal

d) All facilities shall be designed to withstand and to operate reliably under all conditions (lake conditions, wind speeds, rainfall, temperatures, etc) defined in this RFP

e) Facilities shall be stand-alone so that they can be reliably operated independently of any public utility.

f) Temporary facilities, utilities, and services as specified in this RFP

4. Aesthetically Compatible Facilities

a) Facilities that minimize site footprint and visual impact (for both current and possible future conditions).

b) Facilities that minimize noise, light, and emissions

c) Facilities that incorporate local architectural themes and blend with surrounding communities

2.2 Site Survey

Design-Builder shall limit his field operations at the Project Site to remain within the Construction Limits, as shown in Appendix C. The Design-Builder shall establish a survey monument at each PPS in accordance with EM 1110-1-1002, Survey Markers and Monumentation.

2.2.1 Site Legal Survey

A site legal survey is not provided. Limits of construction shall be as indicated in Appendix C, Exhibit 1.

Design-Builder is responsible for obtaining any required site surveys in the field. Design-Builder shall establish and maintain a benchmark system that can be certified by the National Geodetic Survey (NGS).

2.2.2 Site Topographic Survey

Topographic surveys of the project site, in hard copy format, are included as Exhibit 2 in Appendix C. Electronic format is available for download from the project website. The Orleans survey was performed on June 15, 2009, by Lowe Engineering. The London survey was performed on June 17, 2009, by GCT, Inc. The 17th Street PPS site survey was performed on

-5- 03/11/2010

June 19, 2009, by Stockstill. The 17th Street canal survey was performed on June 18, 2009, by Chustz Surveying. Survey datum (horizontal and vertical) is defined on the Exhibit.

Design-Builder is responsible for verifying the adequacy and accuracy of the Survey in the field.

In the event features not shown on the Survey are encountered by the Design-Builder, notify the Contracting Officer immediately before proceeding with work in that vicinity.

2.2.3 Site Bathymetric Survey

The bathymetric surveys of the project sites, in hard copy format, are included as Exhibit 3 in Appendix C. Electronic format is available for download from the project website. The PPS site surveys were performed on June 15, 2009, by ERDC. The 17th Street canal survey was performed on June 18, 2009, by Chustz Surveying. Survey datum (horizontal and vertical) is defined on the Exhibit.

Design-Builder is responsible for verifying the adequacy and accuracy of the Survey in the field.

In the event features not shown on the Survey are encountered by the Design-Builder, notify the Contracting Officer immediately before proceeding with work in that vicinity.

2.2.4 Site Geotechnical Survey

The geotechnical surveys of the project sites, in hard copy format, are included as Exhibit 4 in Appendix C. Electronic format is available for download from the project website. The survey was performed on June 15, 2009, by FFEB/Stantec (JV). Survey datum (horizontal and vertical) is defined on the Exhibit.

There have been considerable additional investigations in the vicinity of the project site. This information can be found at the following website: https://ipet.wes.army.mil/. Any additional geotechnical data required by the Design-Builder shall be obtained by the Design-Builder at their own expense.

Design-Builder is responsible for verifying the adequacy and accuracy of the Survey in the field.

The Design-Builder shall use the data determined by his own geotechnical investigation, the results of the Government subsurface investigation, and other existing relevant data (e.g. IPET) in preparing their Geotechnical Report for design.

The Design-Builder shall submit a project specific geotechnical report with the first interim design submittal (as defined in Section 01012 – Design After Award), certified by a professional geotechnical engineer in accordance with the Hurricane and Storm Damage Risk Reduction System (HSDRRS) Design Guidelines Section 8.0, Geotechnical Investigations and in accordance with ASTM D 3740. The report shall include a subsurface investigation and testing report and geotechnical design for the proposed structures, including a clear description of design assumptions and concise supporting calculations. The report shall also address geotechnical design issues during construction, such as dewatering and temporary retaining structure needs if required as well as any operational or maintenance considerations.

Geotechnical and soils investigations by the Government did not reveal any hazardous materials in the anticipated excavation areas; however, the Design-Builder shall confirm hazardous characteristics of excavated soils through proper testing, prior to starting excavation and periodically during excavation. If any hazardous soils are encountered, Design-Builder shall cease excavation operations in the area of hazardous soils and notify the Government immediately.

-6- 03/11/2010

2.2.5 Additional Structure Survey

There are no additional structure surveys available. If any additional surveys are required by the Design-Builder they shall obtain them at their own expense.

2.3 Permitting

With the exception of permits already obtained by the Government as part of the IER process, Design-Builder shall be responsible for obtaining all site development, building, fire, chemical storage, air quality, storm water (rainwater), and other temporary construction permits required to initiate and execute construction of the PPS sites and related facilities. This includes generation of all design and related information required to obtain the permits, completion of any forms or other paperwork, and payment of permitting fees.

The Government will work with local stakeholders to obtain any permanent operating or discharge permits, not previously obtained by the Government, required for long-term operation of the facilities. Design-Builder shall provide assistance, in the form of design documents and data, in obtaining these permits.

2.4 Utility Coordination and Relocation

The Design-Builder shall be responsible for coordinating and providing the onsite infrastructure for any incoming utility service required by their proposed solution. These services include, but are not limited to, water, sanitary sewer, electricity, and communications. Use of utility services shall be in compliance with other sections of the RFP with regard to operation during a storm event.

Any existing utilities within the area indicated as available for permanent works, and which require relocation, shall be relocated by the Design-Builder, except as indicated below. Final determination of utility relocation requirements will be made based on the final facility locations and details of the successful Design-Build team.

2.4.1 Relocation or Replacement of Existing 17th Street Marina Circulation Piping

There are two existing 60 inch lines within the available construction area for the 17th Street PPS.

The lines serve as a means of recirculation water into/out of the adjacent marina to keep water in the marina from becoming stagnant. The Design-Builder shall be responsible for relocating the two pipes outside their work area and reconnecting the relocated piping at the appropriate interface points. At the Design-Builder’s option, they may propose an alternate means of accommodating the recirculation flows. Alternate solutions must be approved by the appropriate authorities at the marina and submitted to the Government for review.

-7- 03/11/2010

Figure 2.4.1. Existing 60” Recirculation Lines to be Relocated

2.5 Public Affairs

Design-Builder shall assist the Government in conducting and facilitating public affairs activities.

Minimum requirements for public affairs work shall be as follows:

1. Identify a single point of contact, the Public Affairs Manager, within the Design-Builder’s organization for Public Affairs requests, information, or assistance. The Public Affairs Manager shall be available as needed to support the Government’s public affairs programs.

2. Develop a Public Affairs plan after award of contract. The plan shall be developed in conjunction with the Government’s Public Affairs Office.

3. Make information available and supply technical support to the Government, when requested, to support Government public relations activities.

-8- 03/11/2010

4. Provide public relations and technical support services to the Government for project review meetings with the public from notice to proceed until final completion (assume 6 total public project review meetings).

5. Provide public relations and technical support service to the Government for up to three

(3) congressional committee inquiries or reviews.

6. Provide assistance to the Government for a pre-construction public outreach meeting.

7. Provide assistance to the Government for a public Open House at each PPS prior to final completion.

8. Assist the Government in updating and maintaining a public web-site (hosted and administered by the Government) that provides technical and progress information for the project.

9. Provide reasonable, limited, and controlled media access to the construction site for public affairs activities.

2.6 Web Based Information Management System

Design-Builder shall provide a web-based information management system to communicate and document project information for all phases of the project. As a minimum the web-based system shall include the following minimum features:

1. Accessible through the Internet using secured two or three part security (minimum of username and password).

2. Ability to upload, view, and edit (with check-in/check-out control) documents with security applied by role.

3. Ability to store documents for Government and local stakeholders (as designated by the Government) review

4. Ability to generate, track, and report on issues, requests for information (RFIs), and trends (potential changes)

5. Ability to store final construction documents and drawings

6. Ability to store final shop drawings and submittals

7. Ability to store design calculations and backup

8. Ability to store operations and maintenance manuals

9. Ability to store/display project schedules and completion status

10. Accessible through the Internet without the need for installation of executable files, drivers, or other software on the end-user machines.

3.0 FUNCTIONAL AND PERFORMANCE REQUIREMENTS

This section provides overall requirements, design criteria, and basis of design for the PPS facilities. Figure 3.0.1 and Figure 3.0.2 provide a graphical summary of key design criteria for both current and possible future operating conditions (which are also listed in the subsequent text). Note that minor variations in certain elevations may exist between sites. See text and tables in subsequent text for exact operating condition requirements. All elevations in Figure

3.0.1 and 3.0.2 and elsewhere in the RFP are provided in NAVD88 (2004.65), unless otherwise indicated.

-9- 03/11/2010

-10- 03/11/2010

3.1 General Requirements

The following list of general design criteria shall be used by the offeror in determining their technical approach. All elevations are provided in NAVD88 (2004.65).

1. The project shall be designed for the 1-percent-chance-annual-exceedance (100

yr) Hurricane Risk Reduction Level.

2. The design elevation for the line of protection in this area of Lake Pontchartrain is elevation +16.0. Because of Structural Superiority requirements (see Article 5.5.9), the PPS Storm Surge Barrier Elevation shall be at least El 18.0 feet.

3. Normal Lake Water Elevation = +0.4 ft

4. Low Lake Water Elevation = -3.0 ft

5. Design Storm Surge Static Lake Water Elevation (100 Year Still Water Lake

Elevation):

a) 17th Street = 10.2 ft

b) Orleans Avenue = 10.2 ft

-11- 03/11/2010

c) London Avenue = 10.1 ft

6. Design Wave Height (significant wave height). Note that these wave characteristics are only true for locations south of the Lake Shore Drive bridges on Orleans Avenue and London Avenue Canals.

a) 17th Street = 7.2 ft

b) Orleans Avenue = 3.3 ft

c) London Avenue = 2.2 ft

7. Design Peak Wave Period:

a) 17th Street = 6.2 seconds

b) Orleans Avenue = 5.9 seconds

c) London Avenue = 3.4 seconds

8. Minimum Pump Operating Floor Elevations:

a) Minimum Pump Operating Floor Elevation = +9.0 ft

b) Minimum Pump Operating Floor Equipment Pad Top Elevation = +9.5 ft or

+0.5 ft above operating floor, whichever is higher

9. Minimum Generator Building Operating Floor Elevation:

a) Minimum Generator Building Operating Floor Elevation = +4.0 ft

b) Minimum Generator Building Operating Floor Equipment Pad Top Elevation

= +5.5 ft or +1.5 ft above operating floor, whichever is higher

10. The flows which the Design-Builder is to maintain in the canals during the entire construction period are as follows:

o 17th Street Canal: 10,500 cfs o Orleans Avenue Canal: 2,700 cfs o London Avenue Canal: 8,000 cfs

11. At all specified conditions, design life shall be as follows:

Buried Facilities………………..….100 years Levees and Floodwalls……….….100 years Superstructures…………….……..100 years Major Mechanical Systems Pumps & Drivers……….…35 years Gates……………………….50 years Generators……………..…..35 years HVAC Equipment……..…...25 years Electrical Systems…………………..35 years Roofing Systems…………………….50 years Protective Coatings………………….30 years

12. Safe Water Elevations (SWE) and Low Water Elevations (LWE) for Current Conditions shall be as follows. Safe water elevations are defined to equal maximum allowable canal water surface elevation at any point along the canal.

Low water elevations are defined to equal minimum allowable canal water surface elevation at any point along the canal.

i. 17th Street Canal:

a) Current SWE: +10.0 ft from approximately 2,000 ft downstream of DPS6 to approximately Station 653+00; +8.0 ft from Station 653+00 to Lake Pontchartrain)

b) Current LWE: -1 ft

-12- 03/11/2010

ii. Orleans Canal:

a) Current SWE: +8.0 ft

b) Current LWE: -1 ft

iii. London Avenue Canal:

a) Current SWE: +10.0 ft from DPS3 to Station 21+00; 8.0 ft from Station 21+00 to Lake Pontchartrain

b) Current LWE: -1 ft

13. Design pumping station design operating capacities and maximum canal flow shall be as follows:

a) 17th Street = 12,500 cfs

b) Orleans Avenue = 2,700 cfs

c) London Avenue = 9,000 cfs

14. Minimum invert elevation for pump discharge (at all sites for both current and possible future conditions) = +10.2

15. Dry Weather Flows (Possible Future Conditions only): The following dry weather flows shall be used for designing the pumping station adaptability features with consideration to Possible Future Conditions operations. No pumps are required under this contract, but Design-Builder shall design the pump station to accommodate future addition of dry weather flow pumps. Dry weather pumps shall be assumed to pump against the Normal Lake Level. Pumping stations shall be designed to allow the intake area for the dry weather pumps to be separately isolated and screened from any storm water pumps.

17th Street Canal : 90-280 cfs

Orleans Avenue Canal: 70-140 cfs

London Avenue Canal: 80-240 cfs

16. Possible Future Conditions canal invert elevations upstream of canal transitions to pump station: In a separate future contract, the drainage canal will be deepened for Possible Future Condtions to allow gravity drainage to the pump station. For purposes of the design of the pump stations the following Possible Future Condition canal invert elevations should be considered (the actual elevations could be higher or lower based on the results of the physical intake model):

17th Street Canal : -29.8 ft

Orleans Avenue Canal: -19.5 ft

London Avenue Canal: -29 ft

The PPS facilities shall be capable of discharging from the canals to Lake Pontchartrain the following ranges of flows and design conditions:

TABLE 3.1- 1A

PPS Operating Conditions (Current Conditions)

-13- 03/11/2010

17th Street Canal

Design Condition Flow (cfs) PPS Outlet

WSE

(EL - ft)

Vertical Pump Sill Elevation

(EL - ft)

PPS

Intake

WSE

(EL – ft)

PPS High Head Point 9,400 +12.8 -- -1.0

PPS Design Operating Point 12,500 +10.2 -- +2.0

PPS Low Head Point 12,500 or more

Zero Pool-to-Pool (PPS Outlet WSE to PPS Inlet WSE)

Orleans Avenue

Design Condition Flow (cfs) PPS Outlet

WSE

(EL – ft)

Vertical Pump Sill

Elevation

(EL – ft)

PPS

Intake

WSE

(EL – ft)

PPS High Head Point 2,000 +13.1 -- -1.0

PPS Design Operating Point 2,700 +10.2 -- +2.0

PPS Low Head Point 2,700 or more

Zero Pool-to-Pool (PPS Outlet WSE to PPS Inlet WSE)

London Avenue

Design Condition Flow (cfs) PPS Outlet

WSE

(EL – ft)

Vertical Pump Sill Elevation

(EL – ft)

PPS

Intake

WSE

(EL – ft)

PPS High Head Point 6,800 +12.9 -- -1.0

PPS Design Operating Point 9,000 +10.1 -- +2.0

PPS Low Head Point 9,000 or more

Zero Pool-to-Pool (PPS Outlet WSE to PPS Inlet WSE)

TABLE 3.1- 1B

Overall Pumping Capacity Criteria – Current Conditions

Canal Overall Flow Range for PPS (Current Conditions)

-14- 03/11/2010

17th Street Canal 500 to 12,500 cfs

Orleans Avenue Canal 500 to 2,700 cfs

London Avenue Canal 500 to 9,000 cfs

TABLE 3.1- 1C

Pumping Levels Operating Requirements – Current Conditions

17th Street Canal Orleans Avenue Canal London Avenue Canal

Design Canal Water Surface Elevation

+2.0 +2.0 +2.0

Minimum Pumping Station Floor Elevation

+9.0 +9.0 +9.0

Station Invert Elevation

TBD by D-B TBD by D-B TBD by D-B

Gate Closure Elevation

+4.0 +4.0 +3.0

Station Discharge Pipe Invert Elevation

+10.2 (minimum) +10.2 (minimum) +10.2 (minimum)

Top of Gates – Determined by HSDRSDG with Minimum Value Given

EL +18.0 (Minimum) EL +18.0 (Minimum) EL +18.0 (Minimum)

Mean Lake Elevation +0.4 +0.4 +0.4

TABLE 3.1- 2A

PPS Operating Conditions (Possible Future Conditions)

17th Street Canal

Design Condition Flow (cfs) PPS Outlet

WSE

(EL – ft)

Vertical Pump Sill Elevation

(EL – ft)

PPS

Intake

WSE

-15- 03/11/2010

(EL – ft)

PPS High Head Point 10,600 +12.8 -- -16.0

PPS Design Operating Point 12,500 +10.2 -- -14.0

PPS Low Head Point 12,500 or more

-3.0 -- -10.9

Orleans Avenue

Design Condition Flow (cfs) PPS Outlet

WSE

(EL – ft)

Vertical Pump Sill

Elevation

(EL – ft)

PPS

Intake

WSE

(EL – ft)

PPS High Head Point 2,300 +13.1 -- -14.0

PPS Design Operating Point 2,700 +10.2 -- -12.0

PPS Low Head Point 2,700 or more

-3.0 -- -9.4

London Avenue

Design Condition Flow (cfs) PPS Outlet

WSE

(EL – ft)

Vertical Pump Sill Elevation

(EL – ft)

PPS

Intake

WSE

(EL – ft)

PPS High Head Point 7,700 +12.9 -- -15.0

PPS Design Operating Point 9,000 +10.1 -- -13.0

PPS Low Head Point 9,000 or more

-3.0 -- -10.4

TABLE 3.1- 2B

(Not Used)

TABLE 3.1- 2C

Pumping Levels Operating Requirements – Possible Future Conditions

-16- 03/11/2010

17th Street Canal Orleans Avenue Canal London Avenue Canal

Design Canal Water Surface Elevation

-14 -12 -13

Minimum Pumping Station Floor Elevation

+9.0 +9.0 +9.0

Station Invert Elevation

TBD by D-B TBD by D-B TBD by D-B

Station Discharge Pipe Invert Elevation

+10.2 (minimum) +10.2 (minimum) +10.2 (minimum)

Bottom of Gates in Open Position

Does Not Apply – Gates Fixed Closed

Does Not Apply – Gates Fixed Closed

Does Not Apply – Gates Fixed Closed

Top of Gates – Determined by HSDRSDG with Minimum Value Given

EL +18.0 (Minimum) EL +18.0 (Minimum) EL +18.0 (Minimum)

Mean Lake Elevation +0.4 +0.4 +0.4

In typical Current Condition operating conditions, the PPS pump units will not be required to run and flow will be by gravity through the open gates. Operation of the PPS pump units will be required when lake surges require closure of the gates as determined by the Design-Builder, or when the gates are closed for any other reason. Design-Builder shall determine the basis, timing, and operating sequence for gate closure and pump operation based on their proposed technical approach.

The PPS facilities shall be designed to pass the indicated design flows without violating the SWE both when the gates are open (for lake water surface elevations at or below the gate closure elevation) and when the gates are closed and the pumps are operating.

Design-Builder shall be responsible for ensuring that their proposed design solution will meet all pump performance requirements including the specified wave conditions. Design-Builder shall coordinate wave impact with their selected pump supplier(s) and evaluate their selected equipment and operating scheme to ensure that the proposed solution will operate as required under the indicated wave conditions. Design-Builder shall ensure that there are no adverse operation or maintenance issues with their proposed solution with respect to wave activity associated with the indicated wave conditions.

3.2 Operating Criteria

Design-Builder’s PPS facilities shall comply with the general operating criteria provided in the Articles below.

-17- 03/11/2010

3.2.1 Maximum and Minimum Canal Water Elevation

Safe water elevation (SWE) is defined as the maximum allowable canal water surface elevation at any point along the canal. The pump stations shall be designed to prevent levels in the respective canal from exceeding the SWE. Operation of the pump stations (under Current Conditions) depends upon not exceeding the safe water elevations during any flow condition in the canals. The SWE to be maintained in each canal shall be as provided in Article 3.1.12, Safe Water Elevations (SWE) and Low Water Elevations (LWE).

Design-Builder shall provide level monitoring at the PPS intake that is interfaced with the respective PPS monitoring and control system. In addition, level monitoring shall be provided at each PPS site for monitoring lake level near the PPS. Water level monitoring equipment shall be as described in Article 5.11.3. The quantity of level monitoring stations shall be as required to implement the Design-Builder’s operating strategy, but shall include as a minimum:

a) 17th Street –One at the PPS intake outside the trash screens, one at the PPS intake inside the trash screens, and one at lake

b) Orleans Avenue – One at the PPS intake outside the trash screens, one at the PPS intake inside the trash screens, and one at lake

c) London Avenue – One at the PPS intake outside the trash screens, one at the PPS intake inside the trash screens, and one at lake.

In addition to the SWE, each canal also has a defined low water elevation (LWE) defined as the minimum allowable canal water surface elevation along the canal. The PPS and related controls shall be designed to prevent levels in the respective canal from falling below the LWE.

3.2.2 Gate Closure Sequence

Under Current Condition operating requirements, maximum lake water surface elevation for gate closure shall be as defined in Table 3.1-1C. The Design-Builder shall ensure that their operating sequence (considering all startup activities) maintains SWE in the respective canal when the gates are closed at the gate closure elevations in Table 3.1-1C and canal flows are at the maximum values indicated in Article 3.1.13..

3.2.3 Controls

Control modes shall include local control (manual with hardwired safety interlocks) and remote control (both manual and automatic), with local hardwired safety interlocks. See Article 5.11.1 for additional definition on control modes. Operating and monitoring from remote sites shall be integrated into the PPS control and monitoring systems as indicated below.

Each PPS shall include full monitoring and control of all equipment at the PPS to facilitate operation of the facilities in accordance with the RFP.

It is not required that the control system be configured to allow control of one PPS facility from another PPS facility or any other remote location.

It is not required that the control system be configured to allow monitoring or control of any DPS equipment. Interface to any existing DPS controls is not required.

-18- 03/11/2010

See Article 5.11 for more detail on minimum monitoring, control, and input/output (I/O) requirements.

A coordination meeting shall be conducted between the Design-Builder and the Government to determine the appropriate final control system design for the PPS facilities, and the required programming standards and requirements.

3.3 PPS General Design Criteria

PPS facility design shall comply with the following criteria:

1. Storm Surge Barrier

a. Each PPS facility shall include a gated storm surge barrier that protects the respective canal from Lake Pontchartrain storm surges. Portions of the PPS that form the storm barrier shall be structurally independent from the other PPS facilities. All facilities not part of the storm surge barrier shall be located inside the line of protection provided by the barrier.

b. PPS structures that form the storm surge barrier shall be designed to comply with the HSDRRS Design Guidelines.

c. Storm Surge Barrier Elevation shall be at least El 18.0 feet.

d. PPS pump discharge systems can be over or through the line of protection.

However, solutions that utilize discharge pipes through the line of protection shall be designed to eliminate potential for seepage or infiltration at the penetration points and shall include piping joints designed to eliminate leakage risks within the line of protection.

e. The maximum height of the gates and gate structures shall not exceed the height of the PPS superstructure defined in Article 5.4.1.

2. Outfall Canal Pumping

a. Each of the PPS facilities will operate in series with the existing DPS pumping stations (located upstream of the PPS). The new PPS pumps shall be sized to pump the design operating capacities listed in Article 3.1. Either constant or variable speed pumping units may be considered for the new pumping stations.

b. The pumping units shall be suitable for pumping storm water at the required head while not exceeding SWE within the canals. Pumping unit design shall be coordinated with design of inlet trash racks to ensure proper operation of the pumping units with any solids passed through the trash racks.

c. Pumping unit drivers shall be selected to meet all specified Current Condition requirements. Drivers shall include any gear boxes, reducers, or similar devices required for proper operation. Drivers shall be electric motors – direct engine driven pumping units will not be acceptable.

d. Pumping unit discharge shall be provided with back flow prevention as specified in Article 3.5. Pumping unit driver capacity shall be appropriate for starting the pumps at maximum pool to pool elevations considering all system losses.

-19- 03/11/2010

e. The discharge side of each PPS pumping station shall be designed and constructed to maintain pumping capacity and reliability under the design values for storm surge, and wave action. The discharge piping shall be designed with appropriate protection from storm surge damage. Design-Builder shall be responsible for ensuring that the discharge piping and related components will not be damaged by the storm surge parameters defined in this RFP.

Breakwaters shall not be used to mitigate wave or surge impacts.

f. PPS discharge velocities (both pump discharge and gate outlet) shall be coordinated with the outlet structure design to ensure that discharge energy is sufficiently dissipated to eliminate any erosion of the downstream canal or levees. Any structures installed to accomplish this shall have a design life of 100 years. Design-Builder shall produce models, based on their design, showing velocity and direction of post construction flows. Post construction velocities and directions for the 17th Street canal shall be controlled to prevent any cross flow velocities into the Coast Guard navigation channel (as indicated in Section 0100, Instructions to Offerors, Article 2.2, Figure 2.5-2A, 17th Street Canal) during both construction and permanent conditions. If necessary, a training wall shall be provided to ensure that flows are directed along the path of the canal and do not enter the navigation channel. Provisions shall cover bypass flows during construction, gravity flow through the permanent gates, and pump flows in both normal and storm event conditions. Training walls, if required, shall have a minimum top elevation of +10.2, with the final required top elevation determined by the Design-Builder based on their pump station configuration and discharge velocity modeling. Training walls shall be provided with coast guard approved permanent aids to navigation to clearly identify the wall under all specified lake elevations.

g. Design of the inlet and outlet transitions, including gate structures, shall be optimized to reduce the potential for silt accumulation. This shall include sloping of any vertical transition sections to minimize square corners that accumulate silt.

Where silt accumulation can not be avoided, the Design-Builder shall provide procedures (including any special equipment required) for silt removal and any special provisions in their proposal that address silt accumulation.

h. All flow to be pumped by the PPS shall be screened before reaching the pumps.

Bar screens (trash racks) shall be the method of screening. Trash racks shall be cleaned with low profile, climber-type screen cleaners. The maximum height of the trash rack assemblies shall not exceed the height of the PPS superstructure defined in Article 5.4.1. Trash racks and screen cleaners shall be as specified in Article 5.6.9.

i. The pumping units shall be either grease, oil, or water lubricated. Water lubricating systems shall not rely on potable water supplied by the local utility.

Water lubricated units shall be provided with a water treatment system to treat canal water to lubrication water quality (as directed by pump supplier). Water treatment systems, for lubrication water shall be capable of providing lubrication quality water during a storm event. Design-Builder can install a well to provide service water, but shall be responsible for determining that water quality and well permit availability and timing are consistent with the project requirements. If a well is to be utilized, Design-Builder is responsible for ensuring that the well’s aquifer is capable of delivering the required water capacities without excessive consolidation of subsurface soils or impacts to other infrastructure. Grease or oil

-20- 03/11/2010 lubricated systems shall be designed as directed by the pump supplier.

j. Each PPS shall have sufficient layout room to dismantle one pumping unit for service inside the pumping station. This space shall be available without removal of installed structures or equipment. The space shall be designed with necessary structural support to accommodate the equipment to be serviced. The layout room shall include appropriate provisions to remove the largest serviceable components to trucks (DOT Class 8 vehicles).

k. The design minimum invert elevation of the discharge pipes shall be +10.2 feet.

Discharge pipes with inverts below the design level of protection (+18.0 feet) shall be classified as “through the protective works” with regard to backflow prevention. Discharge pipes with inverts above the design level of protection (+18.0 feet) shall be classified as “over levee or floodwall” with regard to backflow prevention. Appropriate backflow prevention shall be provided based on the discharge classification. See Section 01010, Article 3.5 for backflow protection requirements.

l. The intake screens shall be provided with stop logs or bulkheads to permit isolation of the pump suction inlet and inlet screens. For installations where the screens have no components that can be serviced without removal of the screens, the stop logs or bulkheads can be configured to isolate only the pump intake. Suitable access platforms or roads shall be provided to allow for installation and removal of the stop logs or bulkheads..

m. If cooling grids are used as part of the design, they must be placed such that they do not disrupt flow conditions approaching the pump inlets.

n. The design of each PPS shall include adaptability provisions for Possible Future Condition operating requirements, including the following as a minimum:

i. PPS pumping station inlet, intake area, and gate structure designed to accommodate Possible Future Condition pumps without structural modifications to the pumping station.

ii. Plant layout to allow sufficient space for easy addition of future engine generator units and related fuel storage.

iii. Plant layout to allow sufficient space for installation of increased horsepower motor units for Possible Future Condition pumps without modification of superstructure or substructures.

iv. Site utilities to accommodate Possible Future Condition operating requirements, including ductbanks, cable trays, site drainage, dewatering/sump pumps, electrical bus capacity, etc.

v. PPS pumping station layout to allow modification for installation of the Possible Future Condition dry weather flow pumps. Design flow ranges for dry weather flows under Possible Future Conditions are listed in Article 3.1.

vi. Structural design calculations for static and dynamic load conditions to show that the PPS and decommissioned gates meets the stability requirements of the RFP under Possible Future operating conditions.

-21- 03/11/2010

vii. Design of the approach structure to the PPS must allow for transition to Possible Future Condition canal depths without modification to approach/transition sidewalls.

viii. Design of the PPS inlet transitions, intake areas, and pump layout shall consider the Possible Future Condition requirement that the maximum average channel velocity in the individual pump bay upstream of the FSI entrance shall be 2 ft/sec at the minimum sump water level. Velocity shall be verified by physical modeling and CFD modeling. The PPS shall be designed to allow future FSI construction based on this requirement.

ix. A design that facilitates permanent decommissioning and closure of the Current Condition gates (as the gates will be fixed shut in Possible Future Condition operation).

x. Bridge crane rails and structural supports shall be designed to accommodate loads for the Possible Future Conditions, including increased pump driver sizes.

xi. Trash screens and rakes on the pump inlet bays shall be designed to operate properly at both Current Conditions and Possible Future Conditions, without modification or relocation. Screens shall extend the full depth of the intake bays. Rake mechanisms shall be capable of cleaning screens to the full depth of the intake bays.

xii. Pumps shall be designed such that pump shafts and columns (as applicable) can be used for both Current Conditions and Possible Future Conditions.

3. Reliable, Integrated Operation

a. All structures at each PPS, including all building superstructures, internal operating/maintenance areas, penetrations, interior and exterior operating components, and controls both local and remote shall remain intact and fully functional throughout a hurricane with wind loads as specified in the Structural Design Criteria (Article 5.5). Fully functional shall mean that all systems are functional at the capacities specified in Section 01010 throughout the storm period.

b. In addition, to any other facilities spaces described in the RFP, each PPS shall be provided with separate spaces for a control room, lunchroom, showers/locker, and toilets. Rooms shall be sized and fully equipped for their function, assuming a minimum of twelve (12) staff at each PPS for a five (5) day storm event. Each PPS shall be designed to provide adequate potable water and wastewater capacity for the entire five (5) day storm event and shall assume loss of all public utility services during that period. Wastewater systems shall be designed to drain to public utilities during non-storm conditions. Furnishings and appliances for the spaces shall be provided from the furnishings allowance on the bid form.

c. Pumps, gates, screens, valves, auxiliary systems, and other equipment shall be driven or powered entirely by onsite power sources. Pump drivers shall be electric motors. Other equipment may be driven by electric motor, hydraulic power, compressed air, or a combination of these sources. Hydraulic power packs and compressed air systems shall be electrically driven. Stations shall be

-22- 03/11/2010 designed to operate at full capacity independent of all public utilities.

d. Each PPS facility shall be provided with a permanent means of dewatering all operating floors through permanent sumps and sump pumps.

e. Each PPS facility shall be provided with a method of isolating individual pump intake areas for maintenance as defined in Article 3.3.2.l. A permanent means of dewatering pump suction intake areas shall be provided to dewater the isolated space for maintenance.

f. Auxiliary systems that are required for the facility to operate at design operating capacity shall be designed such that failure of any single element in the auxiliary system can not prevent operation of the pumping station at design operating capacity. Auxiliary systems include, but are not limited to the following:

i. Diesel engine generators and related electrical distribution equipment, busses, and switchgear.

ii. Valve and gate operators.

iii. Seal water and lubrication pumps and related piping.

iv. Compressed air and hydraulic power systems, where required to actuate, start, or operate the PPS pumping units or gates.

v. Trash rack/screen operators and automatic controls.

vi. Equipment specific or overall facility controls, including PLC cabinets, HMI interfaces, and communication links.

g. Each PPS facility (both pumping station and engine generator facility) shall be provided with motor driven overhead crane/cranes, including electric-motor-driven equipment hoist, trolley, and bridge. Overhead cranes shall be capable of lifting the heaviest part of the pumping unit, motors, generators, auxiliary equipment, top ends of the engines, or similar sub-assembly based on recommendations of the equipment manufacturer for servicing the equipment.

Crane rails and related structural components shall be designed for the Possible Future Condition operating requirements.

h. Layout of engines shall provide access to facilitate routine servicing of engines.

Design-Builder shall consult with the engine manufacturer or their authorized service representative to determine the proper clearances. In addition, clearances shall incorporate any applicable industry standards or code for safety and maintenance clearances.

i. A central control room shall be provided for each PPS. The central control room shall permit monitoring and logging of all facility equipment and shall provide a link to remote control. All facility equipment shall be capable of operation either locally at manual control stations next to the equipment or remotely from the control room.

j. The central control room shall be a climate controlled area that permits visual observation of all pumping units. The control room shall contain all primary controls and communication equipment and shall be sound attenuated to permit

-23- 03/11/2010 normal conversation with all pumping units operating.

k. A workroom and spare part storage room shall be provided at each PPS facility.

The workroom shall be provided and equipped with machine tools as required to service station auxiliaries. A service air system shall be provided to support the use of air tools. Fixed air tool supply lines and connection points shall be provided throughout the workroom.

l. Fuel storage shall be provided with a capacity to supply the respective PPS at full load for five (5) days of continuous operation. Design-Builder shall provide the Government with a fuel management plan based on their specific fuel storage design. Outdoor fuel storage tanks shall be of double wall, ballistic resistant construction. Buried storage tanks shall be double wall type specifically designed for buried applications. Design-Builder is responsible for obtaining any permits required for above-ground or buried storage tanks. Fuel systems shall have adequate safety controls including automatic cut-off valves.

m. Fuel storage facilities shall be provided with fuel containment meeting all local and federal codes. Areas and buildings that store or house diesel or other fuel shall be configured so that fuel spills or leaks are contained and do not drain to a storm drain. This can be accomplished through double-wall containment, lined concrete containment areas, or other methods as determined by the Design- Builder.

n. Each engine generator shall be provided with a day tank with a capacity for four

(4) hours of continuous operation. Redundant fuel transfer systems shall be provided to transfer fuel from the main storage tanks to the day tanks.

o. The design of each PPS shall allow the following operation and maintenance procedures to be performed as suggested by the manufacturers’ recommendations. Routine maintenance will be required to take place with zero pool-to-pool elevations and the gates open. Pumping systems shall be designed to be tested in this environment without damage to any equipment.

i. Start and run each pump for a minimum of one hour. Any facilities necessary to produce adequate pumping head to permit operation of the pump without cavitation, excessive vibration, wear, damage to the equipment, or excessive horsepower draw shall be permanently installed. Testing provisions shall allow testing of the conditions outlined in Table 3.1-1A.

ii. Exercise each diesel fuel engine generator for a minimum of one continuous hour at full load. Load banks shall be permanently supplied at each station, if necessary for this procedure.

iii. All facilities necessary for these procedures shall be permanently installed or furnished at each PPS

p. Bulkhead or stop log slots shall be placed on the inlet and outlet side of each gate to allow gates to be dewatered for maintenance. One complete set of suitable bulkheads or stop logs shall be provided.

4. Community Compatible Facilities

-24- 03/11/2010

a. Each PPS facility shall be designed to minimize impact on the surrounding community and shall incorporate aesthetic features to reduce noise, light, and visual impact.

b. Each PPS facility shall be designed to minimize impacts to adjacent residential areas.

c. The pumping units and their drivers shall be enclosed in protected buildings designed according to Articles 5.4 and 5.5.

d. Engine generators shall be housed in a separate building designed according to Articles 5.4 and 5.5. The building shall be provided with a sound attenuated control room meeting the requirements for a central control room previously described (Section 01010, Article 3.3.3.i and 3.3.3.j). In addition, an enclosed walkway shall be provided between structures to allow safe access between structures during a hurricane.

e. Generator buildings (or any other adjacent structures not part of the pumping facility) shall be located inside the line of protection. Minimum operating floor elevation for these buildings shall be 2.5 feet above existing grade.

f. Generator buildings and engine generator configurations shall be designed to allow easy collection of used oil for disposal.

g. Fuel storage tanks shall be screened or otherwise hidden from view such that they can not be seen from offsite locations.

3.4 Modeling

Design-Builder shall perform both computer and physical modeling work as required in this RFP.

Separate modeling shall be performed to demonstrate compliance with Current Condition operating requirements and to demonstrate compliance with the adaptability requirements for Possible Future Condition operating requirements.

3.4.1 Computer Models

Computational Fluid Dynamics (CFD) modeling may be used for the Intake Canal to verify if cross-flow velocity in front of the pump intake screens are within Hydraulic Institute Criteria. CFD modeling may be used for preliminary pump station studies. However CFD may not be used for final pump intake and pump discharge modeling. Physical models, as described elsewhere in this Section, shall be used for final pump intake and pump discharge modeling. Computational Fluid Dynamics (CFD) modeling may be used for the Intake Canal transition section to verify even distribution of flow into the inlet area in front of the pump intake screens and that design conditions are within Hydraulic Institute Criteria. However CFD shall not be used in lieu of a physical model for final pump intake and pump discharge modeling.

One-dimensional, unsteady numerical hydraulic modeling shall be performed for Current Conditions to demonstrate that each PPS and associated canal can operate at the capacities and within the safe water and low water elevations described in Article 3.1. For the scenarios described in Section 00110/00120, Tab C, the modeling shall demonstrate the proposed technical approach meets the operating criteria in Article 3.2.