Conceptual Mech Layout Tm Draft

8/13/2019 Conceptual Mech Layout Tm Draft

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C-11 IMPOUNDMENT

Conceptual Mechanical LayoutTechnical Memorandum (Draft)

Prepared for:

South Florida Water Management District3301 Gun Club Road

West Palm Beach, FL 33406

Prepared by:

Parsons Brinckerhoff Quade & Douglas, Inc.1400 Centrepark Boulevard, Suite 810West Palm Beach, FL 33401


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Deliverable 7.4.1 Conceptual Mechanical Layout TM (Draft) CN040934-WO09 C-11 Impoundment BODR

Table of Contents

1.0

GENERAL MECHANICAL DESIGN CRITERIA AND CODES........................................1

1.1 Design References................................................................................................11.2 Codes and Standards............................................................................................1

2.0 PUMP STATION S-503 ....................................................................................................22.1 S-503 Inflow Pump Station....................................................................................32.2 S-503 Seepage Pump Station...............................................................................42.3 Pump Intake ..........................................................................................................42.4 Suction Channel and Inlet Bay ..............................................................................52.5 Pumps ...................................................................................................................62.6 Net Positive Suction Head.....................................................................................72.7 Engines .................................................................................................................82.8 Discharge Arrangement ........................................................................................82.9 Discharge Apron....................................................................................................92.10 Dewatering System ...............................................................................................92.11 Startup...................................................................................................................92.12 Testing...................................................................................................................92.13 Pump Specifications..............................................................................................9

3.0 GATED STRUCTURES..................................................................................................103.1 S-502B Gated Culverts .......................................................................................113.2 S-503A Gated Culvert at Inflow Pumping Station................................................123.3 S-504 Gated Spillway..........................................................................................133.4 S-504A Obermeyer Gate.....................................................................................143.5 S-506A Gated Culvert .........................................................................................15

4.0 CONCEPTUAL OPINION OF CONSTRUCTION COST................................................15

List of Tables

Table 2-1 Intake Comparison.......................................................................................................4Table 2-2 Suction Channel Depth Comparison ............................................................................5Table 2-3 Suction Channel Width Comparison .............................................................................6


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List of Figures

Figure CML-1 S-503 Pump Station Conceptual Plan ViewFigure CML-2 S-503 Pump Station Conceptual Equipment LayoutFigure CML-3 S-503 Pump Station - 470 cfs Pump SectionFigure CML-4 S-503 Pump Station - 100 cfs Pump SectionFigure CML-5 S-503 Pump Station - 220 cfs Pump SectionFigure CML-6 Typical Plan View Single CulvertFigure CML-7 Typical Plan View Double Culvert

Figure CML-8 Recommended FootprintFigure CML-9 S-381 As-Built Section

List of Attachment(s)

Attachment A C-11 Project Structures Conceptual Opinion of Probable Construction Cost


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Conceptual Mechanical Layout Technical Memorandumfor the

C-11 Impoundment Project

1.0 GENERAL MECHANICAL DESIGN CRITERIA AND CODES

1.1 Design References

HI 9.8, Pump Intake Design, 1998, Hydraulic Institute

EM 1110-2-3102, General Principles of Pumping Station Design and Layout, 1995,US Army Corps of Engineers

EM 1110-2-3104, Structural and Architectural Design of Pumping Stations, 1989, USArmy Corps of Engineers

EM 1110-2-3105, Mechanical and Electrical Design of Pumping Stations, 1999, USArmy Corps of Engineers

ETL 1110-2-313, Hydraulic Design Guidance for Rectangular Sumps of Small

Pumping Stations with Vertical Pumps and Ponded Approaches DCM-5, Major Pumping Station Engineering Guidelines, 2005, South Florida Water

Management District

CERP Standard Design Manual, 2003, US Army Corps of Engineers JacksonvilleDistrict and South Florida Water Management District

1.2 Codes and Standards

Design and specification of all work will be in accordance with latest laws andregulations of the Federal Government, with applicable codes and ordinances, and withcodes and industry standards referenced herein. Following is a summary oforganizations with codes and standards referenced herein.

Hydraulic Institute 9.1-9.5, Pumps, General Guidelines

Hydraulic Institute Standard 9.8-1998 Pump Intake Design

Hydraulic Institute Standard 2.1-2.6-2000 Standards for Vertical Pumps

EM 1110-2-3102, General Principles of Pumping Station Design and Layout, 1995,US Army Corps of Engineers

EM 1110-2-3104, Structural and Architectural Design of Pumping Stations, 1989, USArmy Corps of Engineers

EM 1110-2-3105, Mechanical and Electrical Design of Pumping Stations, 1999, US


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American Society of Testing and Materials (ASTM)

Heat Exchange Institute (HEI)

American Gear Manufacturers Association (AGMA) 6010, (1997: Rev. F) Standardfor Spur, Helical, Herringbone, and Bevel Enclosed Drives

American Gear Manufacturers Association (AGMA) 6023, (1988: Rev. A) DesignManual for Enclosed Metric Module Gear Drives

American Bearing Manufacturers Association (ABMA)

American Petroleum Institute (API)

Underwriters Laboratories Inc (UL)

National Fire Protection Association (NFPA)

American Association of State Highway and Transportation Officials (AASHTO)

American Society of Mechanical Engineers (ASME)

UFGS 15131A, Vertical Pumps, Axial-Flow and Mixed-Flow Impeller-Type

UFGS 15005A, Speed Reducers for Storm Water Pumps

UFGS 15133A, Diesel/Natural Gas Fueled Engine Pump Drives

NFPA 37, Installation and Use of Stationary Combustion Engines and Gas Turbines Florida Administrative Code (FAC) 62-762 for Aboveground Storage Tanks

MIL-HDBK-1022, Petroleum Fuel Facilities

NFPA 30, Flammable and Combustible Liquids

OSHA 1910.106, Flammable and Combustible Liquids

UFGS 13202A, Fuel Storage Systems

UL 142, Steel Aboveground Tanks for Flammable and Combustible Liquids

UL 2085, Insulated Aboveground Tanks for Flammable and Combustible Liquids

2.0 PUMP STATION S-503

Pump Station S-503 is a combined inflow and seepage pump station. The two intakechannels, however, will be separate so that the levels in the C-11 Canal and the C-511Seepage Canal can be at different elevations when required by the operations of theC-11 Impoundment - the level in the seepage canal will usually be lower than that of the

C-11 Canal. The hydraulic and seepage models for the C-11 Impoundment Projectindicate that the inflow pumping capacity should be 1000 cfs and the seepage pumpingcapacity should be 400 cfs. Refinements to these models during the Preliminary (30%)Design phase will determine if the capacity of the S-503 Pump Station should beadjusted.

Pump Station S-503 is proposed to consist of one 470 cfs and two 220 cfs diesel


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Pump Station S-503 will be located at the southeast corner of the C-11 Impoundmentarea because the design parameters for the impoundment project require the suction to

be taken from the C-11 Canal east of the S-381 control structure which is located nearthe far eastern side of the C-11 Impoundment site. The seepage canal which supplieswater to the seepage pump station runs north-south along the east side of the C-11Impoundment.

The pump station will have an in-the-embankment-with-siphon-recovery arrangement.A general plan view of the S-503 Pump Station is shown on Figure CML-1. FiguresCML-2, CML-3, CML-4, and CML-5 present more detail of the proposed equipmentlayout and sections of the various pump sizes.

For the proposed pumps, the Hydraulics Institute requires 300 feet of straight intakechannel in front of the trash racks to eliminate turbulence. To meet this requirement andthe space constraints between the S-381 control structure and the east seepage canal,the intake channel will be oriented at a 45 degree angle to the C-11 Canal and the pumpstation will be located approximately 800 feet from the centerline of the C-11 Canal.

Backup power will be provided through a 1000 kW diesel emergency generator, able topower the entire seepage side of the station, including ancillary station facilities. In turn,

this emergency generator will be backed up by a redundant duplicate. Further detailscan be found in the C-11 Backup Power Alternatives Evaluation TechnicalMemorandum.

SFWMD requirements with regards to access, security, recreational facilities, etc. will beadhered to.

2.1 S-503 Inflow Pump Station

The proposed design characteristics for the inflow portion of the S-503 Pump Station aresummarized as follows:

Capacity: 1000 cfs design (1010 cfs installed)

Number of pumps: one - 470 cfs pump, two - 220 cfs pumps, one 100 cfs pump

Design total dynamic head: 470 cfs pump - 18.5 feet (start-up condition)220 cfs pumps - 17.2 feet (start-up condition)

100 cfs pump - 16.2 feet (start-up condition) Pump arrangement: vertical, mixed flow

Pump intake: 470 cfs pump formed suction intake220 cfs pumps formed suction intake100 cfs pump suction bell intake

Pump driver: 470 cfs pump diesel engine-driven with right-angle gear drive


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2.2 S-503 Seepage Pump Station

The design characteristics for the seepage control portion of the S-503 Pump Station aresummarized as follows:

Capacity: 400 cfs design (640 cfs installed)

Number of Pumps: two 220 cfs pumps and two 100 cfs pumps

Design total dynamic head: 220cfs pumps 14.4 feet (start-up condition)100cfs pumps 13.4 feet (start-up condition)

Pump driver: 220 cfs pumps diesel engine with right-angle gear drive

100 cfs pumps electric motor Engine fuel supply: diesel for the 220 cfs pumps and generator

Discharge arrangement: motor actuated vertical lift gate with flap

Trash rack/rake system: automatic, continually rolling flex rake system

2.3 Pump Intake

Two types of pump intakes have been considered: suction bell intake and formedsuction intake (FSI). The FSI is generally thought to reduce the minimum submergenceand minimize pump station excavation and associated shoring and dewatering.

Suction channel length required is different for the two intake types. As FSIs will beused for the larger pumps, the controlling length will be based on the service bridge plusthe pump spacing inside the building.

Construction costs are different for the two intake types. The suction bell has a lower

purchase price but requires deeper excavation and the forming of concrete anti-rotationfillets and baffles. The FSI requires concrete cast around a vendor-supplied steel form.

Head loss and energy costs are different for the two intake types. The head loss for the220 cfs pump through the FSI and suction bell is about 0.33 feet and 0.15 feet,respectively.

Table 2-1 summarizes the advantages and disadvantages of the intake types.

Table 2-1Intake Comparison

Advantages DisadvantagesFormed SuctionIntake (FSI)

Shorter length for approachchannel

Lower submergence

More difficult construction

Higher head loss

Higher energy costs


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Table 2-1Intake Comparison

Advantages DisadvantagesSuction Bell Intake Simpler construction

Lower head loss

Lower energy costs

Possible deeper suction bays

Forming of anti-rotation baffles and fillets

Possible longer length of approach channel

Possible larger diameter, thicker mounting plate

Possible greater tendency for structuralresonance

Due to the diameter of the mounting plate, pumpmay require some assembly at job site

2.4 Suction Channel and Inlet Bay

The suction channel and inlet bay will serve as an approach for the pump intake, alocation for the trash removal system and a means of isolating and dewatering a pumpsuction bay.

The depth of the suction channel is determined by considering water surface elevation inthe supply canal, trash rack head loss, minimum submergence over the pump intake,and minimum vertical clearance between the pump intake and the floor of the sump.Minimum submergence was determined using Hydraulic Institute Standard 9.8 (HI 9.8).Minimum submergence may be adjusted based on the physical model test that will beconducted.

Suction bell intakes will be used for the electric motor-driven pumps because they haveproven successful on smaller capacity pumps. Acceler8 Design Criteria Memorandum 5(DCM-5), Major Pumping Station Engineering Guidelines recommends the use of formedsuction intakes for pumps larger than 450 cfs in order to minimize the submergence ofthe pump impeller and to reduce structure excavation depths.

Table 2-2 shows the depth dimensions for both a suction bell and a formed suctionintake (FSI) for the 220 cfs pumps. Using HI 9.8, the recommended depth of a suctionbell is 5.1 feet greater than the recommended depth for an FSI. In order to minimize thesubmergence of the pump impeller and to reduce structure excavation depths, FSIs will

also be used for the 220 cfs pumps.

Table 2-2Suction Channel Depth Comparison

Suction Bell FSI

Supply canal minimum water surface elevation ft NAVD -1 5 -1 5


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The width of the suction channel is determined by considering three variables: maximumvelocity in the channel, equipment spacing in the pump station, and pump intake width.

The design approach velocity will be a maximum of 1.5 ft/sec. in accordance with HI 9.8.Proper equipment spacing requires access around the engines and gear drives foroperation and maintenance. Minimum pump intake width dimensions are 2 times thebell diameter for a suction bell or the width of the FSI. This intake width will then beadjusted to accommodate standard trash removal equipment.

Table 2-3 shows the width dimensions for the pump station. A channel wall thickness of2.5 feet was used to compare channel widths with required equipment spacing.

Table 2-3Suction Channel Width Comparison

Basis of channel width 100 cfs 220 cfs 470 cfs

Maximum of 1.0 ft/sec velocity + channel wall, ft 12 18.3 30

Equipment spacing, ft 10 20 27

2 x suction bell diameter + channel wall, ft 12.7 13.6 N / A

FSI width + channel wall, ft N / A 13 18.3

Controlling dimension, ft 12.7 20 30

The length of the suction channel is determined by considering service bridge width, HI9.8 dimensional requirements for suction bell intakes and length of FSI. The SFWMDrecommends a minimum 20-foot width for the service bridge to adequately service thetrash racks and allow use of their mobile cranes. HI 9.8 requires a length of 5 suctionbell diameters between the trash rack and the centerline of the pump. The FSI length isbased on 3.3 times the characteristic diameters to the centerline of the pump shaft. It

should be noted that the FSI characteristic diameter recommended by the pumpmanufacturers is much smaller than an equivalent suction bell diameter.

Table 2-4 shows the length dimensions for the pump station. The overall length basedon a FSI will be shorter than the length based on a suction bell intake.

Table 2-4Suction Channel Length Comparison

Basis of channel length 100 cfs 220 cfs 470 cfs5 x suction bell diameter, ft 25.4 N / A N / A

3.3 x FSI diameter, ft N / A 17.5 23.1

Service bridge width (20 ft) plus minimum pump spacingfrom outside wall of pump station, ft

30.0 37.5 43.1

Controlling dimension ft 43 1


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400 cfs. Back-up pumps will be provided for flood control in the Seepage Pump Stationand for auxiliary pumps (cooling, lube, potable water).

Seepage from the impoundment area will be collected in the C-511 Seepage Canal.The level in the C-511 Seepage Canal will be controlled by cycling the seepage pumpson and off. If the level in the seepage canal continues to rise with all pumps running, theexcess water will discharge over the S-505A Weir into the C-11 Canal. The seepagepump station will have two 220 cfs diesel engine-driven pumps and two 100 cfs electricmotor-driven pumps. One 220 cfs pump or one 100 cfs pump is for back-up.

Table 2-5 summarizes pumping conditions.

Table 2-5PS-1 Pumping Condi tions

Design Minimum pumpinghead (high suction

pool)

Maximumpumping head

(low suction pool))

C-11 Canal water surfaceelevation, ft NAVD

-1.5 to + 2.5 5.0 -1.5

Trash rack head loss, ft 0.5 0.5 1.0Discharge weir elevation, ft NAVD 10.2 10.2 10.2

Static head, ft -7.7 to 11.7 5.2 11.7

System head loss, ft 3 3 3

Total Dynamic Head, ft -11.2 to 15.2 8.7 15.7

The impoundment water surface elevation will vary widely over the course of the year.

During the wet season, the pump station will fill the impoundment from nearly empty tofull. This represents a range in elevation of 4 feet. This range in elevation translatesinto a range of static head that the pump could operate under. The concern with therange of head is finding a pump that can reliably operate efficiently over the full range.

Axial and mixed flow pumps have unsteady regions in their curves at higher heads andlower flows. Axial and mixed flow pumps also develop high net positive suction headrequired (NPSHR) at high flows and low head (run-out condition).

With the recommended discharge arrangement shown in Figures CML-3, CML-4, and

CML-5, the range of head that can be developed on the pump is stabilized by theelevation of the discharge structure overflow.

The pumps will be designed to develop the head necessary to self-prime the siphonwithout a vacuum assist system.


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It is anticipated that model testing will allow the suction channel floor elevation to beraised slightly. While this will reduce construction cost, it will also reduce the net positivesuction head available (NPSHA) and limit the range over which the pump shouldoperate.

Raising the discharge elevation of the pump can limit the NPSHR. The drawback toraising the discharge elevation is that energy is wasted while the impoundment level isbelow the pump discharge elevation. The benefit of this arrangement is that it is asimple, reliable system to operate.

In addition to raising the discharge elevation, speed variation could also be used by the

operators to make modest adjustments to the pump capacity to improve the pumpefficiency for a given impoundment level. The minimum allowable speed of the pumpshould be set in the control system to prevent the pump from operating in an unstableregion of the pump curve.

Details will be further developed during the Design Phase of the C-11 Project.

2.7 Engines

Natural gas is available in the area; however, 7-day emergency storage requirementsmake natural gas an unfeasible option for the C-11 Impoundment. Therefore, theProject will use diesel.

SFWMD has stated that they have some engines that run on a mixture of diesel andnatural gas. The pump engine vendors were contacted and they responded thatengines can be provided that run on a mixture of 80 percent natural gas and 20 percentdiesel. The engines cannot be converted to run on 100 percent diesel during an

interruption of natural gas supply, however, without engine modifications. Aftermarketkits may be available that allow this, but use of these kits on new engines would void theengine warranties. Any downtime to convert the engines to run on 100 percent diesel isnot acceptable for the seepage station which is a flood control pump station. Therefore,the use of engines that run on a mixture of 80 percent natural gas and 20 percent dieselwill not be considered.

2.8 Discharge Arrangement

The discharge structure will be located in the embankment with discharge pipes, siphonbreak valves, motor operated sluice gates and an overflow basin.

To prevent back-flow from the impoundment area back to the C-11 Canal, the invert ofthe discharge pipes will be set 1-0 above the maximum impoundment level plus 1-6for a 100 year storm addition.


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The siphon breaker/vent valve will also open when a pump is started to allow air toescape during filling and close to establish a siphon. After the siphon is established, thepumps will operate based on the difference in water surface elevations and will not beimpacted by the high pump discharge pipe elevation. This results in lower energy use.

2.9 Discharge Apron

The discharge apron will be a concrete sill that will receive the flow from the dischargestructure. The discharge apron will allow the water velocity to slow and prevent erosionat the outlet. A riprap apron will be provided downstream of the concrete apron forfurther erosion protection. The dimensions of the discharge apron will be based on an

analysis of the pump station flow and velocity leaving the discharge chambers.

2.10 Dewatering System

Stop logs will be provided at the intake channel to dewater the pump suction area behindthe trash racks.

2.11 Startup

The large volume pumps and right-angle gear drives will be directly coupled to theengine shaft; no clutching arrangement will be used. Engines are typically started andallowed to warm up at 50 percent speed for a period of 3-5 minutes. The Flowservemanufacturer indicated that this is typical and is not a cause for concern with the pump.

At 50 percent speed, the pump will not be moving water under the range of head at thepump station. The engines will be operating under a relatively small load, which will notcause problems with the engine, right-angle gear drive, or the pump. The engine speedwill be increased to 1,356 RPM in order to self prime the siphon. After the siphon isestablished, the engine speed will be reduced to 1,200 RPM for continuous operationnear best efficiency point (BEP).

The 100 cfs electric motor-driven pumps will utilize soft starters to minimize the inrushcurrent to the station. The use of variable frequency drives (VFDs) to allow over-speedof the motor to establish siphon without a vacuum system will be investigated during thePreliminary Design phase.

2.12 Testing

Physical modeling of the pumps and intake conditions will be required. Each pump sizewill be modeled. Results of the modeling will be used to finalize the intake channelconfiguration, suction channel floor elevation, pump elevation, and discharge elevation.

A t i t ib ti ifi ti ti ill b d l d th t ill d t il th


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3.0 GATED STRUCTURES

Hydraulic sizing for the various control structures is based on the peak flow as describedin Section 6 Hydraulics of the BODR and can be referenced from the HydraulicSummary Memorandum for the C-11 Impoundment (PB 2006). Water control facilitiesassociated with the Project consist of single and multi-barrel reinforced concrete gatedbox culverts (Figures CML-6 and CML-7) to control flows from the C-11 Impoundmentand in the associated canals. The structure locations are shown on Figure CML-8.Excluding gated culvert S-503A, located at the S-503 Pump Station and the S-506AManual Gated Culvert at the mitigation wetland, each gated structure will have aprefabricated control building, with a 46-foot concrete pole for SCADA and Microwave

systems, depending on SFWMD requirements. Control buildings will have either anemergency liquefied petroleum gas (LPG) generator or standby power plug for aportable emergency generator.

The basis of design for the recommended structures is listed in Table 3-1.

Table 3-1Basis of Design for the Recommended Structures

Structure

No.

Structure

Type

Design

Capacity

(cfs)

Location

RecommendedGate

Elevations(NAVD)

Invert/Tailwater/Design Head/

Max Head

SamplingStationsPresent

StillingWells

Present

S-502BGated

Culverts1,000

S of C-11 Canalat Griffin Road

and US27

5-96"x120AutomatedSingle Leaf

-8.0/2.5/3.5/7.0 1 2

S-503A GatedCulvert

200

SE corner of

C-11Impoundment at

Pump Station

60 x 72AutomatedSingle Leaf

-4.5/2.5/8.5/12.1 1 2

S-504GatedCulvertSpillway

1,000SW corner of

C-11Impoundment

2-96"x96AutomatedSingle Leaf

-7.0/2.5/8.5/12.1 1 2

S-504A*Obermeyer

Gate2,880

E of S-504 inC-11 Canal

3-bay AutomatedObermeyer orRubber Dam

Gate

-11.0/2.5/2.5/7.0 1 2

S-506AManualGatedCulvert

50N, connectingImpndmnt withMitigation Area

1-48" Dia.Manual Sluice

Gate-7.5/6.5/8.5/12.1 1 2

S-381BladderSpillway

2,880S of S-503

Pump Station

3-bay AutomatedObermeyer orRubber Dam

-10.0/2.5/2.5/5.5 Existing Existing


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3.1 S-502B Gated Culverts

The S-502B Gated Culverts will replace the existing G-56S Culverts in the C-502 Canalunder Griffin Road. The S-502B Gated Culverts are planned to transfer 1,000 cfsthrough a recommended five barrel gated reinforced concrete box culvert structure. Therecommended throat dimension for each gated box culvert is 10 feet wide by 8 feet high.

Key design criteria for the structure are as follows:

The invert elevation of each structure will be -8.0 feet NAVD

The crown of the culvert barrier will be submerged for all stages above 0.0 feet

NAVD

Each culvert will be fitted with a 10 foot wide by 8 foot high single leaf verticalautomatic control gate at its upstream end.

The structure will have one control building equipped with an LPG generator andantennae for SCADA and Microwave, depending on SFWMD requirements.

The control gates will consist of a flush-bottom, medium-duty stainless steel sluice gates

of AWWA-standard manufacture and design. Each gate will be actuated by a singlerising stem driven by an electric motor operated hoisting unit mounted on an operatingpedestal at the top of the gate, or on the top yoke of the self-contained gate frame. Theactuators will also be equipped with a hand wheel to permit manual operating in theevent of power outage or motor failure.

Electric actuators should be EIM Controls, AUMA Actuators, Inc. or an SFWMDapproved equivalent, and be capable of operating multi-turn valves (sluice gates).

Actuators will be furnished for both open/close and modulating service. Integral motor

controls and control accessories must be available to interface with the MOSCADRemote Control System used by the SFWMD. The gates will be capable of remoteoperation via telemetry from the S-503 Pumping Station and the SFWMD OperationsCenter. Actuators should be watertight for outside operation, and equipped with torqueand rotary limits for up and down travel.

Gates will be fitted with a gate position instrument mounted on the housing of the gatestructure. A travel limit switch will be part of the actuator. The design operating speedwith actuator will be 6 inches per minute.

The gates will provide for an opening 10 feet wide and 8 feet high. Gates will be 304stainless steel, vertical lift (flush bottom) made of materials as below:

Guides will be made of 304 stainless steel, designed for maximum rigidity, and willhave high-density polymer and neoprene fixed, replaceable seals.


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All necessary fasteners and anchor parts will be 316 stainless steel.

3.2 S-503A Gated Culvert at Inflow Pumping StationGated Culvert S-503A will be incorporated into the S-503 Pump Station design. It willallow back flowing 200 cfs from the C-11 Impoundment area into the C-11 Canal to theeast of the S-381 Bladder Gate. The stainless steel actuated gate will be incorporatedinto the discharge structure retaining wall and the CMP or concrete box culvert willdischarge outside of the suction screens. Both openings in the retaining walls will bebarred for manatee and trash exclusion. One structure was determined adequate tomanage the flow. The recommended throat dimensions for this gated box culvert

structure is 6 feet wide by 5 feet high.

Key design criteria of the inlet structure are listed as follows:

The invert elevation of the structure will be -4.5 feet NAVD.

The crown of the culvert barrier will be submerged for all stages above 0.5 feetNAVD.

The culvert will be fitted with a 6 foot wide by 5 foot high single leaf vertical automatic

control gate at its upstream end.

The gate will receive power from the S-503 Pumping Station which will be equipped withstandby power.

The control gate will consist of a flush-bottom, medium-duty stainless steel sluice gate ofAWWA-standard manufacture and design. The gate will be actuated by a single risingstem driven by an electric motor operated hoisting unit mounted on an operatingpedestal at the top of the gate, or on the top yoke of the self-contained gate frame. The

actuator will also be equipped with a hand wheel to permit manual operation in the eventof power outage or motor failure.

The electric actuator should be EIM Controls, AUMA Actuators, Inc. or SFWMDapproved equivalent and be capable of operating multi-turn valves (sluice gates).

Actuator will be furnished for both open/close and modulating service. Integral motorcontrols and control accessories must be available to interface with the MOSCADRemote Control System used by the SFWMD. Actuator should be watertight for outside

operation, and equipped with torque and rotary limits for up and down travel.

The gate will be fitted with a gate position instrument mounted on the housing of the gatestructure. A travel limit switch will be part of the actuator. The design operating speedwith actuator will be 6 inches per minute.

The gate will provide for an opening 6 feet wide and 5 feet high. Gate will be 304


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Stem will be 304 or 316 stainless steel of suitable length and ample strength for theintended function.

All parts of the gate will have a minimum thickness of inch. All necessary fasteners and anchor parts will be 316 stainless steel.

3.3 S-504 Gated Spil lway

The S-504 Gated Spillway will allow water to drain through the L-511 Embankment westof the S-381 Bladder Gate. It is planned that reinforced concrete pipe spillways withmechanical gates be capable of discharging 1,000 cfs through mechanically gated box

culverts will be used. Two (2) gated reinforced concrete box culvert structure arerecommended to manage the flow. The recommended throat dimension for each gatedculvert is 8 feet wide by 8 feet high.

Key design criteria of the inlet structures are as follows:

The invert elevation of each structure will be -7.0 feet NAVD.

The crown of the culvert barrier will be submerged for all stages above 1.0 feetNAVD.

Each culvert will be fitted with an 8 foot wide by 8 foot high single leaf verticalautomatic control gate at its upstream end.

The structure will have one control building equipped with LPG generator and antennaefor the SCADA and Microwave, depending on SFWMD requirements.

The control gates will consist of flush-bottom, medium-duty stainless steel sluice gates ofAWWA-standard manufacture and design. Each gate will be actuated by a single rising

stem driven by an electric motor operated hoisting unit mounted on an operatingpedestal at the top of the gate, or on the top yoke of the self-contained gate frame. Theactuators will also be equipped with a handwheel to permit manual operating in theevent of power outage or motor failure.

The electric actuators should be EIM Controls, AUMA Actuators, Inc. or SFWMDapproved equivalent and be capable of operating multi-turn valves (sluice gates).

Actuators will be furnished for both open/close and modulating service. Integral motorcontrols and control accessories must be available to interface with the MOSCAD

Remote Control System used by the SFWMD. The gates will be capable of remoteoperation via telemetry from S-503 Pumping Station and the SFWMD Operation Center.

Actuators should be watertight for outside operation, and equipped with torque androtary limits for up and down travel.

The gates will be fitted with a gate position instrument mounted on the housing of the


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Sliding member will be of 304 stainless steel plate reinforced with stainless steelmembers welded to the plate.

Seals will prevent excessive leakage. Stem will be 304 or 316 stainless steel of suitable length and ample strength for the

intended function.

All parts of the gate will have a minimum thickness of inch.

All necessary fasteners and anchor parts will be 316 stainless steel.

3.4 S-504A Obermeyer Gate

The S-504A Obermeyer Gate would allow water levels in the C-11 Canal west of theexisting S-381 Bladder Gate to be raised sufficiently to cause water to flow west andthen south through the C-502B Canal toward the C-9 Impoundment. The S-504AObermeyer Gate was planned to have a 2,880 cfs capacity.

The S-504A Obermeyer Gate was an originally proposed new structure west of theexisting S-381 Bladder Spillway on the C-11 Canal. The new Obermeyer structurewould consist of three 30 foot wide openings to manage the flow. It should be possible

to modify the S-381 Bladder Spillway to manage the downstream new maximum waterelevation of an estimated 5.0 NAVD. Modifying the S-381 Bladder Spillway should bequicker and less expensive so the S-504 Obermeyer Gate should not be necessary.

Key design criteria of the structures are as follows:

The invert elevation of each structure will be -11.0 feet NAVD.

The maximum inlet will be 5.0 feet NAVD.

Each gate opening will be fitted with a 30 foot wide by 16 foot high automatic controlspillway gate at its upstream end.

S-504A will have one control building equipped with LPG generator and antennae for theSCADA and Microwave, depending on SFWMD requirements.

The existing control structure S381 contains three 30-foot wide Obermeyer bladdergates for maximum inlet water elevation +4.0 feet NAVD. New hydraulics requirementsincrease the inlet water elevation to +5.0 feet NAVD. The original S-381 gate

manufacturer, Obermeyer Hydro, Inc stated that the gates can be modified (extended) toaccommodate the new higher design inflow water elevation. The existing Obermeyeras-built drawing #SF 03 110 cross-section is shown in Figure CML-9. Please note that,unlike in other figures, the elevations shown on the drawing are in NGVD. If the existingS-381 gates can not be modified, the new gates would be placed on a new secondstructure S-504A.


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Bladders will be clamped over the anchor bolts and connected to the air supplypipes.

Gaps between adjacent panels will be spanned by reinforced EPDM rubber websclamped to adjacent gate panel edges.

An EPDM rubber wiper-type seal will be affixed to the gate panel edge at eachabutment. This seal will travel up and down the stainless steel abutment plate,keeping abutment plate seepage to a minimum. Alternatively, rubber seals may befixed to the abutments or piers which engage the raised gate panels.

3.5 S-506A Gated Culvert

The S-506A Gated Culvert will allow 50 cfs of water to drain through theL-511 Embankment into the adjacent mitigation wetland. The S-506A Gated Culvert isplanned to include a 48-inch diameter reinforced concrete pipe with a manually operatedgate. A one barrel gated culvert structure is adequate to manage flow. The structurewill include a 4 foot diameter manual sluice gate.

Key design criteria of the structure are as follows:

The invert elevation of the structure will be -7.5 feet NAVD. The crown of the culvert barrier will be submerged for all stages above -3.5 feet

NAVD.

The crown of the culvert will be 1.0 foot below the bottom of the L-511 SeepageCanal where it crosses the canal.

The culvert will be fitted with a single 4 foot wide by 4 foot high manual vertical liftcontrol gate at the upstream end.

The control gate will consist of flush-bottom, medium-duty 304 stainless steel sluice gateof AWWA-standard manufacture and design. The gate will be equipped with a handwheel to permit manual operation only.

The gate will provide for an opening 4 feet wide and 4 feet high. Gate will be 304stainless steel, vertical lift (flush bottom) made of materials as below:

Guides will be made of 304 stainless steel, designed for maximum rigidity, and will

have high-density polymer and neoprene fixed, replaceable seals. Sliding member will be of 304 stainless steel plate reinforced with stainless steel

members welded to the plate.

Seals will prevent excessive leakage.

Stem will be 304 or 316 stainless steel of suitable length and ample strength for theintended function


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Table 4-1Preliminary Opinions of Construction Cost for C-11 Project Structures

S-505B Weir $ 464,743

S-505C Culvert $ 869,964

S-505C Weir Structure $ 464,743

S-506C Riser Culvert $ 132,041

Sub-Total Pump Station $ 31,823,245

Sub-Total Gated Structures $ 14,056,499

Sub-Total Ungated Structures $ 4,861,550

Total $ 50,741,294


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Conceptual Mech Layout Tm Draft

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