001 Rapidan Spillway SDR 06.01.201601+-+SDR.pdf · Contains Critical Energy Infrastructure...

Contains Critical Energy Infrastructure Information - Do Not Release -

SUPPORTING DESIGN REPORT

SPILLWAY MODIFICATIONS

RAPIDAN HYDROELECTRIC PROJECT (FERC NO. 3071-MN)

Prepared for:

Blue Earth County Licensee:

Eagle Creek Renewable Energy, LLC Neshkoro, Wisconsin

Prepared by:

Fitchburg, Wisconsin www.KleinschmidtGroup.com

June 2016



SPILLWAY MODIFICATIONS

RAPIDAN HYDROELECTRIC PROJECT (FERC NO. 3071-MN)

Prepared for: Blue Earth County

Licensee:

Eagle Creek Renewable Energy, LLC Neshkoro, Wisconsin

Prepared by:

Fitchburg, Wisconsin www.KleinschmidtGroup.com

June 2016


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SPILLWAY MODIFICATIONS RAPIDAN HYDROELECTRIC PROJECT

FERC NO. 3071-MN

TABLE OF CONTENTS

1.0 INTRODUCTION ...............................................................................................................1

2.0 DESCRIPTION OF PROJECT............................................................................................2 2.1 EXISTING PROJECT DESCRIPTION ..............................................................................2 2.2 MAIN DAM ................................................................................................................2 2.3 SPILLWAY .................................................................................................................2 2.4 POWERHOUSE ...........................................................................................................3 2.5 HISTORY OF DOWNSTREAM SCOUR ..........................................................................3 2.6 PROPOSED PROJECT MODIFICATIONS ........................................................................4

2.6.1 NEEDLE BAYS ...............................................................................................4 2.6.2 TAINTER GATES ............................................................................................4 2.6.3 LOWER APRON ..............................................................................................5

2.7 OPERATIONAL PROCEDURES .....................................................................................5

3.0 HYDROLOGY AND HYDRAULIC ANALYSIS .............................................................6 3.1 SPILLWAY CAPACITY ................................................................................................6 3.2 SPILLWAY TAINTER GATE OPENING .........................................................................8 3.3 ENERGY DISSIPATION - TAILWATER .......................................................................10

4.0 SPILLWAY MODIFICATIONS .......................................................................................11 4.1 NEEDLE BAY MODIFICATIONS ................................................................................11 4.2 TAINTER GATE HOIST SYSTEM DESIGN ..................................................................11

4.2.1 PROPOSED GATE OPERATION ......................................................................12 4.2.2 METHOD OF ANALYSIS ...............................................................................12

4.3 SPILLWAY NAPPE AERATION ..................................................................................13

5.0 LOWER APRON REPAIRS .............................................................................................15 5.1 APRON REPAIR ........................................................................................................15 5.2 RIGHT ABUTMENT REPAIR ......................................................................................15

6.0 REFERENCES ..................................................................................................................16


TABLE OF CONTENTS (CONT.)

JUNE 2016 - ii -

LIST OF FIGURES

FIGURE 1 USACE UPSTREAM NAPPE DIAGRAM ......................................................................9

FIGURE 2 APPROXIMATE NAPPE OVER SPILLWAY ..................................................................10

LIST OF APPENDICES

APPENDIX A PROPOSED MODIFICATION DRAWINGS APPENDIX B HOIST SYSTEM DESIGN TABLE AND DIAGRAM J:\1871\043\Docs\SDR\Spillway\001 Rapidan Spillway SDR_06.01.2016.docx


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SPILLWAY MODIFICATIONS RAPIDAN HYDROELECTRIC PROJECT

FERC NO. 3071-MN

1.0 INTRODUCTION

This Supporting Design Report (SDR) provides information on the design of the proposed

spillway modification to address spillway capacity and downstream apron scour repair at the

Rapidan Hydroelectric Project (FERC No. 3071-MN). The modifications were performed in

response to the Independent Consultant’s recommendation in the Part 12D Consultant’s Safety

Inspection Report, submitted on January 6, 2015, to FERC. Additionally, this SDR addresses

comments provided from FERC letter dated November 25, 2015, regarding the spillway

modification and apron repair.

All vertical elevations are in 1929 National Geodetic Vertical Datum (NGVD29, also known as

USGS datum), unless noted otherwise. To convert from NGVD29 to Plant Datum, subtract

713.1 feet from NGVD29. Directions along the river (left and right) reference a viewer looking

downstream. All units of measure are in English units. No horizontal datum is referenced in this

study.

This report was prepared under the direction of the undersigned, the Independent Consultant for

the Second Part 12D Consultant Safety Inspection of the Rapidan Hydroelectric Project.

Sincerely, KLEINSCHMIDT ASSOCIATES

Kim A. Hansen, P.E. Project Manager


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2.0 DESCRIPTION OF PROJECT

The Rapidan Hydroelectric Project is located on the Blue Earth River south of Mankato,

Minnesota. The Rapidan Dam is classified as having a significant downstream hazard potential.

The hazard rating is based on the environmental damage that would be caused by an

uncontrolled release of the agriculturally impacted sediments that fill the reservoir. The

inundation areas downstream of the dam have no permanent inhabited structures, but there is a

park located downstream of the dam which attracts hikers and fishermen. The park has primitive

camp sites and a canoe launch.

2.1 EXISTING PROJECT DESCRIPTION

From left to right looking downstream, the project consists of a left abutment with a 115-foot-

long core wall, a 54-foot-long non-overflow section, a 92-foot-long integral intake and

powerhouse, a steel radial-gated 180-foot-long spillway section, a timber needle-gated 72-foot-

long spillway section, a 58-foot non-overflow section with an upstream wall extending about

18 feet into the right abutment. The dam is an Ambursen dam, designed and constructed by the

Ambursen Hydraulic Co., Boston, Massachusetts, in 1910 with an overall length of

approximately 475 feet (as measured from the ends of the upstream wall excluding the left

abutment cutoff wall). The spillway section has an upstream face slope of 1H:1V and a

downstream face slope of 7H:12V). There are four 5-foot-high by 7-foot-wide steel sluice-gates

at the toe of the upstream face of the dam in bays 9 through 12 of the Ambursen Dam. The low

level sluice gates have not been used during recent history. The dam and powerhouse are

founded on the Jordan sandstone, which has sub-units which are easily erodible.

2.2 MAIN DAM

There are no embankments at the Rapidan Dam. The dam is keyed into bedrock with concrete

abutments.

2.3 SPILLWAY

The spillway section of the dam is founded on the Jordan Sandstone formation. The spillway is a

buttress and slab Ambursen dam, consisting of 15 buttresses and 14 bays. The buttresses are


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spaced 18 feet on center. Gate piers are located over every other buttress creating seven 33-foot-

wide gate bay openings. The dam is furnished with five 33-foot-wide by 10-foot-high Tainter

gates, and two 33-foot-wide by 7.5-foot-high needle gate sections.

There are four sluice tunnels under the spillway between buttresses 4 through 8 that were

intended to provide a low level outlet for the reservoir. The sluice tunnels have 5-foot-high by 7-

foot-wide cast iron slide gates on the sloping upstream side of the spillway section that were

originally operated with a mechanical hoist in the gallery of the dam. The low level sluice gates

were retired after gate operation problems, which led to the eventual silting of the reservoir.

There is one 36-inch-diameter low flow pipe located in the upper portion of the power house

adjacent to the spillway. The low flow pipe is controlled by a butterfly valve and is used to

discharge low flows that are less than the minimum allowable turbine capacity.

2.4 POWERHOUSE

The powerhouse is located at the left end of the dam. The powerhouse structure is founded on

Jordan Sandstone bedrock and consists of a reinforced concrete structure that is integral with the

spillway. The powerhouse contains two identical horizontal Kaplan generating units, which

together are capable of generating 5.0 megawatt (MW) while passing 1,200 cubic feet per second

(cfs). The powerhouse also has one unused turbine bay and a former exciter bay.

For more information on the project structures and configuration, see Section 2 of the STID

(North American Hydro Holdings, Updated 2014).

2.5 HISTORY OF DOWNSTREAM SCOUR

Blue Earth County, owner of the Rapidan project, notified the United States Army Corps of

Engineers (USACE) of potential failure condition due to large voids found at the spillway toe

below the missing downstream apron in April 2002. Further investigations by USACE

determined that undermining at the toe of the spillway had developed and an emergency repair

was necessary to provide remediation against further undermining and scour downstream of the

toe.


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The original spillway section included a reinforced concrete apron that extended downstream of

the spillway for scour protection. This concrete apron was damaged which allowed scour and

undermining to occur. Repairs were completed to remediate the missing downstream apron and

fill voids below and under the spillway toe including rock fill and grouting of scour areas.

Dumped rock was used to fill the downstream scour hole and extended upstream under some of

the spillway’s footprint. The remainder of undermining under to the spillway was filled with

grout. Scour areas downstream of the spillway were then capped with a reinforced concrete slab.

2.6 PROPOSED PROJECT MODIFICATIONS

The proposed modification of the spillway include the followings:

Permanently abandoning the needle bays (spillway bays nos. 6 & 7) to avoid discharge flows onto the right abutment;

Replacing the hydraulic capacity by lifting the five Tainter gates (spillway bays nos. 1 through 5) higher to avoid orifice flow;

Repair scour holes in the lower apron slab; and

Provide air supply ventilation hole through Buttress No. 1 for nappe aeration.

Proposed modifications to the Rapidan project is represented in the drawing in Error!

Reference source not found..

2.6.1 NEEDLE BAYS

The existing needle bays current consists of vertical wooden stoplogs supported by a horizontal

steel beam. The vertical needles can be removed during flood events to increase spillway

capacity but discharges onto weak sandstone that is susceptible to erosion. The wooden stoplogs

will be replaced with an additional support beam and reinforced concrete panels to permanently

close the needle bays.

2.6.2 TAINTER GATES

The gate operating system and Tainter gates will be modified to allow the gates to be raised

higher than the existing systems, and bent members repaired. These modifications will consist

of:


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1. Relocating the existing lifting pulley;

2. Replacing the existing lifting cable with new longer cable;

3. Relocating the existing gate stop to allow gates to open higher;

4. Installing a new gate resetting rod and portable angle drill devise to reset the gate after full opening; and

5. Repair the bent lower left arm on gate nos. 2 and 5

2.6.3 LOWER APRON

The existing apron repair will consist of; reinforcing the lap joint with grouted dowels, filling the

existing scour with dumped rock, and capping the repair with structurally reinforced concrete

slab.

2.7 OPERATIONAL PROCEDURES

The proposed spillway modifications will change the Tainter gate operational procedures after an

extreme flood events. The proposed modifications will eliminate the need to remove wooden

needle gates from Bays 6 and 7 to safely pass the IDF and an additional step will be required to

close the Tainter gates after an IDF event.


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3.0 HYDROLOGY AND HYDRAULIC ANALYSIS

3.1 SPILLWAY CAPACITY

The flow capacity of the Rapidan spillway has been estimated and documented in numerous

studies and documents. The St. Paul District of the USACE performed a spillway capacity

analysis as part of the Blue Earth River Ecosystem Restoration Feasibility Study in February,

2009. The hydraulic capacity of the spillway with zero freeboard as presented in the Ecosystem

Restoration Feasibility Study was stated as 41,900 cfs assuming orifice flows or greater than

70,000 cfs assuming weir flow. The Federal Energy Regulatory Commission (FERC)

subsequently accepted 41,900 cfs as the basis for the Inflow Design Flood (IDF) with zero

freeboard (pool level of 881.6 feet, NGVD29).

The flow capacity and the nappe shape for the Rapidan spillway at IDF conditions (flow =

41,900 cfs, headwater at 881.6) were estimated by several methods. The capacity of the spillway

was computed as a free-flowing weir, and the nappe shape was evaluated to determine if free-

flow conditions would occur at the IDF flow.

The first calculation is the net head required to pass 8,400 cfs (total IDF x 0.2) through each

spillway bay. The weir flow was calculated as:

.

Where

C = 3.7

The net width was 33.0 feet minus end contraction loss of 1.35 feet, resulting in W = 31.65

Q = 8,400 cfs

Solving for the required net head is 17.3 feet to pass the target flow, resulting in an energy

gradeline of 881.4 at the crest (spillway sill elevation at 864.1). The upstream head includes the

depth of flow, estimated at 12.6 and a velocity head of 4.7 feet. The velocity head of the

approach flow was estimated on the basis of the effective flow area approaching the spillway.


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The effective flow width at a point 100 feet upstream of the spillway is assumed to be 377 feet.

This contracts at a 1:1 ratio, to 177 feet wide approaching the spillway piers. The net width at the

piers is 165 feet, with five bays at 33 feet wide.

The calculations indicate that the five Tainter bays can pass the IDF flow of 41,900 cfs with the

pond at zero freeboard level (elevation 881.6 feet NGVD29), with modifications to allow the

Tainter gate to be opened above the nappe. The current configuration allows a maximum gate

opening to elevation 871.6 feet. Modifications to the operator are needed to allow the Tainter

gate to be raised above elevation 874.8 feet, which would allow flows to pass under gate and

maintain weir flow conditions. The new raised elevation only reflects the lip of the skin plate, a

portion of the trunnion arms will remain within the flow path. However the bottom of the Tainter

gate and trunnion arms will be rotated at least eight feet downstream of the spillway crest where

the ogee sharply drops away. This geometry results in only localized increases in the nappe

profile near the trunnions and should not significantly affect spillway capacity. There are no

horizontal cross members between the trunnion arms that would be in the flow path. The

estimated flow nappe elevation under the raised gate location is estimated to be about 874 feet.

The computed drawdown of the nappe profile as it approaches the crest also indicates that no

concrete removal is required from the overhead operating deck or support beams. The proposed

modification is shown in Appendix A along with approximate nappe profile across the spillway

gate.

Existing hoist drum location will remain the same, but the pulley will be repositioned to increase

lift height. The new pulley location will be able to lift the gate farther downstream to provide the

required gate opening. During IDF conditions, the gate will need to be lifted beyond its center of

gravity and the gate travel will pivot onto new gate stops. A supplemental system will be

required to pull the gate upstream and off the gate stop as IDF flood flows recede to reset the

gate. The supplemental system will consist of a hole in the operator’s concrete deck to allow for

an Acme rod to be inserted through the deck and hook onto the open/close gate. Pulling or

pushing on the Acme rod with portable hand drill or a hand wheel will reset the Tainter gate

back upstream and allow the wire rope operator to control lowering the gate.


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3.2 SPILLWAY TAINTER GATE OPENING

The nappe shape at Rapidan is a function of the ogee shape, at points downstream of the crest.

The estimated upstream nappe has a typical drawdown curve, with additional influence from the

flow contraction at the interface with the piers.

The downstream nappe was estimated by two methods. A supercritical HEC-RAS model was

developed, using the measured ogee geometry. The tabulated values are based on the (0,0)

coordinate at the crest of the ogee, which is approximately the same as the gate lip strike plate

location. Due to the steepness of the ogee spillway, the nappe was also estimated using jet

trajectory computations as described by a USBR/ASCE reference (ASCE, 2008). The equation is

as follows:

2

Where g = 32.2 ft/sec2 and v0 is the horizontal velocity at the spillway crest.

The upstream nappe was derived from guidance from USACE Hydraulic Design Chart 111-23/1.

The definition sketch is shown in Figure 1. Due to the shape of the spillway, this method is not

appropriate for the downstream nappe evaluation. The normalized nappe shape in the HDC is

based on a typical Type 3 pier (rounded) with a standardized horizontal distance from the nose of

the pier to the ogee crest. The standardized coordinate system was adjusted for the Rapidan

spillway configuration by shifting the horizontal coordinates to match the horizontal distance

from the nose of the pier to the spillway crest.


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FIGURE 1 USACE UPSTREAM NAPPE DIAGRAM

Figure 2 shows the estimated nappe shape for the upstream (dark blue/red) and the downstream

(yellow, purple and light blue) quadrants. As previously stated, due to the non-standard shape of

the ogee, the quadrants were estimated separately. The downstream nappe has been observed to

follow the “free jet” shape as shown by the yellow line, and the computed nappe bottom (light

blue) indicates that there is some degree of nappe separation as the flow progresses over the

ogee.


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FIGURE 2 APPROXIMATE NAPPE OVER SPILLWAY

3.3 ENERGY DISSIPATION - TAILWATER

Past apron repairs have been successful with the exception of a couple10-foot scour holes

approximately 70 feet downstream of the spillway at sluiceway section. The 50 foot-long upper

apron was constructed in 2003 and has not been modified since installation. Annual bathometric

surveys of the apron have been completed as part of the DSSMP and no damage has occurred to

the upper apron. The lap joint of the two aprons may have accelerated this scour damage and this

joint may need improvement to reduce the possibility of future problems. The scour hole will be

repaired and possibly capped with concrete and drains to relieve potential under seepage flows.

More detailed discussion of apron strengthening and right abutment repair is presented in

subsequent Section 5.

‐30

‐25

‐20

‐15

‐10

‐5

0

5

10

15

20

‐20 ‐10 0 10 20 30

Spillway

Center Nappe

Edge Nappe

CWSEL HEC‐RAS model

Control Points

Upper

Lower

Edge nappe expected to extend slightly below center nappe


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4.0 SPILLWAY MODIFICATIONS

4.1 NEEDLE BAY MODIFICATIONS

The needle bays (spillway bays 6 and 7) will be permanently closed by replacing the wooden

needles with concrete panels. Appendix A shows the proposed modification required to support

the concrete panels against IDF loads. The proposed modification will use the existing support

beam and require one additional support beam at lower level to support the concrete panels

during IDF loading conditions. The new support beam will have similar end connections into the

concrete piers using simple double angle shear connections. The concrete panels will be cast in-

place against the upstream face of the bridge deck with overlap to enclose the headpond at flood

levels.

4.2 TAINTER GATE HOIST SYSTEM DESIGN

The Tainter gate hoist systems will be modified to open the gates higher than the existing

systems. This higher lift will allow for greater flow to pass under the gates. The existing hoist

system has two cables, two pulleys, and one drum. Each hoist cable attaches near the bottom at

each side of the Tainter gate. Each cable wraps about its own stationary pulley located above the

Tainter gate on both sides, and anchored to the overlaying concrete deck. The existing lifting

cable pulley will be relocated to allow for higher lift, and a new longer stainless steel cable will

be installed. The existing motors, gearboxes, and drums will be reused. Refer to Appendix A for

hoist system design drawings.

Additionally, a gate resetting rod will be used to rotate the gate in the upstream direction when

the gate’s center of gravity is further downstream than the trunnion pin. The resetting rod will

operate via a ball screw system on top of the deck along with a portable support bracket. When

the gate needs to be flipped back to upstream position, a 3/4" dia. Acme rod (5 ton capacity) will

be inserted through a 5 inch diameter hole from the spillway deck to a new push point on a skin

plate. The rod will be attached with a ball screw and portable drill will be used to push the rod

down, moving the gate upstream. until it can close by gravity, as it does in the current mode of

gate-closing operation.


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4.2.1 PROPOSED GATE OPERATION

When the inflow is expected to be near IDF, or headwater elevation EL. 881.6, the existing gate

hoist system will lift the center of gravity of the Tainter gate beyond the trunnion pin and flip the

gate in downstream direction, disengaging from existing hoist system. After the headwater

subsides to normal operational level, operator will be equipped with portable resetting Acme rod

that can be placed on to a proposed support system at each spillway bays and reposition the

Tainter gate back in upstream direction to reengage with the existing hoist. Gate operating

sequence is as follows:

To Open

1. Lift gate with hoist to tipping point,

2. Gate tips downstream side to limit of hoist cable travel,

3. Lower gate onto gate stops with hoist.

To Close

1. Lift gate upstream with hoist to limit of slack,

2. Push resetting rod to gate tipping point,

3. Gate tips upstream side to limit of slack,

4. Lower gate onto spillway crest with hoist.

Proposed gate operating position and limit of hoist cable is shown in Appendix B.

4.2.2 METHOD OF ANALYSIS

Analyses was completed to compare the lifting load of the current pulley location to the new

pulley location and then determine the force required to reset the gate after full opening. The

proposed gate operating sequence of operation should not exceed the rated lifting capacity of the

existing motor/gearbox system. The existing motor/geartbox is rated at 22,194 ft-lbs of torque. In

comparison to maximum required load of 7,900 ft-lbs. These analyses are included in Appendix

B.

The initial lifting tension needed from each hoist cable to initiate opening of the gate from its

fully closed position was calculated. It was determined that the increased hoist load from


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relocated pulley is negligible. As the orientation of hoist cable remains tangential to the skin

plate. Since the lifting force with the new pulley position is the same as the original load, the

currently operated lifting system can be reused with the addition of a new stainless steel cable

and a new pulley. Forces due to hydrostatic loadings, hydrodynamic loadings, trunnion friction,

sealing friction, ice and weather related loadings, and gravitational effects were all considered in

this analysis for the design gate positions. The rated capacity for each new stainless steel cable

should be rated at 8 tons. The length of each hoist cable required is 26 foot 3/4 inches, and the

diameter of the cable is 3/4 inches. Each relocated pulley was assumed for a 0.5 to 1.0 ft/min line

speed of operation. The new pulley locations will be mounted to the upstream vertical surface of

the concrete support beam using epoxy anchors.

When the gate is at its fully open position, its center of mass will be to the downstream of its

vertical axis and will require a resetting force to reengage the hoist pulley and drum to initiate

closing. The new gate resetting rod will need to have a rated capacity of 1 tons, or less, to reset

the gate. An Acme rod will be used to push the gate for resetting operation. The rod will be

supported by bracket at the deck with pin to allow the rod to rotate as gate moves upstream.

Hydrodynamic forces acting on the gate arms from flowing water were addressed but considered

negligible since the water elevation during operation never rises above the gate’s trunnion.

Additional gate positions were considered for determining the amount of resetting force needed

to reengage the pulley-hoist system and complete gate closing operation. When the gate’s center

of gravity rotates ±1.8 degree from vertical, where the gate is at tipping point, less than 1,000 lbs

of force is required to move the gate.

4.3 SPILLWAY NAPPE AERATION

The quantity of air required for nappe aeration is difficult to quantify. However, there are (4) 3 inch-

diameter nappe aeration holes along the downstream face of each spillway gate that have performed

historically without any signs of distress. The five spillway gates sums up to a total of 2 square-ft of

opening for nappe aeration. The access doorway from the powerhouse into the spillway is

approximately 3.5 ft by 6.5 ft for a total of about 22 square-ft. However, the doorway is equipped with

solid door and lower access portals through powerhouse is at top elevation of 822.2ft which is about


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4.8 feet below the estimated IDF tailwater. All other buttresses have additional portals near the top of

the spillway.

The proposed ventilation into the Ambursen spillway through the powerhouse right abutment should

be at least 4 square-ft (twice the area supplied near the crest for nappe aeration) to avoid inducing a

significant pressure reduction within the spillway. There are multiple louvers and dampers to provide

adequate powerhouse ventilation. Proposed location of the vent hole is presented in Appendix A.


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5.0 LOWER APRON REPAIRS

5.1 APRON REPAIR

The flow characteristics of the downstream tailrace area is characterized by low Froude number

that dissipates over a long distance and traditional stilling basin is not required. The existing

downstream apron has been repaired previously and the latest Underwater Inspection by Ayres

(2015) indicates that the repaired downstream apron is performing adequately, exception of few

sours at the apron lap joint.

The downstream apron was repaired on two separate occasions after the initial April 2002 repair

as funds became available to the Blue Earth County. First apron repair extended approximately

50 feet downstream from the toe of the spillway and second apron repair was placed downstream

of the first apron, extending approximately 115 feet. A lap joint was constructed to connect the

two aprons, and according to the underwater inspection, is where scour was found to be located.

The proposed apron repair will reinforce the lap joint with grouted dowels, filling the existing

scour with dumped rock and capping the repair with structurally reinforced concrete slab. The

repaired condition will provide flush apron surface to mitigate adverse flow characteristics

within the downstream apron. Detailed plan and drawing is presented in Appendix A.

5.2 RIGHT ABUTMENT REPAIR

With no proposed traditional stilling basin in the tailrace, the existing grouted riprap protect at

the right abutment and the right shoreline is considered adequate. Additionally, the needle bays

(spillway bays 6 and 7) directly upstream of the right abutment will be permanently abandoned

and prevent spillway flow from causing erosion to right abutment. Therefore, construction of

additional remediation to the right abutment is not required.


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6.0 REFERENCES

American Concrete Institute (ACI). 2011. Building Code Requirements for Structural Concrete (ACI 318-11).

American Society of Civil Engineers. 2010. Minimum Design Loads for Building and Other Structures (ASCE7-10).

Ayres Associates. 2015. Underwater Inspection Rapidan Hydroelectric Project. September.

Blue Earth County, MN. Apron Repair Project After Action Report, 2003.

Department of Defense (DoD), 2014, Unified Facilities Criteria Program, Unified Facilities Guide Specifications (UGFS). Updated May 9, Uploaded May 20. <http://www.wbdg.org/ccb/browse_cat.php?c=3>

Federal Energy Regulatory Commission (FERC). 2010. Engineering Guidelines for the Evaluation of Hydropower Projects, Chapter 3: Gravity Dams and Chapter 10: Other Dams. 1997.

Kleinschmidt Associates. 2014. Second Safety Inspection Report Rapidan Hydroelectric Project. December.

Naval Facilities Engineering Command (NAVFAC). 1986. Design Manual 7.02. September.

North American Hydro Holdings. 2010. Supporting Technical Information Document (STID) Rapidan Hydroelectric Project. Revised April, 2014.

U.S. Army Corps of Engineers (USACE). Emergency Repairs, 2002.

U.S. Army Corps of Engineers (USACE). Rapidan Dam Investigations, September 2009.


APPENDIX A

PROPOSED MODIFICATION DRAWINGS

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06-01-16

EAGLE CREEK RENEWABLE ENERGY, LLC

NESHKORO, WISCONSIN

FERC NO. 3071-MN

RAPIDAN HYDROELECTRIC PROJECT

SPILLWAY IMPROVEMENTS

DRAWING LIST

LOCATION MAP

VICINITY MAP

SITE PLAN

1:250

(SEE NO. 2 IN TABLE)

(SEE NO. 1 IN TABLE)

SCOPE OF WORK:

STRUCTURAL NOTES

GENERAL NOTES

1871-043


NESHKORO, WI

Project No. Date Revised

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FERC No. 3071-MN

GENERAL NOTES

AND SITE PLAN

SP-3

A

2

4

4

4

2

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4

05-27-16

06-01-16100% REVIEW

NOT FOR CONSTRUCTION

100% REVIEW

STAGING PLAN

1"= 50'-0"

HAY BALE EMBEDDING DETAIL

TYPICAL STRAW OR HAY BALE DIKE

SILT FENCE DETAIL

N.T.S.

N.T.S.

JOINING FENCE SECTION

TURBIDITY CURTAIN DETAIL

N.T.S.

1871-043 05-13-16


NESHKORO, WI


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3"

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FERC No. 3071-MN

EROSION CONTROL

AND STAGING PLAN

SOIL & EROSION CONTROL NOTES:

JDS JHL06-01-16100% REVIEW


100% REVIEW

A

3/32"= 1'-0"

TYP. SLUICEWAY SECTION (SPILLWAY NO. 3 & 4)

SP-1

3/16"= 1'-0"

APRON LAP JOINT REPAIR DETAIL

1

1/2"= 1'-0"

SCOUR REPAIR DETAIL

2

1871-043 05-13-16


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FERC No. 3071-MN

SPILLWAY SECTION AND DETAIL

JDS JHL06-01-16100% REVIEW

100% REVIEW

BUTTRESS 1 SECTION

1/8"= 1'-0"

POWERHOUSE PLAN

1/8"= 1'-0"

1871-043


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FERC No. 3071-MN

PROPOSED NAPPE VENTILATION

ON BUTTRESS 1

JDS JHL

05-13-16

06-01-16100% REVIEW


100% REVIEW

B

3

3"= 1'-0"

BASE PLATE ANCHOR DETAIL

C

1 1/2"= 1'-0"

BASE PLATE CONNECTION DETAIL

C

DOUBLE ANGLE CONNECTION SECTION

3"= 1'-0"

D

PROPOSED NEEDLE BAY PLAN VIEW (SPILLWAY NO. 6 & 7)

1/2"= 1'-0"

3

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FERC No. 3071-MN

PROPOSED NEEDLE BAY

MODIFICATIONS

NEEDLE BAY ELEVATION

1/8"= 1'-0"

PROPOSED NEEDLE BAY SECTION ( SPILLWAY NO. 6 & 7)

1/4"= 1'-0"

EXISTING NEEDLE BAY SECTION (SPILLWAY NO. 6 & 7)

1/4"= 1'-0"

B B

100% REVIEW

3/8"= 1'-0"

RELOCATED PULLEY AND HOIST LIMIT OF LIFT

3/8"= 1'-0"

RELOCATED LIFTING PULLEY

3/8"= 1'-0"

NEW GATE RESETTING CABLE AT GATE CENTER

A

SK-2

B

SK-2

C

SK-2

D-D

1 1/2"= 1'-0"

VIEW

1-1/2"= 1'-0"

STRIP PLATE DETAIL

1-1/2"= 1'-0"

PULLEY DETAIL

D-D

1871043


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PROPOSED

GATE LIFTING AND RESETTING SYSTEM

EAGLE CREEK RENEWABLE ENERGY, LLC.

NESHKORO, WI


FERC No. 3071-MN

JDS JHL

05-27-16


06-01-16100% REVIEW

100% REVIEW

PLAN AT EL. 881.0'±

3/16"= 1'-0"

A CB

SK-1 SK-1 SK-1

1-1/2"= 1'-0"

STEEL CABLE RUB GUARD DETAIL

3"= 1'-0"

GATE STOPPER DETAIL

3"= 1'-0"

GATE STOPPER PROFILE

SUPPORT BRACKET PLAN VIEW

3"= 1'-0"

D

RESETTING POCKET DETAIL

3"= 1'-0"

E

D

SECTION

3"= 1'-0"

E

SECTION

3"= 1'-0"

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1871043 05-27-16

PROPOSED GATE RESETTING SYSTEM


NESHKORO, WI


FERC No. 3071-MN

06-01-16 JDS JHL100% REVIEW

COVER PLATE DETAIL

1"= 1'-0"

RESETTING ROD DETAIL

1"= 1'-0"

100% REVIEW

TAINTER GATE PLAN VIEW

1/4"= 1'-0"

F

F

SECTION

1/2"= 1'-0"

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01"

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TAINTER GATE #2 AND #5

LOWER ARM MEMBERS REPAIR


NESHKORO, WI

2014 FIELD PHOTO BY KLEINSCHMIDT

NTS


FERC No. 3071-MN

JDS JHL

05-13-16


06-01-16100% DRAFT PLANS

100% REVIEW


APPENDIX B

HOIST SYSTEM DESIGN TABLE AND DIAGRAM

3/8"= 1'-0"

POSITION 1: GATE CLOSED

3/8"= 1'-0"

POSITION 2: GATE AT TIPPING POINT

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Dwg No. Reference Drawing Title

Date

- - -- -

PRELIMINARY

NOT FOR

CONSTRUCTION

PROPOSED



NESHKORO, WI


FERC No. 3071-MN

Jordan Walrath

Stamp

james lee

Stamp

james lee

Text Box

T = 13,500 LBS

james lee

Text Box

T = 550 LBS

james lee

Line

james lee

Line

james lee

Rectangle

james lee

Line

3/8"= 1'-0"

POSITION 3: GATE OPENED

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Date

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NOT FOR

CONSTRUCTION

PROPOSED



NESHKORO, WI


FERC No. 3071-MN

james lee

Stamp

james lee

Text Box

T = 8,100 LBS

james lee

Line

3/8"= 1'-0"

POSITION 2: GATE AT VERTICAL

3/8"= 1'-0"

POSITION 1: GATE FULLY CLOSED

3/8"= 1'-0"

POSITION 5: GATE TO FULLY OPENED POSITION

3/8"= 1'-0"

CONTINUE OPERATING AFTER TIPPING

3/8"= 1'-0"

POSITION 3: GATE HOIST RELEASED AT TIPPING POINT

POSITION 4: GATE HOIST ENGAGED TO

GATE OPENING SEQUENCE

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NOT FOR

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PROPOSED



NESHKORO, WI


FERC No. 3071-MN

3/8"= 1'-0"

TO CONTINUE CLOSING AFTER TIPPING

3/8"= 1'-0"

POSITION 5: GATE FULLY CLOSED

3/8"= 1'-0"

POSITION 1: GATE FULLY OPENED POSITION

3/8"= 1'-0" 3/8"= 1'-0"

POSITION 3: GATE AT TIPPING POINT

POSITION 2: HOIST CABLE AT VERTICAL

GATE CLOSING SEQUENCE

POSITION 4: GATE HOIST ENGAGED

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NOT FOR

CONSTRUCTION

PROPOSED



NESHKORO, WI


FERC No. 3071-MN

001 Rapidan Spillway SDR 06.01.201601+-+SDR.pdf · Contains Critical Energy Infrastructure...

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