Suttons Bay Marina Master Plan

[From the U.S. Government Printing Office, www.gpo.gov]

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PRELIMINARY DRAFT

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SUTTONS BAY MARINA

MASTER PLAN

GFA #860094

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DECEMBER, 1986

This document was prepared in part
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lh@, Coastal Zone Mana?em ent Act of 1972
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and Atmospheric Administration
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72C2 3-neva Road
P.10. Box 9217 33583
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PRELIMINARY DRAFT
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SUTTONS BAY MARINA
MASTER PLAN/
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GFA #860094

DECEMBER, 1986

US Department of Commerce
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Recommendations & Conclusions -

Based on the criteria covered in the report, it is recommended that the

development be completed as shown on the exhibit with the proposed utilities,
as indicated. The project should be divided into*phases and co mpleted on a
schedule that is acceptable to Village depending on the finances available.

The preliminary design indicates a combination of sheeting and rip-rap for

shore stabilization and breakwall construction, deep@pile steel pile

construction with wood decking for the main piers and finger piers, asphalt

parking areas with related lighting, lighted boardwalk throughout the

development and water and electric service to the mooring slips.

The proposed phasing of the project consists of the following:

Phase One: Upgrade the old coal dock with new shore stabilization and a

fishing pier.

Phase Two: Upgrade the existing breakwall, install new breakwall to the

south and install new slips along the north side of the basin.

Phase Three: Stabilize shoreline, install slips along the south side of the

main basin and install a portion of the new parking areas.

Phase Four: Install remaining slips along the north side of the main basin.

Phase Five: Stabilize shoreline and install new docks along the south side

of the old coal dock.

The phasing that is proposed can be revised as the project continues and money

.becomes available. because the separate phases are not dependent on one

another. It is also obvious that the order of the phases could.be revised if

desired.

INTROD UCTION AND PURPOSE

The Village of Suttons Bay has undertaken the task of preparing a Master Plan

to upgrade and expand the 'existing marina facilities -that the Village

currently has. Suttons Bay presently owns and operates a 124 slip marina,

which is near the southwest end of beautiful Suttons Bay. The marina has many

natural qualities and man-made structures that enhance the facility and make

it an extremely desirable marina facility. Suttons Bay, which is part of

Grand Traverse Bay and in turn a part of Lake Michigan, allows for a variety

of water activities, which can meet the needs of water skiers, fishermen,

sailors or boaters that might be local people or boaters touring the Great

Lakes. The land area surrounding the marina is a fairly large public park
owned by the Village on the north end, a private condominium development to,

the west and existing commercial establishments to the southwest. The

majority of the surrounding property that is not owned by tK@ Village is fully

developed at this time. The marina is located nearly adjacent to the downtown

district which has restaurant facilities, shops and many other commercial

businesses that might be required to meet the boaters needs.

This study will analyze the existing marina facilities including the
breakwall, water system, electrical system, parking facilities, docking

facilities, restroom facilities and the need for additional mooring slips.

The recommendations made will be based on the most practical and economical

means of accomplishing the objectives and needs as determined by the study.

BACKGROUND

The Suttons Bay area is located on the Leelanau Peninsula in northwestern lower

Kichigan. The gro4th that the Village of Suttons Bay has experienced over the

years has placed new demands on the area to extend its accommodations for all
activities to meet the needs of its permanent residents and vilsiting

vacationers. The Village has indicated that there has been unful filled

requests for docking.space in the existing marina.

Some of the existi'ng facilities date back to around 1960 and have fulfilled

their expected service life. The existing breakwall along the north end of

the marina has been damaged recently due to the high water levels of the Great

Lakes and is- in jeopardy of being destroyed completely if something is. not-

done. The mooring docks for the marina are temporary docks that are installed

every spring and removed in the fall. The Village has expressed the intent

to replace these docks with either permanent fixed docks or floating docks,

and to replace and expand the breakwall revetment to add further protection

to the facility.

The Village has also applied for a government grant to increase the amenities

of the marina facility and install a fishing pier on the old coal dock which

is at the south end of the marina.

(2)

SITE STUDY

The following,will outline and describe the condition of the existing factors

in the marina area.

1. Ownership: The area, as *previously described, is owned by the Village of

Suttons Bay and has sufficient space for both the water and land

installation that are required for a modern harbor. To be fully

functional, the interdependence of both parts must be recognized. The

Village has expressed concern that the existing park area remain a park

as much as possible. There are also deed restrictictis placed on the

property to the south end of the marina including the old coal dock and

the marsh area.

2. Present Condition of Facilities: The present marina is providing service

for approximately 124 boats with docks in the 25'-30' range. The marina

is protected by a breakwall along the north side of the marina that

consists of sand fill protected with wood piling, wood sheeting and wales

and tie backs to provide stability. This breakwall extends approximately

600 feet off shore and is rapidly deteriorating due to the wave action

with the extremely high waters of the Great Lakes. The south side of the

main marina basin consists of a peni nsula that has the interior of the

marina to the north and a swampy marsh area to the south of this

peninsula. This peninsula is not exposed to th'e heavy wave action of the

open bay because it is protected, for the most part, by the breakwater to

the north. This peninsula has experienced some erosion recently due to

high water levels. The southern end of the marina consists of another

(3)

peninsula that was @used in the past as a loading dock for both potatoes

and coal. This peninsula is surrounded by.the swampy marsh area to the

,north and the southern end of Suttons Bay to the south. The Village

currently uses the south.. side of this southern peninsula Jor docking,

boats. This peninsula also has been deteriorated somewhat by high water

levels and at times has been completely under water. The east end of

this - peninsula was protected by wood piling at one time and the lake

bottom was dredged in front of the pilings to facilitate the docking of

large boats. This wood p4ling wall is very old and quite deteriorated.

The Village has requested that this wood piling wall be investigated to

determine if'it could be upgraded and used in the reha5ilitation of the

marina. There is also a mooring area provided to the south of the coal

dock for patrons to anchor boats in this protected area.

The present facilities provide water and electricity to the main 'harbor

basin. The docks on the south side of the coal dock do not have

utilities provided. The water is provided through small lines with

risers provided between the slips for joint usage. The electrical

service is also provided along the shore with riser pedestals placed

between slips for joint use. The water and electrical lines are buried

quite shallow and were actually exposed by the erosion of the banks in

the past. The Village has requested that these utilities be investigated

to determine if they can be used for the expansion or will need to be

replaced. They have also requested that the electrical system be

upgraded to provide 30 amp service to the slips instead of the 20 amp

that is provided now. There is no sewage service provided to the docking
slips. There is gasoline' available at a service dock location.

(4)

The existing water system and electrical systems'were exposed earlier

this spring due to the high water levels and repairs were required for

many of the pedestal risers. The water system consists of small mains

that are not adequate te -provide the necessary flow for a good water

system. Contact with Village Personnel has indicated that a number of

problems have occurred with the electrical system in the past. By

increasing the number of slip@ and upgradi-ng the marina facility it is

certain that the demand on the electrical system and the water system

will increase. It is recommended that the electrical and water system be

replaced and increased in size and capacity to adequately serve the needs

of a modern marina.

3.' Water Depth and Behavior: Some grade elevations of the bottom of the

marina basin from 1970 have been provided by the Village. It is obvious

that these soundings are not going to be exact but shou7d be adequate for

estimating the amount of dredging that will be required. The lake level,

which is known to fluctuate, has a low-water datum of .576.8 (IGLD). The

preliminary data indicates that dredging will be required in some areas

as part of the new construction.

4. Soil Borings and Analysis: Since soil information is necessary prior to

design, four (4) soil borings were drilled to depths of 35-40 feet in the

harbor area. This information was used along with existing soils

information provided by the Village. Continuous logs of borings were

recorded, standard penetration tests were performed, undisturbed samples

were taken and the depth to groundwater recorded as drilling progressed.

The soil borings encountered sand for the majority of the drilling. The

(5)

sand ranged from very loose to medium dense through the different layers

of depth. The three (3) borings on the middle.- peninsula and the coal

dock encountered an apparent sand fill layer up to seven (7) feet thick.

Below the sand fill layer a layer of peat 'w6s'! "enciountered that ranged

from 1.3 to 4.3 feet. Numerous wood fragments were encountered in this

strata.

In general, the soil borings indicate that the soils will be suitable to

handle a piling system for docks or breakwaters. An analysis will be

done to determine the approximate depth required to use a deep-pile

system without ice protection or a shallow-pile system with ice

protection.

The soil boring report and boring logs are included in the Appendix of

this report.

5. Land Services and Relationship to the Community: The existing public

park adjacent to the marina is of great importance for it provides

additional beauty with green land space for off-the-boat attraction. The

park also provides a beautiful beach area for local residents and

vacationing tourists. The area surrounding the marina requires little

change aside from the addition of parking areas near the west end of the

middle peninsula and the marsh area. The present controlled parking is

on the north side of the harbor basin. The parking for the south side of

the basin and the coal dock area is uncontrolled and the patrons park
wherever space is 'available. The marina has a boat ramp near the center

of the main basin. The parking facilities do not provide adequate

(6)

parking for trailers but this will be difficult to obtain without

expanding theparking area to the north into the park area. The Village

has indicated that the vehi6les with trailers have a tendency to park on

Front Street -at the exit of the marina facility. Apparently this has"'

worked in the past and the Village is content to stay in this mode.

(7)

PRELIMINARY DESIGN

Since the boating public will be the primary benefactors of the marina

development, the design was undertaken with the intention of satisfying their--@'-

needs in a facility that will be conveniently located, aesthetically pleasing

and economical The major design factors which are an expression of these

needs and desires are:' harbor size, protection, choice of structural

materials, type of structure, docking area, type of mooring, parking and

availability of utilities.

WATER DEVELOPMENT

1. Harbor Size: The present marina has a water area of approximately seven

(7) acres in the main basin. The area to the south of the coal dock is

actual ly - very 1 arge but only the smal 1 area adjacent f,.o the south shore

of the coal dock is used for docks. The mooring area south of the coal

dock will be discussed further in this report. , The Village has

estimated that approximately 150 slips would be desirable for the pres.ent

time. The existing main basin and area south of the coal dock will

provide the area required to handle 146 slips with some excavation and

dredging alon g the south side of the marina basin. The proposed layout

is shown on Exhibit A in the Appendix. There is potential for future

expansion to the south should the Village deem this necessary in the

future.

(8)

2. Protection: The Suttons Bay Marina is well protected from winds from the

south and west simply by its geographic location near the southwest end

of Suttons Bay. The main basin and the remainder of the marina are

protected from the north by the existing breakwater along the north side

of the main basin. As previously stated, the breakwater is in a state of

disrepair and will need to be upgraded. The marina is not protected at

this time from an east wind. Our preliminary design indicates an

extension of the breakwater to -the south from the east end of the

existing breakwater. This will virtually protect the marina basin from

all directions except the southeast and the marina is the least

vulnerable from the southeast due to the fact that the maximum fetch from

the southeast is approximately 1/2 of a mile.

A. Foundation Conditions: It has been determined that the lake bottom

in the marina basin consists mainly of sand from very loose to

medium dense material. The material should be suitable for piling

installation of either deep or shallow-pile systems.

B. Water Depth: This is an important factor in choosing the type of

boats that can use the marina and in determining the type and size

of structural members best to be used. The depth of water is

proposed to be brought to a minimum of six (6) feet below low water

datum of 576.8 (IGLD). This depth would provide safe navigation for

power or sailboats up to 45 feet in length. The Village has

indicated that the slips should be kept to a maximum size of 45

feet.

(9)

C. Dredging: This is the removal of soil underwater. Dredging will be

required for this project to obtain the necessary depths of water

for safe navigation through the main channels of the marina basins.

The majority of the dredging will he required to move the main-

entr ance channel to the south around the proposed extension of the

breakwall. Dredging and excavation will also be required along the

north side of the interior peninsula to expand the- width of the

marina basin. The dredged material will be used to raise the ground

elevation of the main breakwall and both peninsulas to offset the

high water levels that are currently being experienced. A portion

of the dredged material will also be used to fill a small portion of

the west end of the marsh area for additional parking spaces.

D. Maintenance: Maintenance is a continuous factor, therefore, it is

considered one of the most important items in determining the type

of structures to be used. This design will consider the type of

material and size of equipment selected to minimize the amount of

maintenance required.

E. Economy: After safety, this is the most important factor in any

engineering design. The economy must be looked at on a cost per

benefit basis for the life of the project. There obviously can be

other factors that may govern the outcome of the economics, such as

initial capital. If there is only so much money to work with, then

the project must be designed accordingly. The Village has indicated

that the Marina has been profitable for some time and the sale of

revenue bonds might be possible to finance the construction.

(10)

F. Availability of Material: Marina structures could be built from,

several types of material including, wood, steel, concrete, rip-rap

or any combination of the above. Since all of the materials are

readily available in this area, this should not have. a substantial.

bearing on the design.

3. Choosing Structural Material for Revetments and Breakwater: The

following is a discussion of each of the materials that can be used in

the construction of revetment and breakwater walls.

A. Wood: Most structures that utilize timber material are built as

timber-pile protective structures and are often used in areas of

little wave action and in areas of fresh water. Today the

availability of timber has decreased and the cost increased, which

makes its use less economical than in the past. In sandy and gravel

areas, considerable damage may occur from bedload material (lake

bottom material moving with the currents), thus increasing

maintenance cost.

The.existing breakwall, which was built around 1960, is basically

constructed as described above, utilizing wood piling with wales for

protection, and the wall is tied back to a set of piles that act as

anchorage for the revetment.

B. Concrete: In most cases, concrete is used as a cap on a revetment,

except in areas of less protection where it is used in the form of

reinforced concrete shells floated into location, then filled with

(11)

sand to give stability and act as a gravity structure. This type of

construction is utilized where heavy wave action is involved. The

foundation should be' built prior to the installation of such

structures by either placing a bed of rubble stone or piles ti

support the structure. The soil conditions must be capable of

supporting a gravity wall for use of this type of structure.

C. Steel Revetment: Steel sheet piling has become a desirable method

of construction for a revetment or breakwall. This can be

accomplished in several ways, such as a single row of cantilever

structures for low water height, or anchored wall of sheet piling

held together with tie rods with the space between the wall filled

with stone or sand.' When sand is used, protection should be used to

minimize the possible loss of fill through the interlock by the use

of a filter cloth. One of the major considerations in using steel

pile is its corrosion characteristics, but this is not so great a

problem in fresh water. The life expectancy of steel sheet piling

structures is expected to be 35 years or longer. Sand can increase

corrosion by eroding through the interlock which increases

maintenance costs. Use of a filter fabric on the interior of the

wall wil I decrease the movement of sand and increase the service

life of the breakwall.

D. Rubble-Mound Shore Protection: Stone rubble-mound is probably the

most adaptable to any depth of water and may be placed practically

on any type of foundation. It is the most commonly used in the

United States especially on the coasts. The prime advantages of the

(12)

rubble-mound structure is its lack of maintenance costs, its

stability and its high effect on the reduction of wave action. The

disadvantage is the large quantity of material needed since it has

to be built on a slope determined by the wave act-i'on.. This creates

a higher initial cost, especially if satisfactory material is not

available within a reasonable hauling distance.

E. Bin Wall: Bin walls are steel type retaining walls that are
composed of a series of adjoining close-faced bins, each ten (10)
feet long. These bins consist of lightweight ste--l members bolted

together at the job site, backfilled to f,)rm a permanent
gravity-type retaining wall. Its introduction to marinas and us'age

as water structure is rather recent. For many years, it was used as

a highway or a railroad retaining wall.

The proposed preliminary design for the Suttons Bay Marina uses a combination

of steel sheet piling and rubble-mound rip-rap for the protection of the
proposed harbor. The areas with deeper water and limited space will be

protected with the steel sheet piling. The shallower areas can utilize the

stone rip-rap.

4. Type of Structures: Having determined that steel sheet piling is the

desirable method, there are two (2) types of design that could be used.

These types are a cantilevered wall or anchored wall. The cantilevered

wall has a sheet-pile section driven deep enough to support the land

mass behind it without anchoring the wall back near the top of the sheet

pile. This requires deeper penetration and a stronger sheet pile than

(13)

the anchored wall. The anchored wall requires less penetration and a

lighter sheet pile but it requires additional sheet piles to be driven

behind the wall and tie backs connected from the anchoring piles and the

breakwall at set intervals. Since both methods are equally effective,

the determining factor will come down to the cost of installation.

5. Docking Facilities: Walkways and docking facilities should be of the

type, shape and size that is necessary to meet the need determined by,the

harbor study. In this section, we will describe various types of piers

and their uses and recommend the one which is. best suited for the need

and function of Suttons Bay Marina. There are two (2) basic functions in

designing a docking system; to dock the craft safely while not in use and

to provide convenient access to and from shore.

A. Types of Mooring:

1. Anchoring: Anchoring is widely used as a system of hold ing a

boat in a mooring area. It consists of providing a buoy to tie

a boat to and a weight to prevent the boat from moving. The

only anchoring that should be involved with the Suttons Bay

Marina is in the area south of the coal dock where the Village

currently allows mooring.

2. Fixed and Floating_tiLers: Multiple slip pier@' are in most

cases desired for the economy of space that they provide.

These piers can be of the floating or the fixed type.

(14)

The floating piers are more commonly used for smaller boats.

Their purpose and function' is more applicable when associated

with boats smaller than 30 feet in length, because with larger

boats, the needEd total stability of a fixed pier.is desirable.

Floating piers *have an advantage in providing possible

extension or reduction of the size of the finger piers and the

ability to maintain a constant free board for the pier to

fluctuate with the fluctuation of the water level. This eases

boarding access to and from the boats. The disadvantage to

floating piers is that when they are connected to a fixed pier

or revetment, they require a ramp that car, accommodate the

fluctuation in elevation between the floating and fixed piers.

This ramp becomes quite long in an area where th e water level

fluctuates considerably. Another disadvantage to the floating

piers is the annual installation and removal costs.

Fixed piers have the advantages that they remain in place year

round. There is no annual cost for installation and removal.

There is not a ramp from the revetment or breakwater to the

dock because they are set at the same elevation. There is

potential for making the finger piers adjustable so that if the
water level drops the finger pier can be lowered to maintain a

somewhat constant freeboard. Fixed piers 'can be either

shallow-'pile or deep-pile structures. A deep-pile structure is

set with enough penetration into the ground to offset the

uplift force of the ice in the basin. This method has a rather

high initial cost but. lower annual costs. The shallow-pile

(15)

system is installed at a shallow depth which requires that the

pilings be protected from ice up-lift. This protection is most

commonly done with a bubbler system. The energy required to

operate the bubbler system is obviously an annual cost that,

must be associated with the shallow-pile system. The

shallow-pile system has a lower initial cost but higher annual

costs.

Since either system would serve the purpose desired, the

economics of the two (2) systems will be compared and the

decision made as to which would best serve the Suttons Bay

Marina.

Each opening, floating or fixed, except those adjacent to the

revetment will accommodate two (2) boats. It is proposed that

in between each two (2) spaces, there will be a wooden pile

driven to the necessary penetration depth to act as the spring

piles. The boat, while not in use, would be fastened to the

cleats on the dock and to the spring piles.

6. Decking: The re are several types of materials normal,ly used in decking,

wood plank, plywood, concrete, fiberglass and metal.

A. Wood Decking is the most widely used. This usually is 211x611

wolmanized lumber, spaced 1/4 inch apart. These planks are fastened

by galvanized nails or bolts. The Village has expressed a

(16)

preference for wood decking due to the aesthetics and since it is

most commonly usedg it will be the decking proposed for this

faci 1 i ty.

7. Utilities: A good modern marina should have the necessary public

utilities available such as water, sewer and electricity.

A. Water: Adequate water supply must be provided to each slip. It is

proposed that a six (6) inch water main be extended from the

existing 6-inch water- main at the intersection of Front & Jefferson

Street. The main would be extended along the north side of the main

basin and branch off with 2-inch lines to feed the main piers with a

3/4-inch water tap centered between two (2) slips. This line would

only serve the north side of the main basin. It is proposed that a

second 6-inch watermain would be installed to serve the south side

of the main basin and the old coal dock. It is proposed that this

main be extended from the existing line on Front Street along the

west side of the Barkentine Condominiums property, to Ames Street

(Dock Road) then east to the marina property. The line would be

teed at that point with one line serving the south side of the main

basin and the other line would service the slips along the coal dock

in the same manner as stated above. For estimating purposes it will

be assumed that all of the watermain will be 6-inch. Final design

may det ermine that the size could be decreased towards the end of

the line. A contact with the Village personnel has indicated that

the water system in this area does not have adequate capacity to

provide fire protection and the Villag e Fire Department is equipped

(17)

to pump directly from the marina for fire fi'ghting. Due to these

facts , i t i snot proposed to provide fire hydrants on the water

system. The Proposed Utility Plan, included in the Appendix,

indicates the watermEin layout.

B. Sewer- The existing Restroom Facilities are served with sanitary

sewer. The proposed plan calls for a sewer pump-out facility on the

service pier and the addition of a restroom facility on the old coal

dock. It is proposed that the existing old weigh station be

converted to a restroom facility. Final design would have to

determine if this is more economical than building a new restroom

facility. In either case, both the sewer pump-out facility and the

new restrooms on the coal dock will require a small pump station to

pump the sewage up to the existing gravity sewer line on Front
Street. The preliminary design would propose two (2) Duplex Grinder

Pump Station with 2-inch forcemains to the gravity sewer. The

proposed Utility Plan in the Appendix indicates the sewer system

layout.

C. Electrical: The Village has requested that the electrical system be

sized to provide 30-amp service to all slips. The proposed

electrical plan would consist of a connection near the intersection

of Front Street and Jefferson Street. The main service would follow

the existing entrance drive to the marina along the north side of

thelmain basin. A main branch would serve along the north side of

the main basin to'the end of the proposed breakwall. A branch line

would be proposed to split off and follow the existing easement

(18)

along the west side of the main basin between the main basin and the

Barkentine Condominiums. This branch would then split and serve the

south side of the main basin and also continue to the south and

serve the coal-dock _@,rea. The final design of the electrical system

would be sized to provide the necessary power for the boat slips,

dock lighting, street or parking area lighting, harbor shack,

service pier facilities and new restroom facilities. The slips and

service dock will be supplied with weatherproof outlets of 125
volts, 3-0 amp. Navigational lights will be placed at the entrance

as required. All of the walkways and main piers are proposed to be

provided with low-level dock lights in a staggering sequence along

the edge of the walkways. It is anticipated that the water,

electricity and lighting for the main piers would be set in one

pedestal staggered between slips for joint usage. The Proposed

Utility Plan in the Appendix indicates the electril:al system layout.

D. Telephone and Natural Gas: Telephone and Natural Gas service will

not be provided to the docks of the marina. At least two (2) public

telephones should be provided in pertinent locations. Natural gas

could be provided to the proposed restroom facilities for heating

these ar eas or providing hot water if it were deemed necessary in

the final design.

8. Service Dock: The proposed service dock would be approximately 15 feet

wide by 70 feet long. The facilities on the service dock would consist

of a gasoline pump, diesel fuel pump, sewage pump-out station and potable

water supply. Underground tanks and fuel dispensing units will be

(19)

required for gasoline and fuel. For preliminary estimating purposes we

will assume a 3,000 gallon gasoline tank and a 2,000 gallon diesel fuel

tank.

LAND DEVELOPMENT

1. Parking: A total of 142 parking spaces are proposed for the development

of the marina site. The parking areas will be adequately luminated with

boardwalks that will function as a boundary for the area. The parking

areas will be leveled sand sub base, with six (6) inches of 22A gravel

base and two (2) inches of asphalt surface. All parking spaces will be

marked. The area around the parking lot will be landscaped with

different kinds of plant materials that will be covered in the final

design.

The phasing of the parking areas will coincide with the progress of the

marina development.

As previously discussed, parking spaces will not be provided for cars

with trailers. The Village is satisfied to remain in the mode of parking

trailers alon g Front Street.

2. Storm Drainage: Storm drainage will be handled by sloping the parking

lot area to a controlled retention basin and piped to the basin with a

slow release pipe, or run into a landscaped area and percolate away.

Boardwalk surfaces will be pitched to run into the harbor area.

(20)

3. Roads: Roadways leading into the site and the parking lot will be built

in accordance with Village specifications. All roads will have 6-inch

22A gravel base and 2" asphalt surface.

4. Federal, State & Local Regulations: All design, installation and

construction of the marina shall be in accordance with all regulations of

the State of Michigan, the Corps of Engineers, the Department of Natural

Resources Waterways Commission and local regulations.

(21)

APPENDIX A

ESTIMATED CONSTRUCTION COSTS

PHASE ONE: Conversion of Coal 'Dock to Fishing Pier (Not including docks on
south side of coal dock).

Total
Item Cost Estimated Cost

1. Steel Sheet Pile Bulkhead

a. ' Steel Anchored Walls $ -275.00
b. Double Channel Wales 30.00
c. Tie Rods & Accessories 15.00
d. Concrete Anchors 30.00
e. Excavation & Backfill 10.00
f. Toe Stone Fill 20.00
600 LF @ $ 380.00 $228,000

2, 6' Wide Boardwalk 1,500 LF @ 20.00 30,000-

3. Footbridge Lump Sum @ 9,000.00 9,000

4. Shore Stablization

a. Quarry Stone Rip-rap 150 LF @ 60. 00 9,000

5. Renovate Existing Building
into a Restroom Facility Lump Sum @ 10,000.00 10,000

6. Utilities

a. Watermain to Restroom
Facility 1,200 LF @ 15.00 18,000
b. Electric Line 1,500 LF @ 10.00 15,000
c. Sewage Pump Station Lump Sum @ 12,000.00 12,000
d. Sewage Forcemain 800 LF @ 10.00 8,000
e. Restoration 2,000 LF @ 3.00 6,000
f. Exterior Lighting Lump Sum @ 10,000.00 10,000

7. Landscaping Lump Sum @ 8,000.00 8,000

8. Fill Site with Dredged
Material to Raise Elev.
Approximately two feet. 5,300 CuYd @ 6.00 31,800

Estimated Construction Costs 394,800
10% Construction Contingencies 39,500
Engineering 30,500

PHASE ONE Estimated Total Cost $ 464,800

PHASE TWO: Renovate existingbreakwall on north side of main basin, install
new breakwall to the south from east end of existing breakwall
and install two (2) new piers.

Total
Item Cost Estimated Cost
"'1. Renovate Existing Breakwall

a. Steel Anchored Walls $ 240.00
b. Double Channel Wales 30.00
c. Tie Rods & Accessories 15.00
d. Concrete or Piling Anchors 30.00
e. Excavation & Backfill 10.00
fi Toe Stone Fill 20.00
g. Raise Elevation Approximately 2 feet 15.00
h. Concrete Cap Both Sides 20.00
i. Filter Cloth 5.00
600 LF @ 385.00 $231,000

2. New Breakwall to South

a. Steel Piling Breakwall (2 sides,
Barge Driven) 600,00
b. Quarry Stone Fill 280.00
c. Sand Fill 50.00
d. Concrete Cap Both Sides 20.00
e. Sod 20.00
150 LF @ 970.00 .145,500

3. Stabilization of Exterior of Existing
Breakwall with Rip-Rap (utilize exiting)

b. Cover Stone 40.00
c. Toe Stone 70.00
800 LF @ 110.00 88,000.

4. Fixed Main Piers

a. 10' Wide Walkway Pier 150.00
b. Steel Pipe Pier Piles
$30/VFt 0 15' spacing, 75' Pile Length 300.00
c. Potable Water for Slips 15.00
d. Electrical Service Lines 20.00
.e. Electrical Pedestal Risers w/lights 35.00
275 LF @ 520.00 143,000

5. Fixed Finger Piers Attached to Main Piers

a. 3' Wide Finger Pier 70.00
b.. Steel Pipe Piles (single piles spaced
at 151) 125.00
c. Miscellaneous Pier Equipment 25.00
600 LF @ 220.00 132,000

Total
Item Cost Estimated Cost

6. Spring Piles 24 EA @ 2,250.00 54,000

7. Utilities to Serve Piers & Lighting

a. Potable Watermain 1,200 LF @ 15.00 18,000
b. Electrical 1,500 LF @ 10.00 15,000
c. Restoration 1,500 LF @ 6.00 9,000
d. Lighting Lump Sum @ 6,000.00 6,000

Estimated Construction Costs $ 841,500
10% Construciton Contingenc7es 84,200
Engineering 65,OGO

PHASE TWO Estimated Total Cost $ 990,700

PHASE THREE: New piers along south side of main basin and parking areas.

Total
Item Cost Estimated Cost

1. Fixed Main Piers 520 LF @ $ 520.00 $270,400

2. Fixed Finger Piers 1,200 LF 0 220.00 264,000

3. Spring Piles 40 EA @ 2,250-00 90,000

4. Stabilization of Shoreline 800 LF @ 60.00 48,000

5. 6' Wide Boardwalk 1,200 LF @ 20.00 24,000

6. Utilities

a. Potable Watermain 600 LF 0 15.00 91000
b. Electrical Service 760 LF @ 10.00 7,600
c. Restoration 500 LF @ 6.00 3,000
d. Lighting Lump Sum @ 6,000.00 6,000

7. Parking Areas

a. Place Compacted Fill 2,400 CuYd @ 6.00 14,400
b. Gravel Base 3,000 SqYd @ 3.00 9,000
c. Asphalt Surface 3,000 SqYd @ 10.00 30,000
d. Entrance Drives 300 LF @ 25.00 7,500
e. Asphalt Striping Lump Sum @ 1,500-00 1,500
J. Parking Lot Lighting Lump Sum @ 10,000.00 10,000

8. Landscaping Lump Sum @ 8,000.00 8,000

Estimated Construction Costs $802,400
10% Construction Contingencies
Engineering 61,800

PHASE THREE Estimated Total Cost $944,400

PHASE FOUR: Piers along north side of basin and service'dock.

Total
Item Cost Estimated Cost

1. Fixed Finger Piers
(Approx. 40'length w/3 pi-I.es) 600 LF @ $ 25C.00 150,000

2. Spring Piles 17 EA @ 2,250.00 38,250

3. Service Pier 120 LF @ 650.00 78,000

4. Sewage Pump-out Station Lump Sum @ 8,000.00 000

5. Sewage Forcemain 600 LF @ 10.00 6,000

6. Fueling System

a. Underground Gas Tank
(3,000 gal) Lump Sum @ 7,000.00 7,000
b. Underground Diesel Tank
(2,000 gal) Lump Sum @ 6,000.00 6,000
c. Fuel Lines 1,200 LF @ 12.00 14,400
d. Fuel Dispensers 2 EA @ 2,000.00 4,000
e. Pumps & Controls Lump Sum @ 5,00mo 5,000
f. Restoration of Park Area Lump Sum @ 8,000.00 81000
g. Removal of Existing Equip. Lump Sum @ 2,000.00 2,000

7. Electrical System

a. Electric System for
Service Pier Lump Sum @ 2,500.00 2,500
b. Electrical Pedestal 15 EA @ 600.00 91000

8. Potable Water Risers 15 EA @ 200.00 3,000

9. Parking Lot Revisions

a. Lighting Lump Sum 10,000.00 10,000
b. Pavement Striping Lump Sum 1,500.00 1,500
c. Minor Asphalt Work Lump Sum 2,000.00 2,000

10. Minor Shore Stabilization Lump Sum 12,000.00 12,000

Estimated Construction Costs $366,650
10% Construction Contingencies 36,650
Engineering 28,200

PHASE FOUR Estimated Total Cost $431,500

PHASE FIVE: Piers along south side of coal dock.

Total
Item Cost Estimated Cost

1 . Fixed Finger Piers
(Approx. 40' length w/3 Piles) 480 LF @ $ 250,00 $120,000

2. Spring Piles 13 EA @ 2,250.00 29,250

3. Electrical Pedestals 11 EA @ 600.00 6,600,

4. Potable Water Risers 11 EA @ 200.00 2,200

5. Shore Stabilization 450 LF 60.00 27,000

6. Landscaping Lump Sum 5,000.00 5,000

Estimated Construction Costs 190,050
10% Construction Contingencies 19,000
Engineering 14,650

PHASE FIVE Estimated Total Cost $223,700

SUMMARY OF COST ESTIMATES

PHASE ONE: Conversion of Coal Dock to Fishing Pier 464,800.00'

PHASE TWO: Renovate Existing Breakwall, Install New Break-

wall to South and Install two (2) Pew Piers 990,700.90

PAASE THREE: New Piers along South Side of Main Basin and

Parking Areas 944,400.00

PHASE FOUR: Piers along North Side of Basi n and Service Dock 431,500.00

PHASE FIVE: Piers along South Side and Coal Dock 223,700.00

ESTIMATED TOTAL COST $3,055,100.00

APPENDIX B

POELIMINARY PILE PENETRATION DESIGN FOR A DEEP PILE SYSTEM

1. Determine approximate pile penetration depths based on soil parameters

from the soil borings performed as part of this study.

2. Design Cr4teria and Assumptions

A. Maximum design ice thickness 30 inches.

B. Maximum design ice uplift pressure on the pile perimeter 60 psi.

(This is a generally used value and provides for a factor of safety

of 1.5).

C. Ice uplift forces are considered to be the controlling design factor

in determining pile penetration depths.

D. 8-inch and 14-inch pipe piles will be looked at in combination;

i.e., a composite pile with 14-inch pile section at soil interface

and 8-inch pile section at ice interface.

E. All four borings will be looked at individually with the estimated

pile penetration determined by averaging the values obtained from

each boring.

3. Calculate ice uplift force for each type of pile.

A. For 8" Pipe Pile

Sample Calculation

Perimeter 1rx diameter 3.14 x 8" 25.1 inches

Ice uplifit 3011 x 25.1" x 60 psiA(t x 1 kip/1000 lbs 45.2 kips

Usela factor of safety of 2, therefore, ice uplift 90 kips

B. For 14" Pipe Pile

Perimeter = 44 inches

Ice uplift 158*kips

4. Calculate required pile penetration depth for each 14 inch pipe pile for

each boring based on design criteria of the existing soils. The pile
penetration must produce enough frictional resistance to overcome the'

uplift force of the ice on the 8 inch pile. These calculations were made

using the different types of soil and taking into consideration the

weight of the pile and concrete fill. The resulting penetrations

required are shown in TABLE ONE below:

TABLE ONE

Summary of Penetration Depths

Based on Soil Borings

Boring #1 Boring #2 Boring-#3 Boring #4 Average

8" Pipe Pile at Ice &

14" Pipe Pile at Soil 601 601 66.5' 551 60.41

Past experience indicates that H-piles would produce very similar @results to

the pipe piles. Therefore, for estimating purposes, we will assume the use of

pipe piles.

Summary of Pile Penetration Design

1. 8" Diameter, concrete filled pipe pile extending through ice.

2. 14" diameter, concrete filled pipe pile from lake bottom downward.

3. 30" ice thickness.

4. Factor of safety of 2 against uplift.

5. Average of 60 psi ice to pile adhesion.

6. Assumes large displacement piles can be driven through the existing site

soils.

APPENDIX C

PRESENT WORTH ECONOMIC EVALUATION OF BUBBLER SYSTEM OPERATION AND MAINTENANCE

AND REPLACEMENT COSTS

1. Assumptions and Basis of Analysis

A. Assume 20 year service life for the bubbler system.

B. Assume one bubbler system will be installed to serve the entire

marina. The blower system will be installed 'wit h the first phase

and sized to serVE the entire development. The extension of

aeration tubing will be expanded as the permanent slips are

installed.

C. Assume entire bubbler system will be replaced after 20 years of

operation and will have no salvage value.

D. Assume 8 percent interest rate.

E. Assume operation and maintenance costs go up 8 percent per year.

Assume operation and maintenance costs are paid at the beginning of

each year.

2. Cost Analysis

A. Operating Costs

Operating cost for one 30 HP blower running continually for a 120
day season at 80 percent efficiency and at.$0.08/KWH is cal@ulated

as follows:
30 HP x 0.746 KWH/HP - 0.80% eff. = 28 KWH x 24 hrs/day' x 120
days x $0.08/KWH = $6,445.00

Therefore, the estimated seasonal cost at today's rates to operate a
bubbler system would be approximately $6,450.00.'

B. Maintenance Costs

Maintenance cost to check blowers daily, change their oil and

filters and lubricate periodically, to hire a diver to check

aeration tubing once a season, to purge and clean lines periodically

and to perform other- necessary maintenance on the bubbler system is

estimated at today's cost to be: $2,000/season.

C. Replacement Costs

The cost to replace the entire bubbler system at the end of its

service is estimated at today's costs to be: $80,000.00.

D. Determine Present Work of Annual Operation & Maintenance and

Replacement Costs Over 20 Year Project Life for Entire Installation

(1) If operation arli maintenance costs go up 8 p,@rcent per year and-:-
the required capital to pay these operation a nd maintenance

costs for 20 years is invested at an 8 percent interest rate,

then the present worth of the annual operation and maintenance

costs over the twenty year project life is calculated as

foTlowed:

P = 20 x $3,450 = $169,000.00

(2) The present worth replacement cost of the bubbler system is:

$80,000.00.

(3) Therefore, the total present worth of operation and maintenance

and replacement costs over the 20 year project life is:

$169,000.00 + $80,000.00 = $249,000.00

Therefore, the total present worth value oT a bubbler system

would be:

Present value of 0 & M costs $169,000.00

Present value of replacement costs $ 80,000.00

Present installation costs $ 80,000.00

$329,000.00

From this analysis we can determine the cost comparison between deep-pile and.

shallow-pile systems.

Deep piles at 75 feet deep at $30.00/vertic al foot

Shallow piles at 45 feet deep at $30.00/vertical foot

The cost of the piles would be the only cost difference between the two (2)

systems. Therefore, the savings in initial cost for the shallow-pile system

must be compared- to the present value of the 0 & M and replacement of the

bubbler system at $329,000.00.

The difference in cost for the piles is 30 vft. x $30.00/vft. $900.00

The preliminary design indicates that there are approximately 400 piles in the

main piers, finger piers and spring piles. At $900.00/pile this equates to a

net difference of approximately $360,000.00. This compared to the $329,000.00

calculated above indicates that the deep-pile system has a higher overall cost

of approximately $31,000.00.

Since the projected 0 & M costs for the Bubbler System are esti mates at best

and the actual future costs could vary considerably, it is recommended that

the initial installation be installed with the deep-pile system and avoid the

annual operation and maintenance of a bubbler system.

It should also be noted that it is questionable whether a bubbler system would

work adequately in the Suttons Bay Marina since the system requires adequate

physical parameters to beeffective. Depth of water is a major factor and

Suttons Bay Marina is fairly shallow. This system would be investigated

further in the final design but preliminary design and costs will be

considered with a deep-pile system.

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