for prequalification of floating dock/breakwater … 08...request for qualification (rfq) for...

Request for Qualification (RFQ)

For Prequalification of Floating Dock/Breakwater Systems

F. Grant Moore Municipal Marina

City of Boyne City, Michigan

OWNER:

CITY OF BOYNE CITY 319 NORTH LAKE STREET

BOYNE CITY, MICHIGAN 49712

ENGINEER:

ABONMARCHE 95 W. MAIN STREET

BENTON HARBOR, MICHIGAN 49022

P: (269) 927-2295

F: (269) 927-1017

AUGUST 2016

ACI PROJECT NUMBER: 15-0994

City of Boyne City ● Floating Dock/Breakwater Sytems RFQ

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Contents

I. Introduction and purpose of the RFQ ...............................................................................3

II. RFQ procedure .....................................................................................................................3

Schedule ................................................................................................................................3

Release of the RFQ ...............................................................................................................3

Confirmation of Receipt abd Expression of Interest ........................................................4

Content and Delivery of RFQ Response ............................................................................4

Review Process ......................................................................................................................5

III. Background ..........................................................................................................................5

IV. Prequalification Application Requirements ....................................................................6

Floating System Parameters ................................................................................................6

Manufacturer Qualifications ...............................................................................................7

Completed Questionnaire ..................................................................................................8

V. Next Steps .............................................................................................................................8

Prequalification Process and Bid Process ..........................................................................8

Bid Requirements ..................................................................................................................8

Project Schedule ...................................................................................................................8

VI. Attachments ........................................................................................................................8


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I. Introduction and Purpose of the RFQ

The City of Boyne City (City) hereby issues this “Request for Qualification” to solicit

information from floating dock/breakwater system manufacturers. The information will

be used to pre-qualify manufactured floating dock systems from which bids will be

solicited for the next phase of construction, Phase II. Manufacturers interested in being

invited to bid on the aforementioned Phase II must submit a Prequalification

Application in response to the RFQ. An opportunity to submit a bid will be sent to

manufacturers determined by the City to be qualified on the basis of their

Prequalification Applications. The City intends to prequalify manufacturer’s floating

system products in a timely manner and to solicit bids from them for construction of the

project shortly thereafter.

This RFQ is not a request for proposals. The City intends to use the information provided

in response to this RFQ to prequalify those companies that will meet the needs of the

City for the project.

Submitters are cautioned that pre-bid qualification of any floating system is not to be

considered as a determination of complete product acceptability and that a pre-bid

qualified floating system may be determined by the Engineer as being in need of

modification of the basis of subsequently introduced information on shop drawings or in

the final submitted structural calculations as reviewed by the Engineer. In any case, the

system furnished will comply with the design criteria specified within the contract

documents.

II. RFQ procedure

Schedule

The following is the anticipated schedule for the prequalification process:

Friday, August 8, 2016 Release of RFQ

Monday, August 15, 2016 Expression of interest by 5:00 p.m. Eastern

Wednesday, August 31, 2016 Last date for vendor questions

Friday, September 2, 2016 Last date for reply to vendor

Friday, September 9, 2016 Written RFQ Response due by 5:00 p.m. Eastern

Release of the RFQ

The RFQ will be sent to local and national vendors known to the City of Boyne City. The

RFQ will also be posted on the City’s web site at www.cityofboynecity.com .


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Confirmation of Receipt of RFQ and Expression of Interest:

Any vendor who wishes to be considered must notify the Boyne City Marina Team by e-

mail( [email protected] ), no later than 5:00 p.m. on August 15,

2016 that they have received the RFQ and are interested in responding. This e-mail

response will be used to notify the vendors of any answers to questions, clarification of

the RFQ, etc.

Content and Delivery of RFQ Response

A complete response to this RFQ will include photos, drawings, references, and any

other information that enhances understanding of vendor products and options. The

application requirements are further outlined below. A hard copy of the response,

along with supporting documentation must be provided to the Harbormaster

referenced below no later than the RFQ Response due date shown above.

Alternatively, a complete response may also be sent by email in lieu of a hard copy as

long as it is received by the due date. All emails must be 10 MB in size, or smaller. The

City reserves the right not to accept any responses received after this time and date.

City Qualifications Response Contact:

Submit Qualifications in response to this RFQ:

Barb Brooks

Harbormaster

City of Boyne City

319 North Lake Street

Boyne City, MI 49712

[email protected]

Vendor Questions

Only written responses to questions sent in writing via email can be formally relied upon

by the Vendor for purposes of responding to this RFQ. Vendor questions must be

submitted by e-mail no later than the date shown above. Responses to written

questions will be sent in writing via e-mail. All vendors who have been issued the RFQ

will be copied in on the e-mail response using the e-mail address provided to the City

by the Vendor in the Expression of Interest requirement noted above.

Submit Questions regarding this RFQ to:

Boyne City Marina Team

[email protected]


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Review Process

Responses will be reviewed by a multi-disciplinary team of City staff and project

consultants. The City may contact one or more vendors for additional information as

needed to properly evaluate the responses received. The City will notify RFQ

Respondents in writing if they have been prequalified to respond to the Contract for the

Boyne City Marina Phase II Project.

Qualifications and all materials submitted in response to this request for qualifications

shall become the property of the City. If any proprietary information is submitted with

the proposal it must be clearly identified and a request to keep such information

confidential must be submitted along with the qualification submittal.

Pre-qualification of Floating Systems is within the City’s sole discretion, and the City is

under no obligation to provide reasons for rejection or acceptance of qualifications.

The City reserves the right to withdraw the Request for Qualification or to reject any or

all qualifications submitted. The submission of qualifications in no way creates an

obligation on the part of the City to contract with the submitter and creates no liability

on the City for any costs incurred in preparing the qualifications submittal package

III. Background

The City of Boyne Ciy has udertaken study of their existing marina facilties and planning

efforts to design and successfully permit a layout for expansion of the existing F. Grant

Moore Municipal Marina. The City has obtained state and federal permits and is

currently evaluating funding sources and phasing options for realizing this expansion

plan.

The City is currently completing preliminary engineering work, including a geotechnical

investigation of the marina basin soils and design the electrical distribution system. The

final phase of preliminary engineernig is the Pre-Qualification of Dock Manufacturers.

Once complete, this task will result in a short-list of approved dock manufacturers,

including a refined cost estimate, as well as manufacturer-specific recommendations

for anchorage, operations, and value-engineering.


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IV. Prequalification Application Requirements

The prequalification application must contain, at minimum, information which

illustrates the following:

A. Floating System Parameters

The floating system must meet or exceed the following performance

requirements. Inability to meet any one of these requirements could result in the

elimination of the Company from future consideration for solicitation of proposals

for this project.

The system must meet or exceed the following minimum requirements:

1. General – Unless specifically defined, all design loads shall be in accordance

with ASCE Manuals and Reports on Engineering Practice No. 50, Planning and

Design Guidelines for Small Craft Harbors (Third Edition)

2. See Attached Floating System Draft Specification, which includes design

loadings, design loading performance, wave agitation, and other

requirements to which the floating system must be designed.

3. Layout & Dimensions – The attached project drawing(s) are general in nature

and show basic preliminary floating pier system(s) layouts with required

dimensions. The floating dock system must be manufactured to the general

dimensions and layouts shown in the project drawings. The City reserves the

right to revise the contract documents prior to the bid process and to phase

the project over multiple phases/multiple years to best suit its needs.

4. Anchorage – The Floating System anchorage will be designed by the Vendor

to properly secure the system during all conditions outlined in the

specifications. The anchorage system will secure the Floating System at all

water levels from +6 feet to -2 feet, relative to Lake Michigan Low Water

Datum (LWD) of 577.5’ (IGLD ’85 Datum).

5. Decking – Floating Dockage System must be compatible with various 2”x6”

decking materials including composite decking options, treated pine,

Kebony, and Ipe.

6. The manufacturer must demonstrate its products meet or exceed the above

requirements by providing the following for evaluation, at minimum:

a. Applicable specifications and typical fabrication drawings showing cross

sections, details, attachments, connections, anchorage details and all

other necessary information for a thorough product analysis.


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b. Catalog information on all commercial material and equipment

recommended as part of the floating dockage system.

c. General literature covering the recommended floating system models for

this application, including photographs and performance data.

d. Projects successfully implemented by the manufacturer which

demonstrate the floating systems are suitable for Boyne City and the site.

B. Manufacturer Qualifications

Vendor’s dock systems may be considered qualified for solicitation of bids for

delivering product if the vendor is able to demonstrate their products will meet

all required floating system parameters, that products are fully available in the

marketplace, and that the manufacturer can demonstrate the minimum

experience and qualifications, as follows.

1. Demonstrate a minimum of ten (10) years of proven experience in the design

of floating structures, floating piers, anchorages and related appurtenances

and fabrication, construction, assembly, and installation in the Great Lakes or

similar coastal environments. Inland lakes and inland rivers are not considered

similar coastal environments.

2. Demonstrate a minimum of five (5) installations placed during the last ten (10)

years where the floating system, similar to the floating system for this project

that are to be pre-bid qualified, have been installed at locations with similar

coastal conditions. Such listing must also include the number of slips at each

location, anchorage type, date installed and the name, address, and

telephone number of the installation’s Owner, or the Owner’s local contact.

The list must include a minimum of five (5) installations that meet the following

criteria:

a. Located in the Great Lakes or in similar coastal conditions; and

b. Containing a minimum of 50 slips

3. Demonstrate a minimum of two (2) installations in locations which are prone

to ice conditions similar to those at the project site. Installations located in

brackish or saltwater will not be considered similar to the project site. While

ice suppression may be utilized within internal portions of the floating system,

it will not likely be feasible to deploy ice suppression to the entire floating

system.


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C. Completed Questionaire

Complete and submit the attached questionnaire which is intended to address

some of the critical requirements of the project. Indicate whether you are

submitting a system to be prequalified for the floating docks or for the floating

attenuators or both.

V. Next Steps

A. Prequalification Process and Bid Process

Following evaluation of the responses received, the City intends to prequalify

the floating systems that best meet its needs. The City will seek bids from the

manufacturers of the prequalified systems, consistent with the public bidding

requirements of the State of Michigan. Note that the attached specifications

and drawings are attached for general reference regarding the project

requirements and the City reserves the right to revise the contract documents

prior to the bid process.

B. Bid Requirements

When the project is publicly bid, bidders will be required to comply with the

following:

• Typical State (MDEQ) and Federal (USACE) Permit Conditions

• Grant contract conditions – To be determined

C. Project Construction Schedule

Construction of Phase II is anticipated to commence during the fall of 2017.

VI. Attachments

The Following are attached to this RFQ for completion and/or review:

A. Prequalification Questionnaire

B. Draft Floating System Specification

C. Draft Site Plans

D. Soil Investigation Report


Attachment A

Attachment A

Prequalification Questionnaire

PREQUALIFICATION QUESTIONNAIRE TO: Floating Dock Manufacturers

DATE: August 5, 2016

Re: Boyne City Marina Phase II RFQ

I. FLOATING SYSTEM PREQUALIFICATION QUESTIONAIRE

Completion of the following is required for prequalification.

A. General Information

1. Name of dock manufacturer:

Contact person:

Address:

Phone number:

Fax number:

Email address:

Name of structural engineer (registered in Michigan):

What is your current bonding capacity?:

2. Number of years in business providing docks (over 50 slips) in Great Lakes, freshwater

locations, and in ice-prone regions with approximate annual dollar volume and

quantity of docks (number of docks per year) for past 10 years:

How many years has your company been in business? __________ years

Year Annual Dollar

Volume

# of Docks

Installed Year

Annual Dollar

Volume

# of Docks

Installed

2015 2010

2014 2009

2013 2008

2012 2007

2011 2006


Floating Systems RFQ

Boyne City Phase II Marina

August 5, 2016

Page 2 of 8

P:\_Projects\2015 PROJECTS\15-0994 Boyne City Marina Expansion - Preliminary Engineering\RFQ Package\Attachments\Boyne City - Final Prequalification Questionnaire.docx

3. Proposing prequalification of (check all that apply)

□ Floating Docks

□ Floating Attenuators

4. Dock model proposed

(provide photos, brochures, cut sheets, etc.)

B. Questions on Dock Model

1. Dock Anchorage

Describe the anchorage system(s) you would recommend for this project and for

your proprietary floating system, including docks and floating breakwaters, below.

Show standard details and a layout of your recommended chain/anchor system

along with the ice resistant pile connections to finger docks and main piers.




August 5, 2016

Page 3 of 8


2. Ice Conditions

This site experiences significant ice conditions. Identify how your system is designed

and functions to minimize ice damage (refer to similar ice-prone areas where you

have experience). Also, generally describe your recommended deicing system for

use in this location and the estimated cost of the deicing system based upon other

similar systems/locations. Recognize that it may not be feasible to deploy ice

suppression throughout the entire floating system.

3. Wave Dynamics

Tell us how this model will survive under ASCE wave agitation standards for excellent,

good or moderate conditions. Give examples of comparable harbors/wave

conditions for this model with date of installation in freshwater, ice-prone areas.




August 5, 2016

Page 4 of 8


4. Dock System Pricing

Identify a budgetary cost of your system (manufacture, delivery, installation, utility

chases, and anchorage for the draft layout enclosed herein. Please state

assumptions and exclusions:

5. Slip Utilities

Slip utilities shall include water, dock boxes, electrical, and fire protection. Identify

your standard and/or upgraded utility chases and access panels that you provide

for your dock system.

Also, please submit drawings, details and/or photographs of your standard utility

chases and access panels.




August 5, 2016

Page 5 of 8


6. Warranty

Provide us with your standard warranty and tell us what it covers, for example, ice

damage.

Identify what your warranty can provide per varying wave heights per ASCE

standards that vary from “excellent” to “moderate.” Is your warranty voided by any

particular wave heights relative to ASCE standards?

7. Provide a description of your quality control procedures.




August 5, 2016

Page 6 of 8


8. Describe how, as a manufacturer, you confirm proper installation of your products.

Do you have a list of trained/certified installers of your product line?

9. Provide sample specifications of your products.

10. Identify requirements of the draft performance specifications, if any, which cannot

be met by your product, or in your opinion, cannot be met by any product being

manufactured at present.




August 5, 2016

Page 7 of 8


11. Related experience and specific past performance on projects

Attach multiple sheets as appropriate for your major comparable projects (max 10

examples that are most similar to this harbor) for past 10 years.

A. Project name / location:

B. Number of docks:

C. Square footage of docks:

D. Project schedule:

E. Did your company manufacture and deliver the docks on time within the overall

project schedule?

F. Project budget: $

G. Was project completed on budget? If no, explain.

H. Owner reference: Name:

Address:

Phone number:

Email address:

I. Indicate name of product line / model installed:




August 5, 2016

Page 8 of 8


J. Where were docks manufactured?

K. If not by your forces, who installed your floating docks?

L. Were docks single or double loaded?

M. Dollar value of floating dock contract: $

N. Dollar value per square foot: $ /s.f.

O. Was installation in fresh or salt water?

P. Was installation in an ice-prone location area?

If so, what ice protection measures were employed, and what was the cost?

Q. Other information you may feel beneficial to the dock product selection team:


Attachment B

Attachment B

Draft Floating System Specification

Abonmarche Draft Floating Systems Specification – For information only

PAGE 1 OF 33 8/4/2016 DRAFT__SECTION 8000

P:\_Projects\2015 PROJECTS\15-0994 Boyne City Marina Expansion - Preliminary Engineering\RFQ Package\RFQ Spec\2016-08-04 FLOATING SYSTEM FORMATTED.docx

SECTION 8000

FLOATING SYSTEMS

PART 1 - GENERAL

1.01 DESCRIPTION

A. The work covered in this section consists of furnishing all labor, materials, equipment and supplies, necessary to completely design, manufacture and install a fully functional and operational Floating System as shown on the drawings and as specified herein.

B. The work shall include, but shall not be limited to, furnishing and installing the following:

C. All floating docks and floating wave attenuators, including decking, dock to attenuator transition ramp, ladders, bumpers, cleats, utility channels, hinge connections, and Marine hardware.

D. Appurtenances and space within the floating dock system structure for future accommodation of utility systems.

E. All dock utility systems and connections as indicated on the drawings.

F. Ice suppression mounts and brackets

G. Coordination with Land-Side Contractor (primarily concerning, but not limited to: site access, and utility integration between contract scopes of work).

H. The work shall provide an integrated system conforming to the configuration shown on the drawings, serviceable to the intended use, and as specified, herein.

I. All work shall meet the required local and State of Michigan codes. The local code shall supersede any loading or material requirements specified herein.

J. The project drawings are general in nature and show basic floating dockage system(s) layouts with required dimensions, utility service stations and fire pedestals, required cleat locations, ladders and certain required materials and details of constructions and are not intended to be used for fabrication.

K. Other materials and equipment must be as indicated on the drawings, however, all other materials not specifically described but are required for a complete and proper installation of the work under this section, must be new, first quality, and as selected by the Contractor subject to the approval of the Owner.

1.02 QUALITY ASSURANCE

A. Qualification of the Bidder: The Floating System shall be manufactured in accordance to this specification and the 2003 MDNR Harbor Development Standards. Qualifications materials must show that the manufacturer has experience with, and is capable of manufacturing, the specified system

B. System shall have structural framework, with evenly spaced intermediate bulkheads, that fully-encases the floatation to protect the system from the compressive forces of ice up to 4’ thick.




C. Submittals not including all of the information listed above may be disqualified on the grounds of being incomplete. After review of the Floating Systems Pre-Bid Qualification and Experience Materials, the Owner will inform the prospective bidder in writing no later than ______________________ as to the acceptability of the bidder’s floating dockage system. The Owner’s decision will be final.

D. Prospective bidders are cautioned that pre-bid qualification of any floating system is not to be considered as a determination of complete product acceptability and that a pre-bid qualified floating system may be determined by the Professional as being in need of modification on the basis of subsequently introduced information on shop drawings or in the final submitted structural calculations as reviewed by the Professional. In any case, the system furnished will comply with the design criteria specified herein.

E. The successful bidder will construct in shop, (1) one mock up section (finger pier or main pier), for preliminary approval of the pre-bid qualified floating system unit that was pre-bid qualified, and approved of in writing by the Professional prior to the final design, fabrication, construction, assembly and installation of the project floating dockage system.

1.03 QUALIFICATIONS AND EXPERIENCE

A. No substitutions or consideration as an "Engineer approved equal" will be considered unless written request for approval has been submitted by the Contractor and has been received by the Professional or Owner within 15 days following the Notice to Proceed. Contractor shall provide complete and detailed information including but not limited to specifications, construction details, utility information, anchorage calculations, and detailed cost data. Submittal shall clearly demonstrate that the Floating System is equal in every respect and shall respond to the specific requirements of this project. The burden of proof of merit of the proposed substitution is with the Contractor. The Professional or Owner's decision will be final.

B. The Contractor shall maintain a service department and a stock of spare parts, able to respond and be delivered within 48 hours, for emergency repair or replacement of dock components.

1.04 DIMENSIONS

A. Pier layouts will be constructed and installed in accordance with the configuration shown on the drawings. Widths of piers are to the edge of the piers and do not include rub-rails and fenders.

B. Main Piers may be up to 3 inches less than the specified widths to allow some tolerances in the manufacturer’s process. However, the pier width will be uniform and the 3-inch tolerance does not imply that variations in width over the length of the piers will be tolerated. All finger piers widths shown on the plans shall be considered as minimums.

C. Finger piers at slips designated as “ADA” shall have minimum widths of 5 feet as required by the 2010 ADA Standards and as shown on the drawings.

D. Except if otherwise noted on the project drawings, fender and cleat locations will be as shown on the drawings. Any deviation in location of fenders and cleats necessitated by joints between pier modules, location of mooring service centers, location of anchorages, etc. will be brought to the Professional’s Attention/Approval during the shop drawing phase of the work prior to fabrication.

E. Where present, the fender heights (distance from pier deck to top of fender) will be 5 feet. Maximum spacing will be 8’, center to center.




F. Fairways will have a minimum width as shown on the Project Drawings.

1.05 DESIGN CRITERIA

A. Where the requirements of the Contract Documents Exceed those of ASCE Report No. 50, “Planning and Design Guidelines for Small Craft Harbors” 2012, the requirements of the Contract Documents will govern.

B. All structural members will be designed and appropriately sized to carry and accept all design loads without failure or excessive deformation. Members will be so sized to compensate for reductions in cross section resulting from drilling bolt holes and cutting of opening for utilities. Where the required width of main piers, T-piers and service piers require fabrication from narrower pier modules, the individual pier modules will not be less than 4 feet in width. Overlapping adjacent modules by staggering transverse joints to insure maximum strength is required. However, overlapping is not required as long as sufficient longitudinal joint strength is provided.

C. The floating docks and floating attenuators will have a structural frame work in conjunction with the evenly spaced intermediate bulkheads, including the decking and the galvanized sheet metal floatation encasement, that will be designed and constructed, as an integral part of the total floating system, to withstand as a unit, all of the physically induced stresses. Framing will act as a bulkhead member to withstand compression and will be the full width of the unit at 48” spacing along the length of each unit. This support framing/bulkhead will be incorporated with a continuous floatation encasement to provide rigidly constructed units. The continuous floatation unit will be the lowest portion of the floating dockage system, except in the floating attenuators.

D. The Floatation Encasement will be determined by manufacturer. Allowable encasement materials include polyethylene, concrete, and/or galvanized sheet steel.

1.06 DESIGN AND DEFLECTION CRITERIA

A. Piers, ramps connections and anchorages will be designed for the following loads and conditions.

B. Vertical: 1. Vertical Dead Load: Dead loads will be the entire weight of the floating system and

attachments including anchorages and utilities. In addition, finger piers will have their outer ends at least level with but in no case more than 2” higher than the elevation of the main pier at their plane of attachment under dead load conditions. The ends of the finger piers will be as level as practical but in no case must a cross slope of more than 2% of width be tolerated in order to comply with ADA. Adjacent floating pier units will not have deck surface elevation differences or horizontal gaps between the decking greater than those allowed by ADA.

2. Vertical Live Load: A uniform live load of not less than 30 pounds per square foot on ramps and on the deck and structural frame of the floating piers will be used. Minimum live load for floatation will be 30 pounds per square foot. Finger piers will be designed to withstand a 400 pound concentrated live load 1’ from the end of the finger pier without a loss in freeboard of more than 4” at the time of acceptance, nor more than 6” at the end of 5 years.

3. Combined Vertical Dead Load and Live Load: Combined dead load plus live load for docks, and ramps will be the actual dead load including utilities plus 30 psf live load. However, for purposes of calculation, the combined dead load plus required 30 psf live load will never be calculated as being less than 50 psf. Ramps will be so designed that the




maximum live load deflection of the ramp is limited to 1/180 of the span. Extra floatation of the same general type and design used for the floating piers will be installed at end sections as required to compensate for end reactions of ramps due to combined loading. In no case will the supporting dock module at the ramp connection be less than the designed free board under neither combined loading nor more than the 2” above the freeboard shown on the approved shop drawings under the full dead load including utilities. The combined vertical dead and live load will be such that the cross slope is no more than 2% of the width in order to comply with 2010 ADA Standards.

4. Dead Load Freeboard: Floating Dockage System manufacturers will provide docks with dead load freeboards of not less than 22” or more than 26” (4” tolerance to allow for variations between manufacturers). Attenuators shall be provided with dead load freeboards of not less than 22” and more than 28”, with ADA compliant transitions between docks and attenuators if freeboard varies between the two objects. However, actual dead load freeboard will not vary appreciably from the freeboard designed on the manufacturer’s approved shop drawings with docks presenting a reasonable level, flat, even surface to the eye under dead load conditions. As indicated, main docks will be reasonably level, but in no case will a cross slope exceeding 2% of the width be allowed in order to comply with 2010 ADA. At the design load of dead load plus 30 psf live load, a freeboard of not less than 10 inches will be maintained. Freeboard loss will not be more than 2” at the end of 5 years. Utilities will not be in the water.

C. Horizontal 1. Wind Load: The uniform wind load for determining lateral loading on an independent

floating dockage system from any direction will be 15 psf on all projected surfaces, assuming 100 percent boat occupancy for all designated slips. Wind loads will be calculated in directions both perpendicular to and parallel to the main dock and anchorages. Profile heights and shielding factors shall be per Section 3.08 herein and per USACE Manual No. 50.

2. Current Load: Local current loading will be applied on all submerged surfaces of moored craft, assuming 100 percent boat occupancy or maximum slip dimensions, whichever is greater. For purposes of calculating the current load, the largest cross-sectional area of a craft that might occupy the slip used. Current pressure will be calculated on the basis of pressure pounds per square foot of submerged Boat Surface. P=0.75(V2), where V is the velocity of the current in feet per second. (ASCE’s 2012 Planning & Design Guidelines for Small Craft Harbors).

3. Impact Loading: Impact loading will be applied using the largest boat normally using the slip, striking the side of the pier at its outer end at a maximum angle of 10 degrees to the center line of that pier at a velocity of 2 knots (3 fps). For purposes of calculation, the weight of the largest boats normally using the slips shall be per Section 3.11 herein.

4. Torsion: Positively prevent torsion, racking and twisting by providing sufficient built-in torsional resistance to prevent no more than 3” variation from normal dead-load freeboard at the free end of all floating dockage system units due to design impact loading transferred thru the fender system.

D. All floating docks, floating attenuators, and floatation units will sustain the loads imposed by nonmoving ice without damage, fracture or puncture.

E. The Floatation Docking System shall be capable of sustaining the wave conditions described in Section 3.15 herein, without damage.

1.07 CODE AND STANDARDS




A. Reference is made in these specifications to the codes and/or standards promulgated by the following agencies and organizations: 1. ADA Americans with Disabilities Act 2. ANSI American National Standard Institute 3. ASCE American Society of Civil Engineers, www.asce.org 4. ASTM American Society for Testing and Materials, 11916 Race Street, Philadelphia,

Pennsylvania 19103 5. AWPA American Wood Preservers Association 6. AWPB American Wood Preservers Bureau, P.O. Box 6085, Arlington, Virginia 22206 7. AWS American Welding Society, Inc., 2501 NW 7th Street, Miami, Florida 33125 8. MBC Michigan Building Code 9. NEC National Electric Code, 2011 10. SESC State of Michigan Soil Erosion and Sedimentation Control Act 11. SPIB Southern Pine Inspection Bureau

B. Compliance: 1. Comply with those codes and/or standards specified in this Section and referenced above. 2. All work and materials will be furnished and installed in accordance with all Federal and

State Codes, Laws, and Regulations as well as the current Michigan State Codes, Laws, and Regulations.

3. Where requirements of the contract documents exceed those of above mentioned Codes, Laws, and Regulations the requirements of the Contract Documents will govern.

4. In case of conflict between the referenced Codes, Laws, and Regulations, the most stringent will govern.

1.08 SUBMITTALS

A. General - The successful bidder shall submit a minimum of six (6) complete sets of detailed shop drawings as designed specifically for this project to the Professional of the complete floating system of the type that was pre-bid qualified and approved of in writing by the Professional for approval prior to the design, fabrication, construction, assembly, and installation of the required floating dockage system.

B. Detailed Shop Drawings showing shall include the following: 1. Layout of the floating structures, providing all dimensions, framing details, clearances,

anchorage locations, and all related appurtenances needed for evaluation. 2. If utilities are included, drawings will show the location of utilities including electrical

conduit and junction boxes and other required components including method/s of attachment.

3. The detailed shop drawings specifically for this project in compliance with these documents will bear the seal of the Manufacturers/Contractors Michigan Registered Professional Engineer licensed in the State of Michigan who is experienced in the design of floating structures, floating docks, anchorages and related appurtenances.

C. Docking System Components - Catalog information on all commercial material and equipment being installed as part of the floating dockage system, as specified

D. Applicable specifications and detailed typical fabrication drawings showing dimensions, clearances, cross sections, attachments, connections, and other necessary information for adequate product analysis of the following system components: 1. Main Walkways 2. Header Walkways 3. Floating Attenuators




4. Finger Piers 5. Gangways 6. Connection Details 7. Transition Plates/Ramps 8. Superstructure and Utility Chases 9. Utilities (Potable water, Sanitary, Electrical, Communications and Accommodations for

Fuel) 10. Fire Protection 11. Signage 12. After bids are received, manufacturer shall submit a detailed list of materials for the

electrical and potable water systems, including detailed connection drawings, plumbing schematics, electrical schematics, including but not limited to cabling, electrical conduit, wiring, junction boxes, connections, waterlines, crossover, risers, backflow preventers, drains and valves, etc., for approval.

E. The drawings must include gangway details and a design detail for attachment system to the land-side walls and/or walkways, including gangway brackets/platforms. Details for the attachment of the gangway to the floating walkway must be included. Attachment of the gangway to the floating walkway must include a pin/slot or other element to restrict end of gangway from sliding laterally to the edge of the floating walkway.

F. Catalog data on commercial equipment incorporated into the design and representative material of the dockage system, and product samples. Product samples must be provided as requested by the Professional.

G. Product Handling: 1. Use all means necessary to protect the materials of this Section before, during and after

installation and to protect the work and materials of all other trades. 2. In the event of damage, immediately make all repairs and replacements necessary to meet

the approval of the Professional and at no additional cost to the Owner. 3. All floating docks required for this project will be carefully transported and kept in

orderly piles or stacks until placed in the water. None but competent craftsmen will be employed to float and anchor the floating dockage systems. Workmanship will be first class throughout.

4. Contractor to ensure that each main dock and attenuator will be made securely tied to avoid damage until permanent connections to anchorages are made.

H. Test Reports 1. Two copies of certified mill test reports covering the chemical and physical tests

conducted on steel piling, if applicable, shall be furnished for each heat number of metal included in the shipment.

2. Professional and Owner reserve the right to require additional test reports for materials utilized in the manufacture and installation of the Floating Dockage System.

I. The Contractor will be required to submit a construction sequence schedule as well as a construction time schedule. The Contractor will also be required to submit a copy of the quality control program used to manufacture the Floating Dockage System. The program will be reviewed by the Professional and used to establish the inspection schedule and testing requirements to insure compliance with the plans and specifications, particularly regarding the following: 1. Weld quality 2. Certifications for materials such as steel, galvanizing, wood, wood treatment, bolts and

fasteners, and floatation.




3. Dimensional inspection 4. Galvanizing 5. Quality of floatation material and encasement during manufacturing

J. At the completion of the scope of work the Contractor will provide the Professional with reproducible as-built drawings of the Floating Dockage System installation incorporating all changes made during the construction and installation process.

1.09 CERTIFICATION

A. Prior to delivery of material to construction site, Contractor to supply to Professional the following certifications:

B. Decking Certification: Contractor shall be responsible for having decking material certified in accordance with the applicable standards.

C. Metal Products Certification: Contractor shall provide notarized certification of all aluminum, iron, and steel materials utilized in the manufacture and installation of the dock system. This certification must attest to the compliance of all structural members, fasteners, and piling with the requirements of these specifications.

D. Engineering: The Contractor shall supply calculations for system anchorage, structural design, and flotation bearing the signature and seal of a State of Michigan licensed Professional Engineer.

E. Professional and Owner reserve the right to require additional certifications for materials utilized in the manufacture and installation of the Floating System.

1.10 INSPECTION

A. Test sections of each dock and attenuator type shall be fabricated and delivered to the project site for inspection by the Professional. If approved, test sections may be incorporated in the work.

B. Rejected sections may be corrected and incorporated in the work, provided the properties of the reworked section are identical to that of a correctly fabricated section. Reworked sections shall be visibly and functionally identical to that of virgin materials and correctly fabricated sections. Each reworked section shall be identified with the corrective action noted and subject to a final inspection by the Professional prior to acceptance.

C. Scope of Inspection 1. Dock System: Inspection of the test sections shall be a visual inspection to evaluate the

fabricated dock section, including, but not limited to dock structure, anchorage connections, dock connections (bolted and welded), decking materials and construction of floatation.

2. Further Inspection: The Professional reserves the right to inspect and test all components and systems incorporated in the Floating System at any time during fabrication, following delivery, and during installation for compliance with the plans and these specifications.

D. Test Sections 1. The manufacturer shall fabricate and make available for inspection, the following items

of work: a. Main Walkway/Dock Section: Any Width: Approximately 40 feet in length per each b. Floating Attenuator: Any Width: Approximately 40 feet in length per each c. Finger Pier: 1 – 40’ Min. Finger Pier




PART 2 - MATERIALS

2.01 DECKING

A. Decking materials utilized in the construction of the systems shall be full length of the width of the dock units with rounded bevel edges and shall conform to the following specifications.

B. TBD

C. Decking Attachment 1. Fasteners for deck boards shall be Marine Grade 316 Stainless Steel with “Torx” or

square drive head, sized appropriately for the decking material and per the manufacturer recommendations. Fasteners shall be at least 2.5” in length for Kebony decking and at least 3” in length for treated pine decking. Pre-drill deck boards with an appropriate sized tapered bit and integrated countersink, achieving a screw set just below the surface of the decking with no protrusion. Hidden fasteners will not be allowed.

2. Width to width gapping of decking shall be per decking manufacturer gapping recommendations. The gap shall not exceed the maximum allowed in the 2010 ADA Standards for Accessible Design. Openings in the decking surface shall not allow the passage of a sphere more than ½ inch diameter per ADA Standards.

3. Surface flatness of decking (without load) shall neither vary by more than 1/4 inch in 10 feet, nor by more than 1/2 inch in 30 feet.

2.02 TIMBER MATERIALS

A. Treated Pine 1. Treated pine shall be No. 1 Select Southern Yellow Pine, visually graded “Clear &

Better”, or approved equal, with round beveled edges. Framing lumber shall be No. 1 Select Southern Yellow Pine or better. The lumber shall conform to the rules of the Southern Pine Inspection Bureau (SPIB).

2. Lumber shall be dried to a maximum moisture content of 19 percent and to SPIB requirements.

3. Treated pine shall be subjected to certificate inspection conducted to regrade the decking material after treatment. This shall include inspection for those defects subject to developing during the treatment process, such as warping or splitting.

4. Treated pine shall be pressure treated in accordance with American Wood Protection Association (AWPA) Use Category UC4A as is appropriate for Northern Freshwater Marine Environments. Treatment shall be with Copper Azole Type CA-B with a minimum retention level of 0.21 lbs per cubic foot average retention, or Type CA-C with a minimum retention level of 0.15 lbs per cubic foot average retention, or better. Lumber cut or drilled after treatment shall receive two coats of preservative on exposed surfaces in conformance with AWPA UC4A.

5. Material Storage and Handling a. Lumber shall be stored in a covered outdoor location, elevated off the ground and

stacked to allow adequate air circulation. b. Lumber shall be delivered to the dock assembly site and allowed to acclimate for a

minimum of 14 days prior to installation on the dock. During this time, the wood shall be handled and stored in accordance with AWPA recommendations to allow thorough acclimation of the decking material to the temperature and relative humidity.




6. Spacing of decking boards shall be determined at the time of installation, and should allow for the moisture condition of the wood as well as variations in temperature and humidity between the installed conditions and the anticipated in-place conditions. The installer shall follow Southern Pine Council and manufacturer’s recommendations for spacing of decking material.

7. Deck boards will not have any holes, loose knots or wane and will not have sap or free flowing preservative on walking surfaces. All four upper edges of each deck board will have a ½” radius eased edge.

8. Decking shall be laid perpendicular to structural joists. Maximum spans between structural joists shall be per decking manufacturer recommendations.

9. Installed lumber on units will have a uniform new pressure treated visual consistency with no visual banding or storing slat marks that have a different lumber appearance.

10. Treated pine shall be subject to review and approval of the Owner and Professional. The Owner and Professional reserve the right to reject deck boards that are unsatisfactory. Floating dockage system manufacturer shall replace rejected deck boards at no additional cost to the owner.

2.03 STRUCTURAL STEEL AND ALUMINUM

A. Structural Steel 1. Structural and miscellaneous steel shall meet the requirements of Standard Specification

for Structural Steel, ASTM A36, with minimum yield strength of 36 ksi. All steel shall be zinc-coated (hot dipped) in accordance with ASTM A-123.

2. All structural steel shall be new. 3. Minimum steel thickness shall be 1/4 inch and have a minimum width of 1 1/2 inches. 4. All welding shall be performed by certified welders, in accordance with the American

Welding Society (AWS) requirements. a. All welding shall be performed by certified welders who have passed successfully the

qualification tests of the American Welding Society or have a U.S. Coast Guard Welding License. The Contractor shall certify by name to the Professional, welders who he will use on the job who have successfully passed the prescribed tests, giving the dates of the tests and name and location of the testing bureau. Provide copies of certification/license to the Professional.

5. Galvanized steel sheet metal will be at least 20 gauge, Grade G235, with galvanizing 2 ounces psf conforming to the requirements of the Standard Specifications for Zinc-Coated by the Hot-Dip Process ASTM A653. a. The steel base metal, its formability and zinc coating will be in accordance with

ASTM A653. b. The zinc coating will have a minimum of 2.0 ounces per square foot. c. The 20 gauge galvanized Steel Sheet Metal floatation encasement will be

continuously fastened with 2-1/2” hot-dipped galvanized screw-shank nails spaced at 1-1/2” centers or stainless steel Grades 304 or 316 structural nails.

6. Design of the steel members and steel welding shall be per this Specification, Specification 3350, Marine-Metal Fabrications, and applicable American Institute of Steel Construction and American Welding Society Standards.

B. Structural Aluminum 1. Design of the aluminum members shall conform to the current edition of The Aluminum

Association Specification and Guidelines for Aluminum Structures. 2. Structural Aluminum shapes and/or extrusions will be made from 6061-T6 aluminum

conforming to the requirements of ASTM Designation B221.




3. Aluminum alloy plate will be equivalent in strength to 20 gauge steel and be 0.124 inch thick, alloy 5052, H36 Marine Aluminum conforming to the requirements of the Standard Specification for Aluminum-Alloy Sheet and Plate ASTM Description: B209.

4. Aluminum welding shall be in accordance with the ANSI/AWS D1.2-97 gas metal arc welding process and shall be performed by experienced operators.

C. Fasteners 1. Bolts, lag Bolts, screws, nails, flat washers and lock washers will be of the type and size

best suited for the intended use. Low-carbon bolts will conform to the requirements for Grade “A” bolts, Designation A307. a. High strength bolts will conform to the requirements of ASTM Designation A325 or

A490. SAE Grade 5 will be considered an acceptable equal to ASTM A325 b. The coating thickness will be of a minimum so that corrosion of non-wear surfaces

does not appear during the warranty period. c. Corrosion Protection: Steel fasteners other than stainless steel will be hot-dipped

galvanized in accordance with ASTM A-123. Electrogalvanized bolts may be acceptable if the Contractor can submit examples of fasteners used in similar applications with a service life of 10 years minimum for review and approval.

d. Stainless Steel Screws: Shall conform to FF-S-111-D-3.2

D. Cleats 1. Cleats will either be heavy duty 10 or 15 inch sizes as shown, cast iron galvanized units

as manufactured by Wilcox-Crittenden, or of bullhorn design made of cast aluminum alloy 319 (27,000 psi tensile, 18,000 psi Yield) with countersunk hex bolt head lock features as manufactured by Macatawa Associates of Holland, Michigan, Floating Docking Systems of Cedarville, Michigan or an approved equal. Cleats will be of the size indicated and will be installed at the locations shown on the drawings. a. Cleats will be securely bolted to the dock/attenuator structural framing or fastened

securely to the structural framing through appropriate intermediate members as approved by the Professional.

b. Cleats will be as close to the outside edge of the docks/attenuators as possible while not presenting a risk to moored vessels and in such a location that tightening of bolts and nuts holding the cleats as easily as possible.

c. Bolts, nuts and washers (both standard and lock) will be hot dipped and mechanically galvanized and will be of adequate size and strength for tying up boats normally using the slip adjacent to the cleats.

d. Slips 40’ or less, place 10” size boat cleats, use 15” heavy duty boat cleats on fingers longer than 40’. 15” heavy duty boat cleats shall be used at broadside mooring areas 60’ or longer.

E. Welding 1. Arc welding electrodes will conform to American Welding Society “Iron and Steel Arc

Welding Electrodes.” 2. All exposed surfaces and their welded joints shall be smooth and free of sharp or jagged

edges.

F. Lifting rings, where used in lieu of lifting straps or other acceptable methods of removal, will be galvanized cast steel of a size sufficient to safely handle the anticipated loads. The rings will have an internal diameter of 2-1/2 inches. 1. Each dock module to be lifted using rings will have four rings, so located that, the unit

may be lifted without adversely stressing the dock module.




2. If lifting straps are used, the manufacturer will provide the Owner with a pair of straps of adequate length to lift the heaviest module provided. Manufacturer to provide lifting instructions to Owner.

G. Chain brackets shall be integral with the floating dock structure and shall be adequately sized for all anticipated loads in accordance with the Contract Documents.

H. Wave attenuator steel framework shall be primed and painted with commercial-quality high performance protective enamel, Gray in color, as manufactured by Rust-Oleum or similar. Contractor to include proposed primer and paint in product submittals prior to fabrication.

2.04 FLOATATION MATERIAL

A. The floatation material will be closed cell polystyrene with an average density of 1.0 pounds per cubic foot and a buoyancy factor of 59.0 pounds per cubic foot to allow for moisture absorption.

B. Floatation will be provided by closed cell polystyrene cellular materials, either preformed or expanded in place.

C. The floatation material will be fully encased: 1. In at least 20 gauge, G235, 2 ounces psf galvanized sheet metal 2. Marine aluminum at least 0.124 inches thick 3. Wood having a nominal thickness of 2 inches 4. Concrete meeting floatation specifications 5. Combination of these materials can be used

D. In the past, polystyrene filled, end capped galvanized corrugated pipe of at least 20 gauge have been used as flotation units. Substitution of floatation units consisting of closed end, polystyrene filled pipe are not acceptable.

E. Warranty: The floatation units shall be warranted by the manufacturer against defective materials and workmanship for a period of ten (10) years.

2.05 CONDUIT AND PIPING IDENTIFICATIONS

A. All conduit and piping installed in the floating docks will be designated by painted stencil marking indicating its respective use and/or purpose, i.e., electrical power, lighting, fuel, water, and communication. Conduit and piping will be marked at all access locations and within each floating dockage system’s unit head dock module.

B. All deck mounted accessories will be bolted to or through the dock/attenuator frame. Additional and/or intermediate members may be required to accommodate adequate bolting of deck mounted service centers and lighting units.

2.06 FIRE PEDESTALS

A. Fire pedestals shall be per Section ___, Fire Pedestals

2.07 UTILITY CHANNEL

A. The channel is to be of adequate size to accommodate future utility lines. The channel shall be located in such a manner that installation, inspection and maintenance of utility lines can be performed from the top of the dock. The cover shall be of non-slip material that will resist corrosion when exposed to the marine environment, shall comply with 2010 ADA Standards for Accessible Design, and shall be approved by the Professional.




B. All utilities will be installed so as to be mechanically protected, yet accessible for maintenance and repairs. Pipe unions will be used at or near each specialty item to facilitate maintenance. All piping will be supported by suitable hangers and/or clamps at intervals as required and as approved by the Professional.

2.08 GANGWAYS

A. XX’ Gangway shall be per Specification _____, XX’ Gangway

B. XX’ Gangway shall be per Specification ____, XX’ Gangway

2.09 FENDERING

A. Dock edging shall be continuous Ethylene Propylene Diene Monomer (EPDM) M-Type Rubber or flexible, marine grade PVC. Edging shall be continuous over the entire main dock and finger pier flares, except where vertical timber fenders are denoted in contract drawings and shall contain UV inhibitors to prevent cracking or deterioration. Edging shall black in color, as selected by the Owner. Once selected, the color shall be consistent for the entire facility. Edging construction shall be Heavy-Duty, non-marring, manufactured expressly for use in commercial Marine dock applications. Edging shall be EdgePro 5002 Commercial Dock Edging, or approved equal, unless otherwise specified herein.

B. Finger pier fendering to be 6”x6” nominal vertical timber fenders, through-bolted to framework. Fenders shall be located as shown on the drawings.

C. Service pier fendering to be 8”x8” nominal vertical timber fenders, through-bolted to framework. Fenders shall be located as shown on the drawings.

D. Fasteners: 1. Dock edging fasteners shall be 304 or 316 Stainless Steel staples, sized appropriately to

prevent pull-out of dock edging (1” min. crown width).

2.10 ANCHORAGE SYSTEM

A. General: The anchorage system will secure the Floating System at all water levels from +6 feet above to -2 feet below the Lake Michigan Low Water Datum. The Floating System manufacturer will provide the design for the anchorage system to be used on this Floating System. The anchorage shall be as follows:

B. Floating Docks - TBD

C. Wave Attenuators - TBD

2.11 DOCK UTILITY SERVICE STATIONS

A. Dock utility service stations shall be per Specification____, Utility Service Station

2.12 DOCK ELECTRICAL SUBSTATIONS

A. Dock electrical substations shall be per Specification____, Electrical Substations

2.13 SANITARY PUMP-OUT SYSTEM

A. Pump-put system shall be per Specification____, Sanitary Pump-Out System. Pump-out power supply shall include a manual switch located within the Service Pier Attendant’s Building to deactivate the system during off hours.




2.14 UTILITY PIPING

A. All water and sanitary piping will be galvanized steel pipe Schedule 40 and comply with ASTM A120. Threaded joints will comply with ASTM B22.1. Contractor may use Victaulic grooved pipe, schedule 40 galvanized, with Victaulic fittings and rubber rings for product specified. Use approved joint compound on all joints and fittings.

B. Fittings will conform to the requirements of Federal Specifications, “Pipe-Fittings, Malleable Iron, Wrought Iron and Steel (Screwed) 150 pound,” WW-P-521d, March 9, 1960 Type II zinc coated (Galv.). Victaulic fittings will be for the pipe and intended use specified and as approved by manufacturer.

C. Insulated fitting: In cases where dissimilar metals are connected, fittings will be of the insulated type.

D. Unions and pipe flanges will be installed in the pipe lines at such locations as needed to permit the removal of fixtures, apparatus and equipment without dismantling. Adaptors will also be furnished and used as recommended by the manufacturer for connection to fittings and valves.

E. Gate valves for steel pipe will conform to the following requirements: 125 pound class, screwed or flanged will be Type I Class A wedge disc. Each valve will have cast bronze or brass body with non-rising stem. Valves will be code approved for product.

F. Piping and conduit supports: Pipes in pier framing will be secured with Power-strut PS3126 galvanized piping straps or approved equal, sized according to pipe size. Support spacing must be as follows: 1. Nominal Pipe Size, Inches Max. Support Spacing, Feet 2. Up to 1” 7’ 3. 1-1/2” to 2” 9’ 4. 2-1/2” to 4” 12’

G. Cleanouts and drains will consist of pipe and fittings of the same type as the main materials they connect to as required to provide a cleanout and drain installation as shown on the Drawings. Cleanouts and drains will be for pressure pipe as required and for force-main pipe as required.

H. For potable water, all flexible piping between floating units/modules and other applicable locations will be braided, stainless steel MSS-301 or MSS-302, by Micro Flex, Ormond Beach, Florida, or equal with appropriate fittings for main pipe connections as required by the manufacturer and pressure required. Flexible piping will be approved for type and use.

I. All utility piping in ramp from abutment connection to connection on first floating unit will provide loops or slack for required mount and expansion/contraction. Place on continuous type floor support of ramp.

J. All piping, hoses and connections will be capable of handling the _________municipal water system pressure and pressure testing requirements.

2.15 POTABLE WATER

A. Pipe Materials 1. All piping and accessories shall be new and unused. Materials shall conform to the

respective specifications and other requirements described below.




2. Water service piping will conform to NSF61 and will conform to one of the standards listed in table 605.3 of the code. Water distribution piping will conform to NSF61 and will conform to one of the standards listed in table 605.4 of the code.

3. The minimum allowable residual water pressure shall be 20 psi. 4. Shock absorbers to eliminate water hammer will be used on each dock as required. Water

hammer arrestor will be by Precision Plumbing Products, Inc., Portland, Oregon or approved equal.

5. Flexible water hose where indicated at utility service center connections will be specifically for water use, and will be FDA, approved. Galvanized steel schedule 40 pipe can also be used.

6. All flex connections between Floating System modules and land-side connections will be sized as required, stainless steel flexible connections by Micro Flex, Inc., Ormond Beach, Florida or approved equal.

7. Flexible piping and connections to service centers (Contractor may use the following, but will receive construction code approval prior to installation approval) a. PEX, red/blue UV Shield flexible piping for continuous 160 psi operation at 73.4 F

and NSF 61 approved, conform to standards listed and meet code requirements. Will be as manufactured by Rehau at www.rehau.com. Use manufacturer approved fittings for usage specified.

b. Or equal code approved flexible piping with a performance record for use and conditions.

c. Place flexible piping so it is sloped for drainage back to the head pier main water line (NO SAGS).

d. Flexible piping will be Health Department and Code approved for proper use and type of use.

e. A shut off valve (commercial and exterior grade) will be placed in the feed line to each service center at the location of the main head pier water main connection.

8. All piping, hoses and connections will be capable of handling the __________municipal water system pressure and pressure testing requirements. Contractor responsible for verify existing conditions and pressures.

9. Furnish and install potable water stanchions on the floating service pier complete and as specified and as located and shown on the project drawings. Potable water stanchion shall be 3x3x28 model as manufacturer by International Dock Products, Inc. of Pembroke Park, Florida.

10. Furnish and install all thrust blocks as needed and required. 11. Furnish and install (1) one drinking fountain on the floating service pier complete and as

specified and as shown on the project drawings.

B. Valves and Fittings 1. General:

a. All valves shall be draining type gate valves. Plug type valves are not acceptable. b. Furnish all valves as shown on drawings or wherever required for proper control and

servicing of piping systems and equipment. c. All mains, branch mains and sub-branch mains, which supply two or more fixtures

and all plumbing, risers and mains, shall be valved in such a manner that it will permit their isolation from the system of piping of which they are a part.

d. Each item of equipment including automatic control valves shall be individually valved so that it can be completely isolated.

e. Valves and fitting shall be lead-free, as required. f. Provide a minimum of one union at every valve, strainer or item of equipment.




g. Working Pressure: The working pressure of valves shall not be less than the maximum working pressure of the system in which they are installed.

h. One standard 3/4” hose bib shall be provided by each berth on the Floating Dockage System. Branches to each hose bib shall be 3/4” nominal pipe.

2. Valve Types a. Service valves shall be suitable for operation up to 120 psi working pressure for

water. b. All valves of a specific size and type shall be supplied from a single manufacturer.

3. Quick Disconnect Couplings: a. General: Quick disconnect couplings shall be provided at both ends of each potable

water line at gangways. Couplings will be used for disconnecting water lines from land-side lines for winterization. Couplings and adapters shall be stainless steel.

b. Quick Disconnect couplings shall be an automatic or positive-locking cam and groove type coupling designed to operate under low pressure and vacuum applications. Dust caps shall be provided for all fittings to be installed following winterization of the system. Blow-out caps shall be fabricated and supplied to Owner for winterization, caps to fit quick disconnect and incorporate air fitting for blowing out water line.

c. Quick disconnects shall utilize threaded and/or grooved end fittings to adapt to water service piping as appropriate. Hose shank fittings which require hose clamps shall not be accepted.

d. Fittings shall be full bore with no restriction of inside pipe diameter. Fittings which restrict the inside pipe diameter or rely on poppet-type mechanisms shall not be accepted due to head loss and potential for fouling.

e. Fitting shall be rated for a minimum of 150 psi positive pressure and 50 psi vacuum. f. Products: Couplings shall be one of the following

1) APG Ever-tite 325DSS Fitting, and 325ASS Adapter 2) Dixon EZ Boss-Lock Stainless Steel 250 Series with Interlocking SS Adapter 3) OPW Autolok 733 DL-SS250 Series with Interlocking SS Adapter

4. Hose bibs will be lead-free NIBCO or approved equal brass, a straight or angle pattern with 3/4” National Standard Hose Thread (NSHT) and fitted with 3/4” x 3/4” (NSHT) vacuum breakers, Watts No. 8A or approved equal. a. Branches to each hose bib shall be 3/4" nominal pipe and shall be provided with a

1/4-turn ball valve. The ball valve shall be installed between the water main and the hose bib to facilitate maintenance.

C. Backflow Preventers: Backflow Preventers shall be 175 pound class in sizes 2-1/2” shall be RPZ assemblies. Bodies shall be bronze or fused epoxy coated cast iron. Unit shall be Model LF009 manufactured by Watts with 1/4-turn ball valves, and shall be provided to each main pier and as required by applicable plumbing code.

D. Winterizing System: Provision will be made to completely drain the water piping for the Floating Dockage System winterization. Slope piping containing liquids to drain points. Drain ends will be stubbed through the head pier sidewalls, as necessary.

E. The Floating System Contractor will clean all piping systems and demonstrate drainage before acceptance of the project.

2.16 CLEANOUTS AND DRAINS

A. Cleanouts and drains will consist of pipe and fittings of the same type as the main materials they connect to as required to provide a cleanout and drain installation as shown on the




drawings. Cleanouts and drains will be for pressure pipe as required and for gravity pipe as required

B. Provide easily removable timber deck and frame hatches at all drain and cleanout locations and electrical pull box connections.

2.17 ELECTRICAL

A. General Requirements: 1. All work and materials will be in conformity with all applicable Federal, State and Local

Codes, Laws and Regulations as well as applicable current standards of the National Board of Fire Underwriters and the National Electric Code. The 2008 Edition of Michigan Electric code is current as part 8 of the State of Michigan Construction Code. Electrical for the project’s floating piers shall comply with N.E.C. Article 553 and Article 555.

2. Where the requirements of the Contract Documents exceed those of the above mentioned codes, laws, regulations and standards, the requirements of the Contract Documents will govern.

3. All equipment and materials will be listed by Underwriters Laboratories, Inc. 4. The Contractor will obtain and pay for all required permits and certificates of inspection

for the work herein specified. The cost of such permits of certificates will be included in his bid price. Furnish proof of permits and copies of final inspection certificates.

5. Should any field conditions prevent the locating of electrical equipment as shown on the plans, the Contractor is required to make and minor deviations there from as determined by the Professional without additional cost to the Owner.

6. NEC, Section 110.3(A) and (B) – The wiring method(s) used will be suitable for the installation and use in conformity with the provisions of NEC. Listed or labeled equipment will be used or installed in accordance with any instructions included in the listing or labeling. Specifically, but not limited to, verify that proper wiring methods are being used on the floating dockage system, including requirements of Article 553 and 555 and others as required.

7. NEC, Section 555.13, 555.15, 555.17 and 555.19 – Wiring methods and grounding for marinas and boat yards will comply with code requirements. Specifically, verify that the equipment will be grounded in a manner that is acceptable to Article 555 and 250. Note: See Section 555.15(B) for the specific requirements for the equipment ground conductor(s) used in marina applications.

8. NEC, Section 555.21 and Article 514 and Article 553 – Marina motor fuel dispensing stations will be installed to meet code requirements.

B. Floating System Contractor is responsible for final design of electrical system. The electrical system must comply with the applicable requirements and recommendations of the National Electrical Code, the National Electrical Safety Code and such state and local requirements as may apply. Contractor must submit final electrical system design, including but not limited to, wire type, size, location for Professional approval prior to ordering materials and installation.

C. Where present, Floating System rigid non-metallic electrical supply conduit will be U.L. listed PVC Schedule 40 electrical conduit as manufactured by Carlon Products Corp., B.F. Goodrich Chemical Company, or approved equal. Conduit will be exterior grade and sunlight resistant. Standard fittings as recommended by the manufacturer will be used throughout and all joints will be sealed with a liquid solvent sealer as recommended by the manufacturer.




D. All conduit for above deck, in and on floating service pier and in the fuel system dispensing area, will be Schedule 40 galvanized rigid steel conduit threaded type 1. Conduit and fittings will be threaded and in accordance with Federal Specification No.

WW-C-581, latest version. 2. Provide code approved conduit fill and seals of all conduit associated with fuel systems.

E. Electrical non-fluid conduit flexible connections to PVC areas and for unit flex connections will be Carflex liquid tight, sunlight resistant, with a hard PVC spiral completely surrounded by flexible PVC as manufactured by Carlon Products Corp. or an approved equal. 1. Connectors and fittings will be specifically for liquid tight conduit. 2. Provide loops or slack for required movements. 3. Expansion joints at each floating pier unit to unit connection will be Carlon expansion

couplings with 6” maximum expansion Series E945.

F. Floating System Contractor will furnish and install all gangway and Floating System electrical within limits shown on contract drawings.

G. All landside electrical supplies, up to and including the Quazite junction boxes located at each gangway ramp, will be installed by the Land-Side Contractor. This Contract 1 work will also include the installation of PVC sleeves from the Quazite junction boxes through the sheetpile wall. All electrical wire from the MDP to the floating dockage system, all floating dockage electrical system components, hardware and the service pier building electrical system, will be installed by the Marine Contactor (Floating System Contractor), and will have adequate loops or slack for required movement expansion/contraction at ramp. Place on continuous type floor support of ramp. Floating system Contractor will place THWN wire from the MDP to the Quazite Junction boxes. Floating System Contractor will then provide waterproof wire connections/splices in Quazite junction boxes between shore based THWN to the floating dockage systems type G or W cable and THWN wire were required.

H. Wires and cables: 1. Use UL listed Type G, G-GC, and/or W (copper insulated and sheathed) portable/mining

cable (min 2000 volts) full length for substation feeders and for boater receptacle circuits in the Floating System units utility areas to the connection points for length needed for providing flexibility for all circuits and wiring. Provide additional lengths and bends for Floating System design flexibility and movements.

2. Where shown, for other “Non-Utility Service Center” electrical circuits, all conductors will be stranded copper and insulation will be 600 volts. The insulation will be designed for 75 degrees C. operation in either wet or dry locations and will be National Electric code type THWN. Wires and cables will be manufactured in conformity with applicable current standards of Insulated Power Cable Engineers and National Electrical Manufacturer’s Association. Minimum size of conductors will be No. 12. These circuit wires will be encased in conduit as specified.

3. Individual phase, ground, and neutral wires will be identified, in order to facilitate the balancing of future loads, by numbers, letters or other means as approved of by the Professional. Wires will be identified at terminals, in pull and junction boxes and hand-holes. a. Ground wires are required for all circuitry.

4. All boater receptacle units will be wiring of UL listed type G, G-GC, and/or W (copper, insulated and sheathed) mining cable (minimum 2000 volts).

5. All floating service pier building and equipment wire will be insulated, 600V insulated copper wire, NEC standard, THWN 105 degrees F. All of this type wire will be encased in galvanized schedule 40 rigid conduit. EMT allowed in floating service pier building above floor level. All conduit shall be concealed.




6. Provide sleeves as necessary at all potential rub/chaffing points including, but not limited to, transitions between floating dock system modules.

I. Lugs and connectors: 1. Feeder connectors within shore connections are required to be unitap type as

manufactured by Burndy Corp. with approved type shrink wrap and a minimum of 5 wraps of rubber electrical tape followed by 10 wraps of vinyl insulating electrical tape. All components to be U.L. listed.

J. Pull, junction and outlet boxes: 1. All boxes for outdoor service will be watertight type and will be made of rust-proofed

cast ferrous allow with hot-dip galvanized finish. The boxes will be sized to conform with the National Electric Code. Boxes will be watertight and have grounding bushing to connect pipe to box.

2. Boxes having a volume of 600 cubic inches or larger will be equipped with gasketed covers retained by stainless steel screws and U.L. listed. These boxes will be drilled and tapped to suit the conduits with which they are used. The floating unit junction boxes will be NEMA 4 hot dipped galvanized steel boxes.

3. Pull and other boxes and fittings for outdoor service will be threaded for conduit and will be made of rust-proofed cast ferrous alloy. Blank metal covers and gaskets will be provided. The boxes and fittings will be form 8 “Condulets” as manufactured by Crouse-Hiinds Co., For 35 “Unilets” as manufactured by Appleton Electric Co., or approved equal.

4. Junction boxes for boater receptacle circuits and other circuitry junction boxes are not allowed below deck per NEC. System must comply with the 2014 Edition of the National Electrical Code.

K. Fault Protection will be furnished and installed in all applicable locations including, but not limited to utility service stations, substations, and main distribution panels per National Electric Code to prevent stray current in the marina.

2.18 NAVIGATION LIGHTING

A. Navigation Lights shall be solar powered, model “Tophat”, pipe-mount, flashing (15 sec.), clear (white) lens, with 1 mile range intensity, as manufactured by McDermott Light & Signal, 1639 Stephen Street, Ridgewood, NY 11385, Phone: (718)456-3606, Fax: (718)381-0229, www.Mcdermottlight.com, or approved equal.

B. Contractor to supply mounting base and 12” mounting pole with threads matching the navigation light. Base and pole to be stainless steel or hot-dipped galvanized. Base to be attached to decking with stainless steel decking screws and appropriately-sized washers, as needed.

2.19 INTERNET AND TELEPHONE SYSTEM

A. TBD

2.20 SIGNAGE AND SPARE CONDUITS

A. Provide signage, spare conduits and pull-strings as indicated on drawings for all utility systems.

2.21 LADDERS




A. Ladders shall be constructed of Marine Grade Aluminum or galvanized steel, in accordance with accepted Engineering practice. Clear spacing between rails shall be 16” to 24”, with the center spacing of the rungs between 10” and 12”. The bottom of the ladders shall be 36” below low water level

B. The top of the handrails will project 36 inches above the dock deck surface with the rungs omitted between the rails above the deck

C. Ladders shall be installed as shown on the plans

D. Ladders shall be easily removable from water, or stowed in the upright position, for winterization to prevent ice damage

2.22 SLIP SIGNAGE

A. General 1. Pier identification and slip signage shall be provided to aide way finding by both boaters

and pedestrians. Signage shall be provided at all slips, T-piers and broad side mooring locations provided with utility pedestals. Addresses shall be assigned by the marina operator.

2. Signage shall be clear and legible with contrasting legend on uniform background. Slip addresses mounted to piles shall bear the appropriate identification legend in the sizes indicated below.

3. 4. All signs shall be pre-drilled and countersunk to prevent marring of the surface during

installation and flush fastener installation.

B. Material 1. Sign Substrate: All signs shall be constructed of Dibond aluminum composite material.

The nominal thickness of the sign shall be 3 millimeters comprised of 0.12” painted aluminum sheets mounted to a solid polyethylene core. Signs shall be router-cut to the size and shape shown on the plan.

2. Legend and symbols: All legends shall be high-intensity die-cut vinyl tape material designed for exterior use with 10-year life expectancy.

C. Slip Identification: 1. Pedestrian Slip Identification:

a. Signage shall be White legend on Ultra Marine Blue Background. b. Pedestrian Slip Identification signage: 3” W x 4”H signs with 1” legend shall be

installed in a conspicuous and uniform location on the innermost vertical timber fenders, two per pier. Installation shall be horizontally centered and plumb legibility and appearance.

c. Slip addresses shall bear the slip number in 1” legend and Arial font. d. Fastening: Signage shall be fastened to the piles by means of stainless steel wood

screws. Screw heads shall be tamper resistant TORX heads, installed flush with the sign face to prevent property damage or injury.

2. Boater Slip Identification: a. General: Signage shall be White legend on Ultra Marine Blue background. Signage

shall be sized to be legible for passing boaters. Coloring to be verified with Owner prior to ordering.

b. Slip Identification: 5” W x 9” H sign with 3” legend shall be installed, two per pier, centered on outermost vertical timber fenders and fastened with stainless steel hardware. Signage shall be adequately sized to be legible for passing boaters. Pier




identification shall bear the name of the pier and slip number, as shown on the drawings.

2.23 OTHER MATERIALS

A. All other materials not specifically described but required for a complete and proper installation of the work in this Section, will be as recommended by the manufacturer of the Floating System and approved by the Professional.

PART 3 - EXECUTION

3.01 SYSTEM DESIGN

A. The design of the Floating System shall be executed by persons with established ability in structural design and analysis and knowledge of Marina structures and operations, and with a minimum of five (5) years experience in designing structures similar to the proposed drawings.

B. Design drawings shall be approved by the Professional prior to the start of fabrication.

C. The design loads given shall be considered as the minimum loads to which the structure will be designed and manufactured.

D. The design shall establish the ability of the structure to withstand the design loads, in combination as given without failure or excessive deformation to the structure throughout the minimum design life of the system, which is 25 years under normal conditions and maintenance.

E. The system shall be designed to comply with the 2010 ADA Standards for Accessible Design with designated accessible slips provided in locations shown on the plans.

3.02 INSTALLATION

A. The Floating System Contractor is responsible for all delivery, unloading and installation of floating dock system. Contractor will provide a full time superintendent at the job site to supervise and coordinate the unloading, assembly and installation of the Floating System including anchorages, ramps and utilities as well as coordination of dock related activities with those activities that are the responsibility of other trades and/or contractors. Marine/Floating System Contractor shall coordinate site access and installation requirements with the Land-Side Contractor and the Professional.

B. Maximum amount of fabrication and assembly will be done at the Floating System manufacturer’s plant rather than at the job site. 1. As much of the utility system as practical will be installed in the Floating System

manufacturer’s plant either by their own qualified personnel or by bringing qualified contractors to their plant.

2. The only exception is where utilities can be easily installed on site by merely leaving the deck off the Floating System until utilities are secured in place.

C. In the latter case, the same degree of workmanship and care of installation will be expected as if the work was performed in the manufacturer’s plant.

D. During installation of the Floating System, all docks and attenuators must be sufficiently marked with temporary navigation lights to ensure the system is visible to vessels at night.




3.03 DOCKS AND ATTENUATORS

A. Docks and attenuators will be pre-fabricated within practical limits in the Floating System manufacturing plant by the Floating System manufacturer and delivered to the site ready for floatation 1. All workmanship will be first class in all respects as determined by the Professional and

any units not representing a finished and acceptable appearance will be rejected. 2. All utility conduits, pipes, cables, boxes, etc. will be located inside the structural frame

and not outside the frame where they are exposed to the elements including ice, water and boat or other type of damage.

B. If the project site is not suitable for unloading, floatation, or “splashing”, of the Floating System, an alternate location is To Be Determined. In addition, the Contractor may approach the private marinas near the site, for permission to “splash” docks at that property. Contractor responsible for obtaining permission and securing his own “splashing” location and following the requirements of the sites Owner/Manager. Contractor responsible for repairing and/or replacing any items damaged during the unloading (“splashing”) process.

C. All connector plates, including these in-line, at the corners and at the knee braces which receive loads from impact and anchorage faces will be of a height, width and thickness sufficient to dissipate the required loads to the framework without distortion or damage. 1. Connections may be either of the single or double shear type with hinge pin (bolt) holes

parallel and along the hinge pin axis. 2. Hinge pin holes will be as tight as possible to eliminate excessive “slop” and unnecessary

movement in the joints. 3. Calculations may be required to demonstrate the frame’s ability to accept such loads

imposed through the connectors as well as the ability of the connections (single or double shear) to resist the loads without distortion or damage.

4. Back plates or angles of a minimum of ¼” thick steel will be used on interior back side of unit wall boards and will be full height of bolted connection or backers of minimum 2 1/2” square ¼” thick plate washers per bolt. These ¼” thick large plate washers need not be galvanized.

D. All finger piers will have knee braces that extend at least 4 feet along the finger piers and main pier. Larger braces may be used if required to gain the necessary strength for the loads applied but in no case will the braces extend more than 6 feet along the finger piers and main pier. 1. The knee brace isosceles triangle area will be covered with the same deck material used

for other decking, no butt joints will be allowed. 2. The edge of each fillet will extend slightly beyond the knee brace and the edge of the

fillet will have a rub rail to protect a boat from impacting upon bare steel. 3. Back plates or angle of a minimum of ¼” thick steel will be used on interior back side of

unit wall boards and will be full height of bolted connection or backers of minimum 2 ½” square ¼” thick plate washers per bolt.

E. All steel galvanized members will be hot dip galvanized after fabrication, including welding, and after the drilling of bolt holes for the attachment of anchorages, utilities and deck mounted components. 1. Exception is given only to those welds that will be performed, as determined by the

Professional, at a custom connection and done so in the interest of quality control. Where applicable, enough coats of an acceptable cold galvanizing compound will be applied to the field weld to give a thickness equal to the adjoining original hot dip galvanizing.




F. All finished structural members will be free from twists, bends, distortions, and open joints. All aluminum or steel construction will be free of sharp edges and burrs. Ends of exposed members will be rounded or beveled. All coping and mitering will be done with care. Projecting materials and burrs that would prevent bearing of the various members on each other will be removed.

G. All welding will conform to the requirements of the American Welding Society. Welds will be solid and a homogeneous part of the metals joined and will be free from pits or scale, and will be of full area and length required to develop the required strength for the intended use. All shop welders, welding operators, welding equipment and welding procedures used in the production of structures will have been qualified in accordance with the qualification procedures of AWS D1.1. Welders will be certified to perform the welds that are shown on the fabrication drawings. Proof of qualifications will be required.

H. All bolts, nuts, and washers will be of a size and strength adequate for the loads imposed and will be set square with connecting structural members with the nuts drawn up tight. Lock washers or other devices or techniques will be used to prevent nuts from loosening after being properly tightened. 1. No bolt threads will be of a positive locking type which will not allow loosening or loss

of the pin or bolt from movement of the joint. 2. Hinge pins or bolts will be of a positive locking type which will not allow loosening or

loss of the pin or bolt from movement of the joint. 3. High strength bolts will be used where required in accordance with applicable standards.

I. Lumber will be counter-bored wherever projecting bolt-heads or nuts may damage boats or provide a hazard to dock users. Counter- boring will be sufficiently deep to permit installation of the bolts and nuts with washers well below the surface of the wood.

J. Contractor to furnish and install thirty-four (34) ice suppression mounts and brackets to the floating dockage system. Mounts to be compatible with Kasco brand, 1 HP Marine De-icers. Mounts to be attached with galvanized hardware. Contractor to submit proposed mount type and installation location plan for review and approval prior to installation.

3.04 DECKING

A. Deck boards will be fastened by screws. 1. Deck screws will be stainless steel and have heads flush with the deck surface or slightly

depressed to provide a flat, even walking surface. Deck screws will be installed so as not to fracture the wood and cause splintering at the hole.

2. Number of screws used per connection will be adequate to firmly attach the deck boards and provide a flat, even walking surface. Fasteners will be located in symmetrical patterns throughout with fasteners in straight lines.

B. Decking shall be installed with no space between adjacent deck boards and placed hearts down. Decking will be installed perpendicular to the longitudinal axis of the dock. All deck boards will be full length of the unit deck width.

C. Deck boards will be supported at a maximum spans as recommended by the decking manufacturer and suitable for design loads with the boards laid heart side down. Deck boards will have no wane visible. Deck boards will have uniform color consistency throughout.

D. Openings between adjacent floating dock modules will not exceed 1-1/2” inches; however, the opening between adjacent dock module end deck boards will not exceed 1/8 inch. All connections between floating dock modules will not protrude above the level of the dock surface.




E. Decking shall be supported at a maximum of 3 feet on center, or less if recommended from the supplier. Deck boards shall have no visible wane. Contractor shall replace any boards damaged during installation (Including damage done by Subcontractors) at no additional cost to Owner.

3.05 FENDERING

A. All vertical timber fenders will be of 6 X 6 or 8 X 8 where noted and nominal timber of the same type wood and treatment as treated pine wood decking. Fenders will be located as shown on the drawings. 1. All fenders will be securely attached to the framework with a minimum of two bolts and

the framework will be structurally adequate to accept without distortion, design impact loadings applied to the fenders. Fenders shall extend 5’-0” above the deck of the floating pier at service piers and shall extend above the deck of finger piers at the distances shown on the plans.

2. Lag Bolting of fenders to the timber side walls of wood type floating docks will not be permitted along with “open” water side of service and T-piers or along those main docks where fendering is indicated on the project drawings.

3. All bolts, nuts and washers will be hot-dipped galvanized with all bolts heads counterbored. All bolted fenders will have a minimum of ¼” thick X minimum 3” square plate washers on the back side of the side walls.

4. Tops of fenders will be “roofed” or have beveled edges in a manner satisfactory to the Professional.

3.06 LADDERS

A. Ladders will be installed as shown in contract drawings. 1. Ladders at the ends of docks will be so attached as to accommodate spud piles if spud

piles are required at these locations. 2. Ladders at the end of docks shall have vertical timber fendering on each side to prevent

vessels from colliding with ladders. 3. Except if otherwise noted on the contract drawings, spacing of ladders along the main

dock(s) and/or along the open water side of service and T-piers will be as shown on the drawings, appended to this section.

B. Ladders, except those at the end of docks, will be so designated as not to project more than 4 inches from the edge of the dock(s) so as not to interfere with the movement of boats. 1. Ladders will be located next to fenders on the ends of the service and T-piers and where

broadside mooring is intended (as-shown), in order to protect them from damage by and to boats.

2. Ladders will be securely attached to the docks using a method of attachment that will allow the ladders to be easily swung out of the water or removed for winterization.

3.07 ANCHORAGE SYSTEM

A. General: The floating system will be secured. The anchorage system will secure the floating system under the most severe loading conditions specified herein and all water levels from +6 feet above LWD to -2 foot below LWD. The floating system manufacturer will provide a design for the anchorage system to be used on this floating system. Contractor responsible for a supplying a complete anchorage systems including any required appurtenances or accessories.




B. The shop drawings will include the anchorage system design and will be approved by the Professional prior to design, fabrication, construction, assembly and installation of the floating system.

C. The Contractor shall be responsible for any diving or inspection needed for a fully functional system and to validate any warranty requirements at no additional cost to Owner.

3.08 DESIGN LOADINGS

A. General - Unless specifically needed, all design loads shall be in accordance with ASCE Manuals and Reports on Engineering Practice No. 50, Planning and Design Guidelines for Small Craft Harbors (2012).

B. Vertical Loads 1. Dead Load: Actual weight of all permanent components of the structure, including parts

to be placed and/or attached to the structure. This will include cleats, bumpers, dock boxes, dock utilities, fire suppression system, lights, decking, utility service stations etc. In addition, finger piers will have their outer ends at least level with, but in no case more than 2” higher than, the elevation of the main dock at their plane of attachment under dead load conditions. The ends of the finger piers will be as level as practical but in no case must a cross slope of more than 2% of width be tolerated in order to comply with ADA Standards. Adjacent floating dock units will not have deck surface elevation differences or horizontal gaps between the decking greater than those allowed by ADA.

2. Live Load a. Loads resulting from people, ice and snow, and supplies stored on the docks or

walkways, or inside buildings on the docks. b. The deck structure shall be designed to support a minimum uniformly distributed live

load of 100 psf and a 400 pound concentrated live load on any 1 square foot of deck surface.

c. The support structure shall be designed to support a minimum uniformly distributed live load of 30 psf.

d. Gangways shall be designed for the applicable dead load, including but not limited to utility loading, and a minimum live load of 30 psf. Live load deflection shall not exceed L/180.

C. Horizontal Loads 1. Wind Loads

a. Walkways and docks shall be designed to withstand a lateral load of 15 pounds per square foot on all projected surfaces, assuming 100% occupancy on all broadside mooring areas, due to a wind from any direction.

b. Profile heights shall be as follows: Slip Length (Feet)

Profile Height (Feet)

0 – 30’ 5.5’ 35’ 7.5’ 40’ 8.0’ 50’ 10.5’ 60’ 11.5’ 70’ 15.0’ 80 18.0’ 100’+ 22.0’




c. Wind load on hidden rows of boats shall be calculated using a shielding factor, S. 1) For boats in the first hidden row, the lateral loading shall be based on a shielding

factor, S-0.50. 2) For boats in the second and all subsequent hidden rows, the lateral loading shall

be based on a shielding factor, S=0.30. 2. Impact Load

a. The dockage system shall be designed to withstand a lateral impact load, which may occur on any portion of the system, of a vessel with a velocity component normal to the dock of 3.0 ft/sec. This corresponds to a velocity of approach of 3.4 knots at an angle of 10 degrees to the face of the dock. The minimum weight of the boat being determined by Weight (lbs) = 12 x (L)2 (L = length of largest boat to be berthed in the area of design).

b. For purposes of design and structural calculation, the weight of the largest boats shall be as follows: SLIP LENGTH (FEET) BOAT WEIGHT (LBS) 0-30’ 22,000 31’-35’ 31,000 36’-45’ 45,000 46’-60’ 80,000 61’-80’

3.09 DESIGN LOADING PERFORMANCE

A. Dead Loads 1. Dock manufacturer shall provide the dead load design freeboard on the system submittal

drawings. The freeboard for the dead load shall be between 20 and 24 inches, depending on manufacturer.

2. At the time of acceptance, the actual freeboards shall be within 1 inch + of the dimension delineated on the submittal drawings.

3. The system shall lose no more than 1 inch of freeboard at the end of 1 year of service, nor more than 2 inches at the end of 5 years, as measured from the freeboard at the time of acceptance. Utilities will not be in the water.

4. Marginal and main walkways shall not slope more than 1/2 inch in 6 feet of length or width at the time of acceptance, nor more than 3/4 inch in 6 feet at the end of 5 years.

5. Finger piers shall have the outer end level with, or be no more than 2 inches higher than the elevation of the header walkway to which it attaches.

6. Deck surfaces of adjacent dock sections shall not contain a grade differential of more than 1/8 inch.

7. Outer corners of the finger piers shall not contain a grade differential of more than 1/2 inch for each 2.5 feet of width, at the time of acceptance, nor more than 3/4 inch at the end of 5 years.

8. Header walkways under gangways shall be level with, or be no more than 2 inches higher than the freeboard on the rest of the walkway. Additional floatation shall be provided beneath permanent equipment and gangway bearing locations to ensure consistent freeboard and level surface. All floating main or header docks shall comply with ADA slope requirements regardless of gangway length.

B. Live Loads - Vertical 1. The Floating System, under full live load, shall have a minimum free board of 18 inches.




2. The outer end of the finger piers shall not lose more than 4 inches of freeboard, at the time of acceptance, under a 400 pound concentrated live load at 12 inches from the outer end of the pier. At the end of 5 years, the loss of freeboard shall not exceed 6 inches.

3. Under a concentrated live load of 200 pounds applied on one outer corner of the finger pier, there shall be no more than 1.5 inches in freeboard differential per 2.5 feet of width, between the outer corners of the finger piers, at the time of acceptance. At the end of 5 years, the freeboard differential shall not exceed 3 inches.

4. Main or Header walkways under gangways shall be level with, or no more than 2 inches lower than the rest of the walkway under a fully loaded gangway condition. Additional floatation shall be provided to ensure proper elevation and compliance with all applicable ADA slope requirements.

C. Live Loads - Horizontal 1. The Floating System (docks, flotation and anchorage system) shall withstand the forces

of non-moving ice without damage, fracture, or puncture. The system including bridges and anchorages shall be capable of withstanding wave agitation as described in paragraph 3.18.

D. Torsion 1. Positively prevent torsion, racking and twisting by providing sufficient built-in torsional

resistance to prevent no more than 3” variation from normal deadload freeboard at the free end of all dock units of whatever length (30’ or longer) due to impact design loadings transferred through the fender system.

3.10 ELECTRICAL INSTALLATION

A. The installation of the electrical system must comply with the applicable requirements and recommendations of the National Electrical Code, and National Electrical Safety Code and such state and local requirements as may apply.

B. The Floating System Contractor will connect all Floating System electrical components to the land-side electrical system provided in Contract 1, as shown on the drawings and specified herein. All materials will be U.L. listed. All materials and work will be installed in strict accordance with the National Electric Code. Contractor shall install routing holes and pull-strings along the entire length of the main pier to facilitate the routing of future electrical feeders in future phases.

3.11 ELECTRICAL SYSTEM TESTING AND INSPECTION

A. The Floating System Contractor will perform, at no additional cost to the Owner, all testing necessary to ensure that the work performed under this Contract is satisfactory and in conformity with the requirements of the Contract Documents. All unsatisfactory or inadequate conditions revealed by the tests will be corrected. All faulty equipment or materials will be repaired or replaced to the satisfaction of the Owner at no additional cost. The testing will include, but is not necessarily limited to the following: 1. Insulation resistance to ground of all conductors and equipment installed under the

contract. The insulation resistance of conductors to ground will not be less than those specified in the National Electric Code.

2. Measurement of resistance between non-current carrying parts of the electrical installation and ground. The resistance between any non-current part of the installation and the structural steel will not exceed 5 ohms.

3. Continuity connections and phasing of all current carrying conductors.




4. Trial operation of all equipment furnished and installed by the Floating System Contractor.

B. Furnish certificate of building code electrical permit and final inspection approval to the Professional.

3.12 POTABLE WATER INSTALLATION

A. General 1. Potable water piping shall be separated from the electrical wiring as required. 2. A main drain down valve shall be installed at the end of each main pier. Main pier water

mains shall be capable of extension during future phases. All sections of the water main and all runout hoses are to be mounted so as to slope toward the nearest drain down valve to facilitate draining the system when required.

3. Potable water piping shall include sufficient flexible connections to accommodate expansion and contraction.

4. All piping will be installed so as to be mechanically protected, yet accessible for maintenance and repairs. Pipe unions will be used at or near each specialty item to facilitate maintenance. All piping will be supported by suitable hangers and/or clamps at intervals as required and as approved by the Professional. a. Connections will be as shown on the project drawings.

5. Water Piping is to be sized to provide twenty (20) gpm flow at the most distant hose bib at a pressure of not less than twenty-five (25) psi with a demand of 1 gpm per each fixture for the number of fixtures units for each pier system layout.

6. Provision will be made to completely drain the water piping for the floating dockage system winterization. Slope piping containing liquids to drain points. Drain ends will be stubbed through the head pier units sidewalls.

7. A lead-free shut off valve (commercial and exterior grade) will be placed in the water feed line to each service center at the location of the main head pier water main connection.

8. Connect utility piping to existing piping terminations in abutments. 9. The Floating Dockage System Contractor will clean all piping systems and demonstrate

drainage before acceptance of the project. 10. Furnish certificate of building code plumbing permit and final inspection approval to the

Owner.

B. Flushing and Disinfection 1. All new water systems or extensions to existing systems shall be thoroughly flushed and

disinfected before being placed into service. Water from all new mains must successfully pass two (2) safe, consecutive bacteriological tests 24-hours apart in accordance with the requirements of the local water department and all applicable state and federal requirements before the main is placed in service.

2. Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a tap should be provided large enough to develop a velocity of at least two and five-tenths feet per second (2.5 fps) in the main. One two and one-half inch (2-1/2”) hydrant opening will, under normal pressures, provide this velocity in pipe sizes up to and including twelve inches (12”).

3. Chlorination of the pipeline may be with liquid chlorine, calcium hypochlorite granules and tablets or with sodium hypochlorite solution. Chlorination should be accomplished only by workmen who have had experience with chlorine. A chlorine concentration of at




least 50 mg/l of available chlorine shall be maintained in the pipeline for at least 24 hours.

4. The Tablet Method is generally used for short extensions up to 2,500 feet of twelve inch (12”) and smaller diameter mains. The required number of tablets is placed on the top of each joint and help in place by an approved mastic. The main is the filled with water at a velocity of less than 1 fps and the water is left in the main for at least 24 hours before flushing. The table below indicates the number of tablets required for each size of pipe up to 12 inches (12”) in diameter.

NUMBER OF HYPOCHLORITE TABLETS OF 5-G REQUIRED FOR DOSE OF 50 mg/l*

Length of Section (Ft.)

Diameter of Pipe (In.)

2 4 6 8 10 12

13 or less 1 1 2 2 3 5 18 1 1 2 3 5 6

20 1 1 2 3 4 7 30 1 2 2 5 7 10 40 1 2 2 6 9 14 * Based on 3-3/4 g available chlorine per tablet.

5. The Slug Method of Chlorination is used for large diameter water mains and long lengths of new water mains. The preferred point of application of the chlorinating agent is at the beginning of the pipeline extension or any valved section of it, and through a corporation stop inserted in the pipe. The water injector for delivering the chlorine-bearing water into the pipe should be supplied from a tap made on the pressure side of the gate valve controlling the flow into the pipeline extensions. Alternate points of application may be used when approved or directed by the Professional. A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating device, or the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gas into the water within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine gas, or the gas itself, must provide means for preventing the backflow of water into the chlorine. Water from the existing distribution system, or other source of supply as approved by the Professional, shall be controlled to flow very slowly into the newly laid pipeline during application of the chlorine. The rate of chlorine mixture flow shall be in such proportion to the rate of water entering the newly laid pipe that the dosage applied to the water will be at least fifty (50) parts per million unless otherwise directed by the Professional.

6. The chlorine residual, as free C1-2, shall not be less than ten (10) PPM as determined at the end of the line after twenty-four (24) hours. Upon approval of the Professional, all treated water shall be thoroughly flushed from the newly laid pipe at its extremity until the replacement water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally used in the source of supply, then the test shall show a residual not in excess of that carried in the system.

7. It will be the Contractor’s responsibility to properly sample water from the newly flushed locations throughout the system in an approximate number equal to one for every 1,000 feet of new pipe. Samples found to be unsafe will require resampling of that section of the main. The Professional may require reflushing and/or rechlorination to obtain a




“safe” sample. Retesting will be done at the Contractor’s expense until safe samples are obtained. Delays in disinfection shall in no way create liability on the part of the Owner.

3.13 PRESSURE TESTING (POTATABLE AND DRY FIRE SYSTEMS)

A. General: Before making tests, the Contractor shall make sure that all turns, intersections, ends and reductions have been restrained by proper thrust blocking. All new pipes, including hydrants and water service piping to the curb stop, shall be tested. All air shall be expelled from the mains and they shall be filled with water. 1. The hydrostatic testing of the completed water main system shall conform to the

conditions and requirements of Section 13 of AWWA Standard C600. The test pressure shall be 100 psi for a test period of two (2) hours. The maximum allowable length of water main to be tested at one time shall be 1,000 feet or the minimum distance between valves. The Contractor shall not be allowed to raise the pressure in the water main above 120 psi at any time during the testing procedure. The allowable leakage shall not exceed that amount determined by the formula: a. L = SD√P/ 148,000 b. Where:

1) D = nominal pipe diameter in inches; 2) L = allowable leakage in gallons per hour, 3) P = average test pressure (psi) during the leakage test; and 4) S = length of pipe to be tested, in feet.

2. The cost of the testing of the pipe lines shall be borne by the Contractor who must furnish all necessary equipment for the tests. The Contractor may, upon special request, test pipe segments longer than 1,000 feet, but the allowable leakage shall be calculated as indicated in Paragraph #2.

3. Contractor shall insure hydrostatic testing which shall meet the local utility requirements. 4. Any and all leaks will be found, located, and corrected by the Floating Dockage System

Contractor until tests performed indicate that all leakage found has been corrected/replaced.

3.14 LOCAL UTILITIES

A. The Contractor will consult with the local electric company for any standards that the utility may require for extending this service. The Contactor will make application for service and pay all charges involved.

B. The Contractor shall coordinate with the existing Telecommunications Service Providers to verify installation requirements and coordinate new service installation.

3.15 WAVE AGITATION:

A. General: The float dockage systems shall be designed to withstand the following anticipated wave conditions. 1. Typical Wave Conditions: Predicted significant wave heights ranging from 24” to 36”

are expected annually at the site from the West and Southwest general directions with a period of 2.5 to 3 seconds. The system shall be designed to withstand this event without damage and shall not require special preparation or maintenance provisions to be undertaken before or after such an event.

2. 50-Year Wave Event: Under extreme conditions, large waves exceeding 36” wave height are expected at the site from the West and Southwest general directions with periods up to 4 seconds. This occurrence during boating season is limited. The system shall be




designed to withstand this storm event without incurring structural damage to the anchorage (piles, chains, Seaflex or guides), dock frame, attenuators or floatation.

B. Storm Preparation Plan: During a 50-Year event, it is recognized that moored vessels and other dynamic, impact mechanisms pose a significant risk of damage to the docks structures. The manufacturer shall submit a procedure for storm preparation of the system and moored vessel. This procedure shall be documented in the Operations & Maintenance Manuals submitted upon project completion. 1. This procedure shall be limited to tasks as can be performed rapidly by operations staff

with the docks and vessels in place and without the need for special tools or equipment. 2. Large-scale efforts such as rafting of dock sections or relocation of vessels may not be

practical and shall not be permitted as part of the Storm Preparation Plan.

3.16 WAVE ATTENUATOR PERFORMANCE

A. The wave attenuators shall be designed to attenuate the following anticipated minimum wave characteristics: 1. Wind – Driven Waves

a. See above Section 3.15

B. Wave attenuators performance shall reduce the incident wave heights by a minimum of 60% for the above anticipated wave characteristics.

3.17 FINAL CONSTRUCTION CODE PERMITS AND CERTIFICATE OF OCCUPANCY

A. After all construction code final permits are reviewed and furnished to the Owner, a building code certificate of occupancy will be obtained and furnished to the Owner, prior to or in conjunction with turning the floating system over to the Owner.

3.18 CLEAN UP

A. Before turning the floating system over to the Owner, clean all work areas, equipment and site and leave all in a clean, working order at the end of the work.

B. The Floating System Contractor will remove all rubbish and dirt from the premises where such rubbish and dirt has accumulated as a result of his work.

3.19 MAINTENANCE AND OPERATION MANUAL

A. Upon completion of the project, the Floating System Contractor will furnish the Owner two (2) hard copies and one (1) digital copy of a “Maintenance and Operations Manual,” which will include instructions and related information for maintaining and operating the floating system and anchorages including utilities, if applicable. Utilities may include, but are not necessarily limited to electrical, lighting, and water, sanitary pump-out and telephone/internet.

B. The Floating System Contractor will include in the manual a detailed procedure for systematically maintaining and winterizing the floating dockage system, anchorages and all utilities between boating seasons, as well as minimizing ice damage to the system during the winter.

C. Although it is intended to leave the floating system in place through the winter, the Floating Dockage Contractor will also include in the manual, a detailed procedure for systematically removing, storing and re-installing the floating system, for the purposes of repair and maintenance.




D. The manual will include reduced size copies of the final “as-built” layout and fabrication drawings; a listing of purchased items or parts likely to need repair or replacement such as service centers, lighting units, fuel dispensers, sanitary pump-outs, flexible connections, cleats, valves, “special” bolts and fasteners, etc.; and a copy of the warranty. The list of purchased items will include the name, address and phone number of suppliers and will be accompanied with appropriate catalog cuts and manufacturers specifications.

E. The instructions for maintenance will include preventive maintenance procedures as well as ordinary maintenance and will include schedule for such activities.

3.20 WARRANTY

A. The Floating System Contractor will execute and deliver to the Owner final payment, on his/her letterhead, a letter of warranty plus labor and material guarantee which will include at a minimum the following words and items of performance: (floating dockage system contractor name) warrants for five (5) years, from the date of acceptance of the entire floating system by the Owner, that the floating system and all related items shown on the drawings and included in the specifications will be free from defects in design, construction, materials, workmanship and installation when utilized as intended and within the conditions specifies. 1. Should any defects develop during the warranty period, the Floating System Contractor

will provide the necessary materials and labor required to correct the defect by repair or replacement without expense to the Owner.

2. The warranty specifically excludes acts of nature or use producing conditions beyond the design criteria set forth in these specifications.

3. Commercially purchased items, including parts of utility systems, will be warranted for one year or the warranty period provided by the floating system manufacturer, if longer than one year.

4. Workmanship provided on the utility systems will be guaranteed for one year from the day of acceptance.

B. The Floating System Contractor will not be responsible for damages caused by the Owner not operating and/or maintaining and/or winterizing the floating system in accordance with the maintenance, operating and winterizing procedures provided by the floating system manufacturer in the “Maintenance and Operations Manual” approved by the Owner at the time of final acceptance.

C. Specific items of the floating system performance during the warranty period are as follows: 1. The average freeboard will not have decreased more than 1” from the average freeboard

that existed at the time of the original installation at the end of 1 year and not more than 2” at the end of the warranty period. However, it is expected that decrease in freeboard will be relatively uniform and that the floating dockage system docks will remain relatively flat and level.

2. Deck boards will not show signs of dangerous deflection or deterioration to a degree that would necessitate replacement.

3. Connectors and connector bolts will not show excessive wear to the point of needing replacement during the warranty period.

4. Steel members showing evidence of rusting due to poor galvanizing of steel during the warranty period will be repaired by methods described and preapproved in the Operations and Maintenance Manual.

5. At the end of the warranty period torsional deflections produced under dead loads and/or live loads at the end of the finger docks will not be 50% greater than those allowed when the docks were initially installed.




6. At the end if the warranty period, the cross dock deck slopes will not be greater than 2% of the width in order to comply with 2010 ADA requirements, the maximum allowed when the docks were initially installed.

7. Non-wear surfaces of bolts and nuts will be replaced if they show signs of rust during the warranty period.

D. Items not meeting the conditions of this warranty and any damage caused to this floating dockage system due to failure of items or units covered by this warranty will be replaced or replaced under the direction of, and at the expense of, the Floating System Contractor.

E. The agreed date of acceptance of the completed floating dockage system will be upon completion of the project. 1. The warranty will be for a period of five (5) years from the date on which the completed

work is turned over to and accepted by the Owner.

F. The Owner will give notice of defects, covered by this warranty, by phone in emergencies and in writing to the Floating Dockage System Contractor immediately upon observance of the defects or when observed during the annual inspections.

G. It is intended that the above allowed changes in freeboard, torsional deflections, and cross dock slopes (items 1, 7 and 8) are due to normal deterioration of the floating dockage system and/or absorption of water by floatation material. Such changes do not apply to effects caused by changed environmental factors such as increased loadings due to marine organisms or by loadings due to items added since the floating dockage system was installed and which were not allowed for or included in the original design.

3.21 ANNUAL INSPECTION

A. The Floating System Contractor will provide a qualified person to make an annual inspection of the floating dockage system every year throughout the warranty period, at the expense of the Floating System Contractor.

B. The inspection will be made in the presence of the Owner’s representative at a time mutually agreeable to the Owner’s and Floating System Contractor representatives.

C. The purpose of this inspection is to point out items needing repair and where routine maintenance is required

D. Two copies of an inspection report covering the above items in need of repair or that require routine maintenance will be prepared by the Floating System Contractor and sent to the Owner’s representative.

3.22 OPERATIONAL REVIEW

A. The Floating System Contractor and subcontractors will have a minimum of 4 hours of operational review with the Owner and demonstrate all systems including utilities.

B. Upon completion of the installation of the floating system and prior to the Owner’s operation of the system, the Floating System Contractor and related subcontractor’s will perform a demonstrational walkthrough with the Owner and the Professional and will actually demonstrate system operation including winter shutdown and spring startup procedures. The Floating System Contractor will prepare and hand out pertinent system information related to the demonstrations. The Floating System Contractor will prepare a demonstration meeting attendance record form that will be signed by all personnel from all parties present at the demonstration walkthrough for each review of each of the systems. This demonstration




meeting attendance record form will be submitted as a project submittal and will be included in the project Operation and Maintenance Manual.

END OF SECTION


Attachment C

Attachment C

Draft Site Plans

A

A

B

B"A" DOCK

"C" D

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HARD COPY IS INTENDED TOBE 24" X 36" WHEN PLOTTED.SCALE(S) INDICATED AND

GRAPHIC QUALITY MAY NOTBE ACCURATE FOR ANY

OTHER SIZES

QA/QC REVIEW:

DATE:

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PROPOSEDMARINA IMPROVEMENTSWITH FUEL DOCK AND SWING MOORINGS

DINGHY - BROADSIDE MOORING:PROPOSED 250' OF BROADSIDE DOCKINGFOR DINGHIES AND SMALL CRAFT

AUXILIARY PLATFORM "A2":TURN-AROUND FOR SERVICE VEHICLES

DOCK "A":PROPOSED FLOATING BREAKWATER

13 - 30' SLIPS12 - 40' SLIPS

9 - 50' SLIPS7 - 60' SLIPS2 - 80' SLIPS

AUXILIARY PLATFORM "A3":DOCK UTILITIES

LOCATION TO BE DETERMINED IN FINAL DESIGN



PROPOSED SWING MOORING FIELD:10 - SWING MOORINGS ON HELICAL ANCHORSOR DRIVEN PILE WITH BUOY AND MOORINGPENNANTS.

DREDGING:PROPOSED NAVIGATIONAL DREDGING

FIXED-ADJUSTABLE DOCKS:PROPOSED FINGER PIERS9 - 30' SLIPS

"B" DOCK:PROPOSED FLOATING DOCK11 - 40' SLIPS13 - 30' SLIPS78' BROADSIDE MOORING

DOCK "C":PROPOSED FLOATING DOCK22 - 25' SLIPS58' BROADSIDE MOORING

SHOPPER'S DOCK:PROPOSED FLOATING DOCK

EXTENDS EXISTING BROADSIDEMOORING BY 23'

AUXILIARY PLATFORM "A4":DOCK UTILITIES AND EQUIPMENT

SCHEDULE OF UTILITY PEDESTALS

POWER PEDESTALS SYMBOL DOCK"A" "B" "C" LAND

YACHT POWER CENTER 2 - - -50' -60' DOUBLE 7 1 1 -50'-60' SINGLE 2 - - -40'-49' DOUBLE 6 5 - 440'-49' SINGLE 1 1 - 130'-39' DOUBLE 6 6 - -30'-39 SINGLE - 1 - -Totals: 24 14 1 5

UTILITY PEDESTALS: SCHEDULE OF RECEPTACLES

SLIP TYPE SYMBOL 100A240V

50A120/240V

30A120V

YACHT POWER CENTER 2 2 250'-60' DOUBLE - 4 450'-60' SINGLE - 2 240' DOUBLE - 2 240' SINGLE - 1 130' DOUBLE - - 430' SINGLE - - 225' DOUBLE/SINGLE - - - -

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PRELIMINARY LAYOUT

"A" DOCK

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S83°39'00"W

"C" D

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"B" DOCK

"D" D

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"E" D

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PRO

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SHEET NO.

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PM REVIEW:

SEAL:

SIGNATURE:

SCALE:

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ofNO. REVISION DESCRIPTION: BY: DATE:

HARD COPY IS INTENDED TOBE 24" X 36" WHEN PLOTTED.SCALE(S) INDICATED AND

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OTHER SIZES

QA/QC REVIEW:

DATE:

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PROPOSED SWING MOORING FIELD:10 - SWING MOORINGS ON HELICAL ANCHORS ORDRIVEN PILE WITH BUOY AND MOORING PENNANTS.

DREDGING:PROPOSED NAVIGATIONAL DREDGING

SHOPPER'S DOCK:PROPOSED FLOATING DOCKEXTENDS EXISTING BROADSIDEMOORING BY 23'

AUXILIARY PLATFORM "A4":DOCK UTILITIES AND EQUIPMENT

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PRELIMINARY LAYOUT


Appendix D

Attachment D

Soil Investigation Report

GEOTECHNICAL REPORT Boyne City Marina Expansion Project February 2016 Prepared for: City of Boyne City 319 North Lake Street Boyne City, Michigan 49712

Copyright © 2016 by Northwest Design Group, LLC. This document is an instrument of service belonging to Northwest Design Group LLC. It contains privileged information pertinent only to the project named hereon, and it is intended for the sole use of the client named hereon. It is not intended that this document be reused or reproduced without permission from Northwest Design Group, LLC, or that it be used in the preparation of derivative works based on its content.

TABLE OF CONTENTS

1.0 INTRODUCTION 1.1 General 1.2 Project Description and Scope 2.0 METHODOLOGY 2.1 Field Investigations 2.2 Laboratory Testing 3.0 SITE CONDITIONS 3.1 Geologic Setting and Existing Information 3.2 Surface Conditions 3.3 Subsurface Conditions 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General 4.2 Deadman Anchors 4.3 Pile Foundations/Anchors 4.4 Rotated and Driven Anchor Systems 4.5 Dredging 4.6 Scour and Future Dredging Considerations 4.7 Construction Quality Control & Monitoring 5.0 LIMITATIONS AND ADDITIONAL SERVICES 6.0 REFERENCES FIGURES: Figure 1 – Vicinity Map Figure 2 – Exploration Plan

Figure 3 – Interpreted Subsurface Profiles APPENDIX A: FIELD EXPLORATION PROGRAM

General Notes and Drilling Procedures Boring Log Notes and NDG Soil Classifications Logs of Borings Interpreted Subsurface Profiles (Figure 3)

APPENDIX B: LABORATORY TESTING PROGRAM Laboratory Procedures Sieve Analyses Moisture Content Determination

1

1.0 INTRODUCTION

1.1 General This report summarizes Northwest Design Group’s (NDG’s) geotechnical investigation for the proposed Boyne City Marina Expansion project, located at 20 State Street in Boyne City, Michigan. Our services were authorized by our agreement dated November 10, 2015.

1.2 Project Description and Scope The project involves the installation of several new floating and fixed docks, along with other work such as dredging at the Boyne City Marina located at the southeast end of the east arm of Lake Charlevoix (Figure 1). Based on a conversation with Mr. Daniel Dombos, P.E., of Abomarche Consultants, Inc., the majority of the docks will be of the floating variety. The ice and wind loadings anticipated were not available, but instead will be considered by the professional(s) designing the dock systems. The purpose of our exploration is to provide preliminary subsurface information and ground parameters for use in the design of the foundations and anchorages for the new structures. NDG’s scope of work is described in our November 10, 2015 proposal. Environmental assessment of the sediments within the marina area was not a part of the scope of services. Additionally, this report does not contain recommendations for any terrestrial changes, improvements, or additions to the marina area.

2.0 METHODOLOGY

2.1 Field Investigations Subsurface conditions were explored at the site on December 17, 2015 by drilling seven borings. The borings were drilled to depths between 10 and 50 feet below grade. Figure 2 shows the boring locations. The boring locations were provided by Abonmarche, but were modified in some cases due to equipment constraints. All borings were drilled by NDG using a truck-mounted CME-55 drill rig positioned on a barge using hollow stem drilling methods. During drilling, samples were obtained at 5-foot to 10-foot intervals, in accordance with the standard penetration test (ASTM D1586; using an automatic hammer). The borings were visually logged in the field by NDG geotechnical personnel. The resulting logs are included in Appendix A along with a legend describing NDG’s soil classification system. A more complete description of field exploration procedures is included, as well.

2.2 Laboratory Testing Samples obtained from field investigation procedures were taken to the NDG laboratory for additional testing and verification of field classification. Based on the soils encountered, laboratory evaluation included determination of natural moisture content and grain size distribution tests as shown in Appendix B. The boring logs, water contents, and grain size distribution curves were used to develop engineering parameters.

3.0 SITE CONDITIONS

3.1 Geologic Setting and Existing Information The project site is located in Charlevoix County at the east end of Lake Charlevoix, near the mouth of the Boyne River. This area is within the Michigan Basin; a broad depression in the underlying Precambrian basement rock, infilled with Paleozoic and Quaternary sediments. All of northern Michigan was

2

overridden by glacial ice during Pleistocene time, most recently during the Wisconsinan Glaciation, approximately 10,000 to 13,500 years ago. The glaciers, several thousand feet thick, are responsible for most of the current topography and deposited significant amounts of sediment; either directly as glacial till, or via meltwater as outwash and glaciolacustrine deposits. Additional modification of topography and deposition occurred by the varying levels of the Great Lakes, during and after glacial retreat. The surficial geology of the nearby surrounding area primarily includes glacial tills, with areas of glacial outwash and post glacial alluvium or lacustrine soils according to the Quaternary Geology of Michigan (Farrand, 1982). It appears that post-glacial alluvium and/or lacustrine soils are present near this shore of the east arm of Lake Charlevoix. These materials consist of fine-grained and/or coarse-grained water-deposited soils either in still, low-energy environments during post-glacial high water levels of the Great Lakes, or in moving water. According to the Bedrock Geology of Michigan (Wilson, 1987), the site is likely underlain at depth by the Ellsworth and Antrim shales, and Traverse Group limestone; both known to be prevalent in the surrounding area as observed by occasional outcroppings and deep wells. This is also corroborated by the USGS (2007) Summary of Hydrogeologic Conditions by County for the State of Michigan. Water well records from the general vicinity of the site from Michigan DEQ’s Wellogic database (http://www.michigan.gov/deq/) generally indicate soils ranging from silty clays with sand and gravel (likely glacial till), to uniform sandy soils (likely alluvium), to “white clay” (possible lake marl), to black shale; all at varying depths. Additionally, we reviewed the October 2013 NDG borings performed on the shore of the marina property for the City of Boyne City for a project at that time. Those borings were completed in the vicinity of the existing building immediately to the west of the harbor area. The October 2013 borings generally contained sandy soils with an approximate 36 inch-thick lean clay stratum at a depth of about 41 feet below grade at one location.

3.2 Surface Conditions The project area is located at the southeast end of the east arm of Lake Charlevoix. The lake level of Lake Charlevoix follows that of Lake Michigan, as both are connected hydraulically through the channel in Charlevoix to the northwest of the site. The current level of Lake Michigan is approximately 579 feet; just above the average water elevation of 578.8 feet (all based on the IGLD 85 datum) for the recorded period between 1918 and present day. The all-time high water level of Lake Michigan during the recorded period is 582.35 feet with the low water elevation at 576.0 feet (IGLD 85).

3.3 Subsurface Conditions Subsurface conditions encountered in the borings are summarized below, while detailed descriptions of conditions encountered in the borings are included in the current boring logs and the generalized subsurface profiles found in Appendix A. Grain size distribution tests and water content tests were also conducted on selected specimens collected during the exploration and the results are shown in Appendix B. All borings were completed over water with water depths between 7 feet and 17 feet. The depth of the borings below the mudline ranged from 15 feet to 50 feet. All depths given below are below the current mudline. The borings encountered varying strata across the site, and it appears that some of these strata are discontinuous while others are continuous. Figure 3 (in Appendix B) shows our interpretation of the soil profiles in two representative locations (Sections 1 and 2 as shown in the figure). Note that we developed

3

these interpreted profiles based on relatively limited soil boring information for the purposes of general, preliminary planning and the actual soil stratigraphy may vary from that shown in Figure 3. In the area of Section 1 (See Figure 3), representing the general area where Borings B01, B02, and B04 were completed, we encountered predominately loose (according to the on-site penetration testing (Standard Penetration Test; SPT; ASTM D1586), uniformly graded fine to medium sands (SP)1 in borings B01 and B02. Some exceptions were noted where relatively thin strata of stiff clay and medium dense fine silty sands were encountered at depths generally below 20 feet and 40 feet below the mudline in borings B02 and B01, respectively. Boring B04 had soft gray silt/lake marl (ML) to a depth below the mudline of about 7 feet, underlain by medium dense gray fine sand with silt (SP-SM) to boring termination at 15 feet below the mudline. In the area of Section 2 (see Figure 3), representing the general area of borings B03, B06, B05, and B07, we observed some locations of soft peat underlain by loose uniformly-graded fine to medium sand and/or silt/lake marl. More specifically, boring B03 had loose dark brown fine to medium sand with some organics and wood (SP) to approximately 10 feet below the mudline. These surficial soils were followed by gray silt/lake marl with some organics and shells (ML) to about 26 feet. The final strata in boring B03 included about 7 feet of loose brown fine to medium sand (SP) underlain by loose brown fine to medium sand with silt (SP-SM), and finally terminating in loose to medium dense light brown fine to medium sand (SP) at 50 feet. Boring B06 had about 5 feet of dark brown soft peat (Pt) underlain by very soft gray silt/lake marl with some organics and shells (ML) to approximately 12 feet, and then terminating in very loose to loose brown fine sand (SP) at 20 feet. Boring B07 had 7 feet of very soft dark brown peat (Pt), terminating in a very soft stratum of gray silt/lake marl (ML) at 15 feet. Boring B05 had 8 feet of very loose brown fine sand with a trace organics (SP) overlying very soft gray silt/lake marl (ML), terminating at 15 feet. Water contents of the lake marl ranged from about 60 to 70 percent [(Mass of water/Mass of solids) x 100].

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 General The subsurface conditions are generally conducive to the proposed project provided the foundation/anchorage designs consider the ground conditions present. The main issues to contend with will be the possibly thick sequence of soft silty clay/lake marl and its low strength and high compressibility, as well as the thick rather loose uniform sand strata present across the site. The following tables provide our recommended soil parameters for consideration in the design of the dock anchorage systems. The parameters were developed based on in situ and laboratory testing, correlations from the literature, and experience with similar soils. For the purposes of these parameters, we assumed that anchorage elements would be limited to installation depths of 30 feet below the mudline or less. Table 1 presents the basic soil parameters for use in design, including unit weights and drained and undrained strength estimates. 1 Soil classification in accordance with the Unified Soil Classification System.

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Table 1 - Soil parameter estimates for the most prevalent soils encountered on the site.

Soil Type

Saturated Unit

Weight, γsat

Buoyant Unit

Weight, γ’

Drained Friction Angle, φ’

Average Undrained

Shear Strength, su

Notes

(pcf) (pcf) (degrees) (psf) Loose uniformly-graded fine or fine to medium Sands (SP)

120 60 30 N/A See borings for locations and depths

Very soft Silt/Lake Marl with organics and shells (ML)

100 40 Use φ’=0° 150

See borings for locations and depths

Medium dense Sands with varying amounts of silt (SP-SM)

130 70 35 N/A

See borings for locations and depths

Very soft Peat (Pt) 75 15 Use φ’=0° <50 Prevalent near surface

Table 2 presents the additional soil parameters which may be considered in design depending on the approach and type of design undertaken. For example, lateral loading estimates may be made using a number of different approaches such as those focusing on strength exceedance (e.g., Broms methods), while other analysis approaches concentrate on allowable lateral deflection of the laterally-loaded element (e.g., p-y approach, L-Pile, etc.). The engineer designing the anchorage systems will choose the appropriate design method(s). Table 2 - Additional earth pressure, skin friction, and horizontal reaction parameters.

Soil Type

Coeff. of At-Rest Earth

Pressure

Skin Friction1

Coeff. of Passive Earth

Pressure3

Coeff. of Horizontal Subgrade Reaction,

nh psf (pci)

Loose uniformly-graded fine or fine to medium Sands (SP)

0.50 1602 3.0 10

Very soft Silt/Lake Marl with organics and shells (ML)

0.604 1502 1.04 1

Medium dense Sands with varying amounts of silt (SP-SM)

0.27 1202 3.7 55

Very soft Peat (Pt) N/A N/A N/A N/A 1 Considering a steel pipe pile 2 Average depths below mudline of 10 feet 3 Based on Rankine earth pressures 4 Based on total stress (K=σh/σv) parameters as opposed to effective stress parameters (K=σ'h/σ'v)

5

4.2 Deadman Anchors Deadman anchors of sufficient size and weight may be considered for anchoring and tethering of the docks by resisting upward and lateral loadings. The anchors should be sized and designed in anticipation of some initial settlement in the relatively soft sediments at the mudline present at many locations of the exploration.

4.3 Pile Foundations/Anchors Pile foundations, such as steel pipe or timber piles, designed to resist lateral and/or uplift forces may be considered for the floating or fixed docks. The anticipated skin friction for the various soils is shown in Table 2. The skin friction, when loaded in the upward direction, is reduced by about 75% as compared to a pile axially loaded in the downward direction. The skin friction values in Table 2 take this reduction in skin friction into account. Other considerations, depending on the design approach, should be taken into account such as additional uplift reduction mechanisms (e.g., “breakout,” and others), as appropriate. Lateral loading calculations are dependent on the constraints for the elements and whether the performance of the anchorage elements are limited by strength or by deformation. As an example of the former, using Broms method, we estimate that a 12-inch diameter pipe pile installed to 10 feet below the mudline in primarily in the granular (sandy) soils will develop an ultimate lateral loading capacity of 8 kips, with a factor of safety of 2. In contrast, we estimate that a 12-inch diameter pipe pile installed in the fine–grained soils (lake marl) – if present from the surface level down – installed 10 feet below the mudline will develop an ultimate lateral loading capacity of 1.5 kips, with a factor of safety of 2. Note that this particular type of analysis is a strength analysis and does not consider allowable lateral deformations and a different lateral loading analysis technique would need to be considered (e.g., p-y curves, L-pile, etc.).

4.4 Rotated and Driven Anchor Systems Another anchorage option is that of helical piles/anchors or Manta Ray-type anchors. Helical anchors are deep foundation elements consisting of a relatively slender shaft with one or more helices attached at various points along the shaft. Helical anchors are installed by rotating them into the ground to the desired depth. Torque is typically monitored during installation, providing a means of evaluating the vertical load capacity at various depths. As an example, we anticipate that a helical anchor with a triple helix attached configuration (12”, 10”, and 8” helices ordered from top to bottom) near the end of the shaft, installed to 15 feet below the surface in an area of the site containing loose sand (e.g., B01) would develop an allowable vertical uplift load capacity of approximately 6 kip (factor of safety of 2). Other configurations of the helical piles are available, and would need to be evaluated separately. Manta Ray-style anchors are installed into the ground by driving action. Once they have been advanced to the proper depth the shaft is pulled upward, allowing the hinged anchor to lock into position. Several sizes of the Manta Ray anchors are available, and they may deliver uplift capacities on the order of 3 to 6 kips (factor of safety of 2). Note that for any anchor selected, specific analysis should be undertaken concerning load carrying capacity once elevations, locations, etc. are known with more certainty.

4.5 Dredging Based on the soils encountered in the soil borings, we do not anticipate the presence of large natural objects (e.g., cobbles, boulders, etc.). However, these types of particles may exist at other unexplored portions of the marina that may have been subjected to higher-energy, faster moving, post-glacial historic alluvial features. We anticipate that conventional dredging equipment may generally be used to carry out these operations. Note that environmental testing of the soils was not part of the scope of this work, and we are not able to comment on the suitability of sediments for disposal purposes.

6

4.6 Scour and Future Dredging Considerations The design of the anchorage system(s) should consider the possible removal of overburden/sediment from the anchor locations due to both scouring (as a result of water level changes, currents, etc.) and future dredging operations. Loss of uplift capacity will result with loss of sediment overlying the deep anchorages, if used to tether the floating docks.

4.7 Construction Quality Control & Monitoring Sufficient monitoring, testing, and consultation should be planned for during construction and anchorage installation to confirm that the geotechnical aspects of construction are in general conformance with the contract plans and specifications. For example, if driven piles are installed, blow counts and other items may be observed to see that the ground conditions are consistent with those encountered in this soil boring program. If helical anchors are installed, torque readings (correlating to the soil strength) may be monitored along with other items to check for overall consistency of the ground with this report.

5.0 LIMITATIONS AND ADDITIONAL SERVICES This report was prepared in accordance with generally accepted professional principles and practices in the field of geotechnical engineering. Our scope of services was limited to subsurface explorations and geotechnical recommendations for design of specific portions of the project, and did not include other analyses or recommendations, environmental assessments, or evaluation concerning the presence or absence of wetlands or hazardous substances. This report was prepared to assist the design professional in the design and construction of the referenced project and was based on our understanding of the project. If our understanding is incorrect or the project scope changes then NDG should be retained to re-evaluate our recommendations. It must be noted that the conclusions and interpretations given in this report should not be construed as a warranty of subsurface conditions. This report is based on subsurface conditions found at specific locations on the site at a specific time. Subsurface conditions may vary at other locations and times. Should conditions revealed during construction differ from those anticipated we should be notified to re-evaluate our conclusions. We appreciate the opportunity to be of service. If you have any questions concerning this report or require additional information, please do not hesitate to contact us. Respectfully submitted,

MARK R. MUSZYNSKI, PH.D., P.E. NILS W. LINDWALL, P.E. Geotechnical Engineer Geotechnical Section Manager

7

6.0 REFERENCES Broms, B.B. (1964a). “Lateral Resistance of Piles in Cohesive Soils.” ASCE Journal of the Soil Mechanics and Foundation Division, Vol. 90, No. SM2, pp. 27-63. Broms, B.B. (1964b). “Lateral Resistance of Piles in Cohesionless Soils.” ASCE Journal of the Soil Mechanics and Foundation Division, Vol. 90, No. SM3, pp. 123-156. Farrand, W. R. (1982). Quaternary Geology of Michigan; 1:500,000, 2 sheets. Mesri, G. and Ajlouni, M. (2007). “Engineering Properties of Fibrous Peats,” Journal of Geotechnical and Geoenvironmental Engineering, Vol. 133, No. 7, July 1, pp. 850-866. Michigan DEQ’s Wellogic database (http://www.michigan.gov/deq/) USGS (2007). Summary of Hydrogeologic Conditions by County for the State of Michigan. Open-File Report 2007-1236, accessed at: http://pubs.usgs.gov/of/2007/1236/pdf/OFR2007-1236.pdf Wilson, S. E. (1987). Bedrock Geology of Michigan; 1:500,000, 2 sheets.

\\ndgsrv1\Projects\Active Projects\N3127.010\Vicinity Map.docx

VICINITY MAP BOYNE CITY MARINA EXPANSION

Prepared for: The City of Boyne City

DRAWN: QMR

DESIGNED n/a

FILE NO.: N3127.010

Figure:

1

SITE

Image source: USGS Charlevoix 30‐ x 60‐min Quadrangle, 1984

\\ndgsrv1\Projects\Active Projects\N3127.010\Exploration Plan.docx

EXPLORATION PLAN BOYNE CITY MARINA EXPANSION

Prepared for: The City of Boyne City

DRAWN: QMR

DESIGNED: n/a

FILE NO.: N3127.010

Figure:

2

Image source: Google Earth

LEGEND

Boring Location and Designation

B02

B02

B06

B04

B01

B03 B05

B07

Proposed Dock Additions, (Shown

for reference, not to scale)

S2

S1

S2 Soil Section Profile (See Figure 3)

APPENDIX A

FIELD EXPLORATION PROGRAM

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( ) * + ) , - . / , 0 1 2 3 / 1 1 / . 4 5 / ) 1 6 7 3 * , ) 6 8 3 ) 9: ; < = > ? @ A = B C C A D C A E F G = H H I J K > E G B L > ? C F > K K > M L ? N N H ? H E G K K O G = = H J B H @ L ? @ A C B E O C B G ? @ G E @ J E > = H @ A E H CG ? @ L ? B H E ? G K K O @ H P H K > J H @ J > K L = L H C G ? @ J E > = H @ A E H C B > > D B G L ? C G Q J K H C > F C A D C A E F G = H C > L K C G ? @ E > = R ST U H B H = U ? L V A H C H Q J K > O H @ B > @ E L K K G ? @ C G Q J K H C A D C A E F G = H C B E G B G Q G O P G E O W @ H J H ? @ L ? N A J > ? F L H K @= > ? @ L B L > ? C S : ; < A B L K L X H C G B E A = R Y Q > A ? B H @ Z [ \ Y ] ] @ E L K K E L N W M U L = U L C = G J G D K H > F @ E L K K L ? N P L G = > ? B L ? A > A CF K L N U B G A N H E W U > K K > M C B H Q G A N H E W E > B G E O W G ? @ @ L G Q > ? @ D L B E > = R = > E L ? N Q H B U > @ C S ^ G Q J K H C G E H > D B G L ? H @P L G B U H C B G ? @ G E @ J H ? H B E G B L > ? B H C B _ ` ^ T [ ; a ] b c d W ^ U H K D O B A D H C _ ` ^ T [ ; a ] b e d W = A B B L ? N C W G ? @ E > = R= > E H D G E E H K C S : ; < G K C > A C H C G C R L @ Y Q > A ? B H @ ^ f [ Z g \ G E B U J E > D H h i i F > E @ L E H = B J A C U C > L K C G Q J K L ? N S; L E H = B J A C U C G Q J K H C G E H > D B G L ? H @ M L B U h Y L ? = U _ M L B U K L ? H E C d > E a S ] Y L ? = U g S ; S C G Q J K H E C @ E L P H ? M L B U GU O @ E G A K L = J H E = A C C L > ? U G Q Q H E S T U H @ E L K K L ? N G ? @ C G Q J K L ? N Q H B U > @ C A C H @ G E H C U > M ? > ? B U H K > N C ST U H @ E L K K L ? N = E H M E H B E L H P H C C G Q J K H C F E > Q B U H D > E H U > K H _ B O J L = G K K O G B h S ] Y B > ] Y F > > B L ? B H E P G K C d W F L H K @= K G C C L F L H C B U H C G Q J K H C W G ? @ J K G = H C B U H C G Q J K H C L ? j G E C _ > E ^ U H K D O B A D H C W K L ? H E C W H B = S d B > D H E H B A E ? H @ B >B U H K G D > E G B > E O S ` N H ? H E G K L ? @ H I > F C > L K C C B E H ? N B U Q G O D H @ H B H E Q L ? H @ A C L ? N J > = R H B J H ? H B E > Q H B H E_ k k d W T > E P G ? H _ T l d W > E F L H K @ P G ? H C U H G E _ l ^ d G J J G E G B A C S ` F L H K @ K > N > F C A D C A E F G = H = > ? @ L B L > ? C L C= E H G B H @ @ A E L ? N B U H @ E L K K L ? N G ? @ C G Q J K L ? N J E > = H C C S f ? B H E F G = H C D H B M H H ? P G E O L ? N C > L K C B E G B G G E H K > N N H @D O B U H @ E L K K L ? N = E H M F E > Q > D C H E P G B L > ? C @ A E L ? N @ E L K K L ? N G ? @ F E > Q B U H F L H K @ = E H M m C L ? C J H = B L > ? > F B U HC G Q J K H C S n H = G A C H @ E L K K L ? N M > E R L C ? > B G J H E F H = B K O H I G = B J E > = H C C W G ? @ @ H J H ? @ L ? N A J > ? B U H F E H V A H ? = OG B M U L = U C G Q J K H C G E H = > K K H = B H @ W B U H C > L K L ? B H E F G = H K L ? H C C U > M ? > ? B U H K > N C G E H N H ? H E G K K O D G C H @J E L Q G E L K O > ? B U H @ E L K K H E m C o K > N N H E m C j A @ N Q H ? B W G ? @ Q G O ? > B G K M G O C D H = > Q J K H B H K O G = = A E G B H S ^ G Q J K H CG E H E H P L H M H @ G ? @ B U H = K G C C L F L = G B L > ? C P H E L F L H @ L ? B U H K G D > E G B > E O S f ? C > Q H = G C H C W K G D > E G B > E O M > E RE H C A K B C L ? G F L ? G K = K G C C L F L = G B L > ? B U G B L C @ L F F H E H ? B F E > Q B U H F L H K @ = K G C C L F L = G B L > ? S ` @ j A C B Q H ? B C Q G O D HQ G @ H M U H ? G K K B U H G P G L K G D K H @ G B G L C = > ? C L @ H E H @ G ? @ B U H H ? N L ? H H E E H ? @ H E C G F L ? G K > J L ? L > ? S T U H F L ? G KK > N C E H J E H C H ? B > A E F L ? G K > J L ? L > ? G C B > B U H C > L K = K G C C L F L = G B L > ? S ^ > L K C G E H = K G C C L F L H @ L ? G = = > E @ G ? = H M L B UB U H p ? L F L H @ ^ > L K Z K G C C L F L = G B L > ? ^ O C B H Q _ ` ^ T [ ; h q b e o h q b b d G C Q > @ L F L H @ > ? B U H G B B G = U H @ r s t u v w x s wx y w y v z { v z | } ~ � s u � � � { � � u � u � { � u s v C U H H B S< E > A ? @ M G B H E > D C H E P G B L > ? C Q G @ H @ A E L ? N @ E L K K L ? N Q G O D H L ? F K A H ? = H @ D O B U H @ E L K K L ? N J E > = H @ A E H G ? @M G B H E L ? B E > @ A = H @ B > B U H D > E H U > K H @ A E L ? N @ E L K K L ? N S � > E B U G B E H G C > ? W G ? @ @ H J H ? @ L ? N A J > ? B U H J E > j H = B WB U H @ E L K K H E Q G O Q G R H G ? L ? L B L G K Q H G C A E H Q H ? B > F N E > A ? @ M G B H E @ A E L ? N @ E L K K L ? N G ? @ C A D C H V A H ? BQ H G C A E H Q H ? B C G F B H E C > Q H B L Q H U G C H K G J C H @ W G ? @ B U H N E > A ? @ M G B H E U G C D H H ? G K K > M H @ B > C B G D L K L X H S� G B H E K H P H K C E H = > E @ H @ @ A E L ? N @ E L K K L ? N @ > ? > B ? H = H C C G E L K O E H J E H C H ? B ? > E Q G K > E @ H C L N ? = > ? @ L B L > ? C W C >j A @ N Q H ? B G ? @ L ? B H E J E H B G B L > ? > F B U H C H F L ? @ L ? N C G E H > F B H ? M G E E G ? B H @ S k L H X > Q H B H E C Q G O D H L ? C B G K K H @ B >G K K > M Q H G C A E H Q H ? B > F N E > A ? @ M G B H E F K A = B A G B L > ? C S f F L ? C B G K K H @ W @ H B G L K C > F J L H X > Q H B H E = > ? C B E A = B L > ? M L K KD H L ? = K A @ H @ L ? B U H E H J > E B > E > ? B U H K > N C W D A B N H ? H E G K K O = > ? C L C B C > F C = U H @ A K H q i k l Z S T U H K > M H EC H = B L > ? L C C K > B B H @ G ? @ D G = R F L K K H @ M L B U F L K B H E C G ? @ W M U L K H B U H A J J H E J > E B L > ? L C C > K L @ G ? @ C H G K H @ M L B UD H ? B > ? L B H = U L J C S ` = G J J E H P H ? B C M G B H E G ? @ > B U H E L B H Q C F E > Q H ? B H E L ? N B U H M H K K S� 9 ) * � � * 4 9 0 . 6 � ) � * 3 BT U H @ G B G G ? @ > J L ? L > ? C H I J E H C C H @ L ? D > E L ? N K > N C G ? @ H ? N L ? H H E L ? N E H J > E B C G E H D G C H @ > ? B U H F L H K @ G ? @K G D > E G B > E O M > E R G ? @ B U H G ? G K O C H C J H E F > E Q H @ F > E B U H C J H = L F L = = K L H ? B G ? @ J E > j H = B ? G Q H @ B U H E H > ? S T U HA C H > F B U G B L ? F > E Q G B L > ? D O > B U H E C W > E F > E > B U H E J E > j H = B C > E J A E J > C H C W L C H I J E H C C K O J E > U L D L B H @ G ? @ : ; <L C ? > B E H C J > ? C L D K H F > E G ? O A ? G A B U > E L X H @ E H A C H S n > E L ? N K > N C E H J E H C H ? B > A E > J L ? L > ? G C B > = > ? @ L B L > ? C> ? K O G B B U H C J H = L F L = K > = G B L > ? > F B U H D > E L ? N S

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( ) * + ) , - . / , 0 1 � 0 � * 3 0 + * 3 � 7 3 * , ) 6 8 3 ) 9^ G Q J K H C > D B G L ? H @ @ A E L ? N @ E L K K L ? N G E H E H B A E ? H @ B > B U H K G D > E G B > E O F > E F A E B U H E = K G C C L F L = G B L > ? G ? @ B H C B L ? N S^ H K H = B H @ C G Q J K H C Q G O D H C A D j H = B B > G P G E L H B O > F K G D > E G B > E O B H C B C W F > E = K G C C L F L = G B L > ? G ? @ @ H B H E Q L ? G B L > ?> F H ? N L ? H H E L ? N J E > J H E B L H C W @ H J H ? @ L ? N > ? B U H J E > j H = B G ? @ C J H = L F L = ? H H @ C > F B U H = K L H ? B S T U H C H B H C B CF > K K > M ` Q H E L = G ? ^ > = L H B O F > E T H C B L ? N G ? @ [ G B H E L G K C _ ` ^ T [ d C B G ? @ G E @ J E > = H @ A E H C S T U H E H C A K B C > F B U HB H C B C G E H E H J E H C H ? B H @ > ? B U H F L ? G K D > E L ? N K > N C W > E > ? C U H H B C L ? = K A @ H @ L ? B U H E H J > E B G J J H ? @ L = H C ST O J L = G K K G D > E G B > E O B H C B C B U G B Q G O D H J H E F > E Q H @ G E H K L C B H @ D H K > M S � U H E H > B U H E B H C B C G E H J H E F > E Q H @ WB U H O G E H @ H C = E L D H @ L ? B U H Q G L ? B H I B > F B U H E H J > E B S: G B A E G K � G B H E Z > ? B H ? B: G B A E G K � G B H E Z > ? B H ? B @ H B H E Q L ? G B L > ? C G E H Q G @ H > ? C H K H = B H @ C > L K C G Q J K H C F > K K > M L ? N ` ^ T [ ; h h a c W� � { v z { t z � y � � � y � � s z � s t x { � s t { � s t � } y � y t � u v { � u s v s � � { � y t � � s u � � � t y � � s v � y v � s � � s u � { v z � s � � � �� { � � S T H C B E H C A K B C G E H N E G J U L = G K K O L ? @ L = G B H @ G B B U H G J J E > J E L G B H C G Q J K H @ H J B U > ? B U H C A Q Q G E O K > N C ST U H G D D E H P L G B L > ? � [ Z � L C A C H @ B > @ H C L N ? G B H G ? G B A E G K M G B H E = > ? B H ? B P G K A H S` B B H E D H E N � L Q L B C` B B H E D H E N � L Q L B C > F C H K H = B H @ C > L K C G Q J K H C G E H @ H B H E Q L ? H @ L ? N H ? H E G K G = = > E @ G ? = H M L B U ` ^ T [ ; q � a b W� � { v z { t z � y � � � y � � s z � s t x u � � u z x u � u � ¡ � { � � u � x u � u � { v z ¡ � { � � u � u � � ¢ v z y £ s � � s u � � S f F J H E F > E Q H @ W GJ K > B C U > M L ? N B U H E H C A K B C L C L ? = K A @ H @ L ? B U H ` J J H ? @ L = H C S T U H E H C A K B C G E H G K C > C U > M ? N E G J U L = G K K O > ?B U H C A Q Q G E O K > N C S T U H G D D E H P L G B L > ? C � � � � W � k � � W G ? @ � k f � G E H A C H @ B > @ H C L N ? G B H K L V A L @ K L Q L B W J K G C B L =K L Q L B W G ? @ J K G C B L = L B O L ? @ H I P G K A H C W E H C J H = B L P H K O S< E G L ? ^ L X H ; L C B E L D A B L > ?T U H N E G L ? C L X H @ L C B E L D A B L > ? C > F C H K H = B H @ C G Q J K H C G E H G ? G K O X H @ L ? N H ? H E G K G = = > E @ G ? = H M L B U ` ^ T [; q h h W � � { v z { t z � y � � � y � � s z � s t ¡ { t � u � � y � u ¤ y ¥ v { � � � u � s � � s u � � W H L B U H E C L H P H G ? G K O C L C > ? K O > E A C L ? ND > B U C L H P H G ? @ U O @ E > Q H B H E Q H B U > @ C S ¦ H C A K B C > F N E G L ? C L X H G ? G K O C H C G E H J K > B B H @ N E G J U L = G K K O L ? B U HG J J H ? @ L = H C Sp ? = > ? F L ? H @ Z > Q J E H C C L P H ^ B E H ? N B U; H B H E Q L ? G B L > ? > F A ? = > ? F L ? H @ = > Q J E H C C L P H C B E H ? N B U L C Q G @ H F > K K > M L ? N ` ^ T [ ; h a c c W � � { v z { t z � y � �� y � � s z � s t § v � s v � u v y z � s � ¨ t y � � u © y � � t y v w � � s � � s � y � u © y � s u � W A C L ? N C J H = L Q H ? C > D B G L ? H @ F E > QH I B E A @ L ? N B U L ? Y M G K K H @ _ ^ U H K D O d B A D H C G Q J K H C S ¦ H C A K B C G E H L ? = K A @ H @ L ? B U H G J J H ? @ L = H C Sª 0 « � 1 ) � ) + ) . + / * . 0 . 6 2 / 9 � * 9 0 1^ > L K C G Q J K H C G E H R H J B L ? C H G K H @ = > ? B G L ? H E C F > E G J H E L > @ > F c i @ G O C G ? @ B U H ? @ L C = G E @ H @ W A ? K H C C B U H= K L H ? B U G C Q G @ H > B U H E C J H = L F L = G E E G ? N H Q H ? B C S

56

100

56

44

44

56

44

100

100

100

2-4-6(10)

2-3-4(7)

0-0-1(1)

1-1-2(3)

2-1-3(4)

1-1-1(2)

1-2-1(3)

3-4-6(10)

13-17-19(36)

8-5-7(12)

1.5

Gray, SILT WITH SAND (ML), few organcs (shells) - wet - soft

Brown, fine to medium SAND (SP) - wet - loose

becomes very loose

trace gravel

no gravel

Brown, CLAY (CL) - moist - stiff

Brown, fine, SAND (SP) - wet - dense

Brown, fine, SILTY SAND (SM) - wet - medium dense

Bottom of hole at 50.0 feet.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

SS10

NOTES Water Depth is 15', See Site Plan

LOGGED BY KAS

DRILLING METHOD Hollow-Stem Auger AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

DRILLING CONTRACTOR NDG, LLC GROUND WATER LEVELS:

CHECKED BY NWL

DATE STARTED 12/17/15 COMPLETED 12/17/15 GROUND ELEVATION 565 ft HOLE SIZE 8.5

DE

PT

H(f

t)

0

10

20

30

40

50

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)

FINES CONTENT (%) 20 40 60 80

MATERIAL DESCRIPTION

GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R

PAGE 1 OF 1BORING NUMBER B01

PROJECT NAME Boyne City Marina Expansion

PROJECT LOCATION Boyne City, Michigan

CLIENT City of Boyne City

PROJECT NUMBER N3127.010

Northwest Design Group, Inc.2940 Parkview DrivePetoskey, MI 49770Telephone: 231-348-1180Fax: 231-348-1185

GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

33

17

100

100

100

100

100

0-0-0(0)

0-0-0(0)

1-1-3(4)

3-2-3(5)

4-4-10(14)

7-8-14(22)

4-5-6(11)

1.0

2.0

Brown, fine, SAND (SP), trace organics - wet - very loose

6" layer of silt (marl)

becomes dark brown, trace gravelLight brown, CLAY (CL) - moist - medium stiff

Light brown, SANDY SILT (ML) - wet - stiff to very stiff

Brown, fine, SAND (SP) - wet - medium dense

becomes light brown, trace silt


SS1

SS2

SS3

SS4

SS5

SS6

SS7


LOGGED BY APJ



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

20

30

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

17

100

100

100

100

100

100

100

100

100

0-0-0(0)

0-0-0(0)

0-0-0(0)

0-0-0(0)

0-0-0(0)

1-0-1(1)

3-4-4(8)

2-1-1(2)

5-5-7(12)

6-7-10(17)

0

Dark brown, fine to medium SAND (SP), few organics (wood /muck)

Gray, SILT (ML), few organics (shells) - wet - very soft (marl)

9" layer of sand with silt

Brown, fine to medium SAND (SP) - wet - very loose

Brown, fine to medium SAND WITH SILT (SP-SM) - wet - loose

Light brown, fine to medium SAND (SP) - moist - very loose

becomes medium dense


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

SS10


LOGGED BY APJ



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

20

30

40

50

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

100

100

100

0-0-0(0)

2-4-9(13)

2-2-3(5)


Gray, fine, SAND WITH SILT (SP-SM) - wet - medium dense

becomes loose


SS1

SS2

SS3


LOGGED BY KAS



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

100

100

100

0-0-2(2)

1-1-1(2)

0-0-0(0)

0

Brown, fine, SAND (SP), trace organics - wet - very loose



SS1

SS2

SS3


LOGGED BY KAS



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

22

100

100

100

0-0-0(0)

0-0-0(0)

1-1-1(2)

3-3-5(8)

0

Dark brown, PEAT (PT) - wet - very soft


Brown, fine, SAND (SP) - wet - very loose

becomes loose


SS1

SS2

SS3

SS4


LOGGED BY KAS



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

20

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

17

100

0-0-2(2)

0-0-0(0)

Dark brown, PEAT (PT), few sand - wet - very soft

Gray SILT (ML) - wet - very soft


SS1

SS2


LOGGED BY KAS



AFTER DRILLING ---


CHECKED BY NWL


DE

PT

H(f

t)

0

10

SPT N VALUE 20 40 60 80

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DR

Y U

NIT

WT

.(p

cf)



GR

AP

HIC

LOG

20 40 60 80

PL LLMC

SA

MP

LE T

YP

EN

UM

BE

R







GE

OT

EC

H B

H P

LOT

S N

3127

.010

.GP

J G

INT

US

.GD

T 2

/5/1

6

APPENDIX B

LABORATORY TESTING PROGRAM

� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� ! " # � ! � � � � � � � � � $ � � � � � � � � � � � � � � � � � � � � � ! � � � � � � � � ! ! � � � % � � � � � � � $ � � � � � � & � ' &� ' � �

( ) * + ) , - . / , 0 1 2 0 3 * 4 0 + * 4 5 6 4 * , ) 7 8 4 ) 9: ; < = > ? @ A B C ; D E ? F F G H D E I F H D > > D E I ; H ? H ? C G H E ? F C A C J ? > ; B A H ; C A H K L A H L G H C J ? H M > ; @ @ D L D M ; C D A E ; E F C ? @ C D E I N: ? > ? M C ? F @ ; < = > ? @ < ; K B ? @ G B O ? M C C A ; P ; H D ? C K A L > ; B A H ; C A H K C ? @ C @ Q L A H M > ; @ @ D L D M ; C D A E ; E F F ? C ? H < D E ; C D A EA L ? E I D E ? ? H D E I = H A = ? H C D ? @ Q F ? = ? E F D E I A E C J ? = H A O ? M C ; E F @ = ? M D L D M E ? ? F @ A L C J ? M > D ? E C N R J ? @ ? C ? @ C @L A > > A S T < ? H D M ; E : A M D ? C K L A H R ? @ C D E I ; E F U ; C ? H D ; > @ V T : R U W @ C ; E F ; H F = H A M ? F G H ? @ N R J ? H ? @ G > C @ A L C J ?C ? @ C @ ; H ? H ? = H ? @ ? E C ? F A E C J ? L D E ; > B A H D E I > A I @ Q A H A E @ J ? ? C @ D E M > G F ? F D E C J ? H ? = A H C ; = = ? E F D M ? @ NR K = D M ; > > ; B A H ; C A H K C ? @ C @ C J ; C < ; K B ? = ? H L A H < ? F ; H ? > D @ C ? F B ? > A S N X J ? H ? A C J ? H C ? @ C @ ; H ? = ? H L A H < ? F QC J ? K ; H ? F ? @ M H D B ? F D E C J ? < ; D E C ? Y C A L C J ? H ? = A H C NZ ; C G H ; > X ; C ? H [ A E C ? E CZ ; C G H ; > X ; C ? H [ A E C ? E C F ? C ? H < D E ; C D A E @ ; H ? < ; F ? A E @ ? > ? M C ? F @ A D > @ ; < = > ? @ L A > > A S D E I T : R U \ ] ] ^ _ Q` a b c d b e d f g h a i g a j k d l k e m b n k e b a k e o p g a g e q r c b a r k c k l s b a g e t i k r h a u e g v w k c a g c a k l ` k r x b c d y k z { n oi b h h N R ? @ C H ? @ G > C @ ; H ? I H ; = J D M ; > > K D E F D M ; C ? F ; C C J ? ; = = H A = H D ; C ? @ ; < = > ? F ? = C J A E C J ? @ G < < ; H K > A I @ NR J ? ; B B H ? P D ; C D A E | U [ } D @ G @ ? F C A F ? @ D I E ; C ? ; E ; C G H ; > S ; C ? H M A E C ? E C P ; > G ? NT C C ? H B ? H I ~ D < D C @T C C ? H B ? H I ~ D < D C @ A L @ ? > ? M C ? F @ A D > @ ; < = > ? @ ; H ? F ? C ? H < D E ? F D E I ? E ? H ; > ; M M A H F ; E M ? S D C J T : R U \ � � ^ � Q` a b c d b e d f g h a i g a j k d l k e m r � u r d m r q r a � � x b h a r z m r q r a � b c d � x b h a r z r a o � c d g � k l ` k r x h N � L = ? H L A H < ? F Q ;= > A C @ J A S D E I C J ? H ? @ G > C @ D @ D E M > G F ? F D E C J ? T = = ? E F D M ? @ N R J ? H ? @ G > C @ ; H ? ; > @ A @ J A S E I H ; = J D M ; > > K A EC J ? @ G < < ; H K > A I @ N R J ? ; B B H ? P D ; C D A E @ | ~ ~ } Q | � ~ } Q ; E F | � � } ; H ? G @ ? F C A F ? @ D I E ; C ? > D � G D F > D < D C Q = > ; @ C D M> D < D C Q ; E F = > ; @ C D M D C K D E F ? Y P ; > G ? @ Q H ? @ = ? M C D P ? > K N� H ; D E : D � ? \ D @ C H D B G C D A ER J ? I H ; D E @ D � ? F D @ C H D B G C D A E @ A L @ ? > ? M C ? F @ ; < = > ? @ ; H ? ; E ; > K � ? F D E I ? E ? H ; > ; M M A H F ; E M ? S D C J T : R U\ � ] ] Q ` a b c d b e d f g h a i g a j k d l k e � b e a r z x g ` r � g � c b x o h r h k l ` k r x h Q ? D C J ? H @ D ? P ? ; E ; > K @ D @ A E > K A H G @ D E IB A C J @ D ? P ? ; E F J K F H A < ? C ? H < ? C J A F @ N � ? @ G > C @ A L I H ; D E @ D � ? ; E ; > K @ ? @ ; H ? = > A C C ? F I H ; = J D M ; > > K D E C J ?; = = ? E F D M ? @ N� E M A E L D E ? F [ A < = H ? @ @ D P ? : C H ? E I C J\ ? C ? H < D E ; C D A E A L G E M A E L D E ? F M A < = H ? @ @ D P ? @ C H ? E I C J D @ < ; F ? L A > > A S D E I T : R U \ ] ^ _ _ Q ` a b c d b e d f g h ai g a j k d l k e � c z k c l r c g d w k q � e g h h r � g ` a e g c � a j k l w k j g h r � g ` k r x Q G @ D E I @ = ? M D < ? E @ A B C ; D E ? F L H A <? Y C H G F D E I C J D E � S ; > > ? F V : J ? > B K W C G B ? @ ; < = > ? @ N � ? @ G > C @ ; H ? D E M > G F ? F D E C J ? ; = = ? E F D M ? @ N� 0 � � 1 ) � ) + ) . + / * . 0 . 7 � / 9 � * 9 0 1: A D > @ ; < = > ? @ ; H ? � ? = C D E @ ? ; > ? F M A E C ; D E ? H @ L A H ; = ? H D A F A L _ � F ; K @ ; E F C J ? E F D @ M ; H F ? F Q G E > ? @ @ C J ?M > D ? E C J ; @ < ; F ? A C J ? H @ = ? M D L D M ; H H ; E I ? < ? E C @ N

\\ndgsrv1\Projects\Active Projects\N3127.010\Lab Testing\Sieve Analysis_ASTM D422 B1 S3

Sieve Analysis ReportASTM D422

Project No: Project: Client:

Source: Sample ID: Sampled By: Date Sampled:

Material: Contractor: Producer: Tested By: Date: Report No: 1

Sieve mm Weight, g Percent Retained Passing g

g

111.5 g %

3" 76.2 g

1" 25 0.0 0.0 100 20.8 g %

3/4" 19 0.0 0.0 100 Max Particle Size: mm

1/2" 12.5 0.00 0.0 0.0 100 Particle Shape: Angular Rounded Mixed

No. 4 4.75 0.08 0.0 0.0 100 Particle Hardness: Hard Soft Friable

No. 10 1.68 0.39 0.1 0.1 100 REMARKS:

No. 20 0.84 0.90 0.2 0.3 100No. 40 0.42 39.02 7.7 7.9 92

No. 100 0.15 416.48 81.9 89.8 10No. 200 0.075 29.32 5.8 95.6 4.4

Pan 1.52 0.3LBW 20.83 4.1

Total P200 0.0 D10 D30 D60 TOTAL 508.54 100.0 0.15 0.2 0.28

487.71

RETAINED FRACTIONAL

CUMULATIVE PERCENT SAMPLE

Loss By Washing

Sample Dried Weight

4.1

620.06508.54

21.9

Percent Initial Sample Wet Weight

1.01.9

As-rec'd Moisture Cont

Weight After Washing

Cu Cc

KASSAND (SP)

Sampe 3 13.5' to 15.0'12/17/2015

Boyne City MarinaN3127.010City of Boyne CityBoring 1

N/AKAS

GRAIN SIZE

N/ANorthwest Design Group

0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner

Grain Diameter, (mm)

U.S. Standard Sieve Sizes

1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5







g

27.6 g %

3" 76.2 g

1" 25 0.0 0.0 100 2.2 g %


1/2" 12.5 0.0 0.0 100 Particle Shape: Angular Rounded Mixed


No. 10 1.68 0.08 0.1 0.1 100 REMARKS:

No. 20 0.84 1.36 1.3 1.4 99No. 40 0.42 36.49 35.6 37.0 63

No. 100 0.15 57.30 55.9 92.9 7No. 200 0.075 4.63 4.5 97.4 2.6

Pan 0.48 0.5LBW 2.20 2.1

Total P200 0.0 D10 D30 D60 TOTAL 102.54 100.0 0.17 0.25 0.4

100.34

RETAINED FRACTIONAL


Loss By Washing

Sample Dried Weight

2.1

130.17102.54

26.9


0.92.4



Cu Cc

KASSAND (SP)

Sampe 2 8.5' to 10.0'12/16/2015


N/AKAS

GRAIN SIZE


0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner



1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5







g

180.4 g %

3" 76.2 g

1" 25 0.0 0.0 100 225.2 g %




No. 10 1.68 0.16 0.1 0.1 100 REMARKS:

No. 20 0.84 0.52 0.2 0.3 100No. 40 0.42 2.10 0.8 1.1 99

No. 100 0.15 11.92 4.7 5.8 94No. 200 0.075 12.10 4.8 10.6 89.4

Pan 1.14 0.5LBW 225.20 89.0

Total P200 0.0 D10 D30 D60 TOTAL 253.14 100.0

N/AKAS

GRAIN SIZE


Boyne City MarinaN3127.010City of Boyne CityBoring 3KASSILT (ML)

Sampe 3 13.5' to 15.0'12/17/2015



Cu Cc

RETAINED FRACTIONAL



Loss By Washing

Sample Dried Weight

89.0

433.50253.14

71.227.94

0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner



1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5







g

73.1 g %

3" 76.2 g

1" 25 0.0 0.0 100 109.8 g %



No. 4 4.75 0.0 0.0 100 Particle Hardness: Hard Soft Friable

No. 10 1.68 0.00 0.0 0.0 100 REMARKS:

No. 20 0.84 0.09 0.1 0.1 100 Material was crushed using mortar andNo. 40 0.42 1.37 1.1 1.2 99 pestle after initial drying in order to aid in

No. 100 0.15 5.64 4.6 5.8 94 washing process.No. 200 0.075 4.89 4.0 9.8 90.2

Pan 0.70 0.6LBW 109.83 89.6

Total P200 0.0 D10 D30 D60 TOTAL 122.52 100.0

Sample Dried Weight

89.6

195.63122.52

59.712.69

RETAINED FRACTIONAL





Cu Cc

Loss By Washing

Boyne City MarinaN3127.010City of Boyne CityBoring 3KASSILT (ML)

Sampe 4 18.5' to 20.0'12/17/2015

N/AKAS

GRAIN SIZE


0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner



1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5







g

95.8 g %

3" 76.2 g

1" 25 0.0 0.0 100 15.0 g %




No. 10 1.68 0.73 0.1 0.2 100 REMARKS:

No. 20 0.84 4.32 0.9 1.1 99No. 40 0.42 47.59 9.5 10.6 89

No. 100 0.15 377.89 75.5 86.1 14No. 200 0.075 51.82 10.4 96.5 3.5

Pan 2.72 0.5LBW 15.02 3.0

Total P200 0.0 D10 D30 D60 TOTAL 500.45 100.0 0.14 0.18 0.28

N/AKAS

GRAIN SIZE


Boyne City MarinaN3127.010City of Boyne CityBoring 3KASSAND (SP)

Sampe 8 38.5' to 40.0'12/17/2015

0.82.0



Cu Cc

RETAINED FRACTIONAL



Loss By Washing

Sample Dried Weight

3.0

596.22500.45

19.1485.43

0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner



1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5







g

91.5 g %

3" 76.2 g

1" 25 0.0 0.0 100 12.9 g %




No. 10 1.68 1.72 0.4 0.5 99 REMARKS:

No. 20 0.84 4.98 1.2 1.7 98No. 40 0.42 187.90 45.3 47.0 53

No. 100 0.15 196.06 47.2 94.2 6No. 200 0.075 8.74 2.1 96.3 3.7

Pan 2.50 0.6LBW 12.88 3.1

Total P200 0.0 D10 D30 D60 TOTAL 415.23 100.0 0.18 0.28 0.48

402.35

RETAINED FRACTIONAL


Loss By Washing

Sample Dried Weight

3.1

506.73415.23

22.0


0.92.7



Cu Cc

KASSAND (SP)

Sampe 3 13.5' to 15.0'12/16/2015


N/AKAS

GRAIN SIZE


0

10

20

30

40

50

60

70

80

90

100

0.00

1

0.010.1110100

Perc

ent F

iner



1"

3/4"

1/2"

No.

4

No.

10

No.

20

No.

40

No.

100

No.

200

25 19

12.5

4.75

1.68

0.84

0.42

0.15

0.07

5

© 2010 Northwest Design Group, Inc.\\ndgsrv1\Projects\Active Projects\N3127.010\Lab Testing\Moisture Content_ASTM D2216 Rev 010510Page 1 of 1

Form Issued: 06.02.09Revised: 01.05.10

Moisture ContentASTM D2216

Name : Tested By : Date :

Number : Checked By : Date :

Comments :

Exploration No.

Sample No.

Depth ft.

Tare No.

a. Wet Wt. + Tare gr.

b. Dry Wt. + Tare gr.

c. Tare Weight gr.

d. Moisture Loss (a-b) gr.

e. Dry Weight (b-c) gr.

f Moist.Cont. (d/e)x100 %

Exploration No.

Sample No.

Depth ft.

Tare No.

a. Wet Wt. + Tare gr.

b. Dry Wt. + Tare gr.

c. Tare Weight gr.

d. Moisture Loss (a-b) gr.

e. Dry Weight (b-c) gr.

f Moist.Cont. (d/e)x100 %

Comments:

(Note if any specimens: a) had a mass less than specified in ASTM D2216, b) included more than one material type, c) drying temperature varied from 110 deg C, or d) if any material was excluded from the specimen.)

22.0%

276.24

B1 B2

508.54

B01

SS2

8.5 - 10.0

102.54

327.33

8.5 - 10.0

130.17 433.50

13.5 * 15.0

SS2 SS3

Keith Sikora

QMR

B3 B6B3B3

596.22195.63

253.14

102.54

18.5 - 20.0 38.5 - 40.0 13.5 - 15.0

SS8SS4

PROJ

ECT 1/19/2016

1/20/2016

SS3 SS3

SAMP

LE

13.5 - 15.0

253.14 122.52 500.45 415.23

71.2%

506.73

27.63 180.36

122.52 500.45 415.23

MOIS

TURE

CON

TENT

SAMP

LEMO

ISTU

RE C

ONTE

NT

39.42

51.09

236.8221.6%

73.11

21.9%

95.77 91.50

59.7% 19.1%

3

111.52

508.5426.9%

620.06

Boyne City Marina Expansion

N3127.010