CITY OF BOYNE CITY ABONMARCHE

Transcription

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
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
City of Boyne City ● Floating Dock/Breakwater Sytems RFQ
Page 2of 8
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
Monday, August 15, 2016
Wednesday, August 31, 2016
Friday, September 2, 2016
Friday, September 9, 2016
Release of RFQ
Expression of interest by 5:00 p.m. Eastern
Last date for vendor questions
Last date for reply to vendor
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 .
Page 3of 8
Confirmation of Receipt of RFQ and Expression of Interest:
Any vendor who wishes to be considered must notify the Boyne City Marina Team by email( [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]
Page 4of 8
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.
Page 5of 8
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.
B.
C.
D.
Prequalification Questionnaire
Draft Floating System Specification
Draft Site Plans
Soil Investigation Report
Page 8of 8
Attachment A
Attachment A
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
2015
2010
2014
2009
2013
2008
2012
2007
2011
2006
Annual Dollar
Volume
# of Docks
Installed
Floating Systems RFQ
Boyne City Phase II Marina
August 5, 2016
Page 2 of 8
3.
Proposing prequalification of (check all that apply)
□ Floating Docks
□ Floating Attenuators
4.
B.
Dock model proposed
(provide photos, brochures, cut sheets, etc.)
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.
P:\_Projects\2015 PROJECTS\15-0994 Boyne City Marina Expansion - Preliminary Engineering\RFQ Package\Attachments\Boyne City - Final Prequalification Questionnaire.docx
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
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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
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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
Draft Floating System Specification
Attachment B
Abonmarche
Draft Floating Systems Specification – For information only
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.
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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
Abonmarche
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.
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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
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Abonmarche
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
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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
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Finger Piers
Gangways
Connection Details
Transition Plates/Ramps
Superstructure and Utility Chases
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.
4.
5.
6.
7.
8.
9.
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.
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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
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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.
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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 ZincCoated 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.
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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.
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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.
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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.
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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.
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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.
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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
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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.
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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 handholes.
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.
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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 CrouseHiinds 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)3810229, 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
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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
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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.
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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.
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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.
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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.
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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
Profile Height
(Feet)
(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’
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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.
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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 pullstrings 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.
PAGE 26 OF 33
Abonmarche
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
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Abonmarche
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*
Diameter of Pipe (In.)
Length of
Section (Ft.)
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
PAGE 28 OF 33
Abonmarche
“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
PAGE 29 OF 33
Abonmarche
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.
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Abonmarche
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.
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Abonmarche
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
PAGE 32 OF 33
Abonmarche
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
PAGE 33 OF 33
Attachment C
Draft Site Plans
Attachment C
SCHEDULE OF UTILITY PEDESTALS
DOCK
POWER PEDESTALS SYMBOL
"A"
"B"
YACHT POWER CENTER
2
50' -60' DOUBLE
7
1
50'-60' SINGLE
2
40'-49' DOUBLE
6
5
40'-49' SINGLE
1
1
30'-39' DOUBLE
6
6
30'-39 SINGLE
1
Totals:
14
24
AUXILIARY PLATFORM "A2":
TURN-AROUND FOR SERVICE VEHICLES
A
"C"
1
1
LAND
4
1
5
A
SHEET TITLE:
DOCK "A":
PROPOSED FLOATING BREAKWATER
13 - 30' SLIPS
12 - 40' SLIPS
9 - 50' SLIPS
7 - 60' SLIPS
2 - 80' SLIPS
DOCK "C":
PROPOSED FLOATING DOCK
22 - 25' SLIPS
58' BROADSIDE MOORING
OCK
"A" D
PRELIMINARY LAYOUT
"B" DOCK:
11 - 40' SLIPS
13 - 30' SLIPS
78' BROADSIDE MOORING
MARINA EXPANSION PLAN
OVERALL MARINA LAYOUT
DINGHY - BROADSIDE MOORING:
PROPOSED 250' OF BROADSIDE DOCKING
FOR DINGHIES AND SMALL CRAFT
FIXED-ADJUSTABLE DOCKS:
PROPOSED FINGER PIERS
9 - 30' SLIPS
30A
120V
2
4
2
2
1
4
2
PROJECT:
DREDGING:
PROPOSED NAVIGATIONAL DREDGING
F. GRANT MOORE
MUNICIPAL MARINA
CITY OF BOYNE CITY, MI
UTILITY PEDESTALS: SCHEDULE OF RECEPTACLES
50A
100A
SLIP TYPE
SYMBOL
120/240V
240V
YACHT POWER CENTER
2
2
50'-60' DOUBLE
4
50'-60' SINGLE
2
40' DOUBLE
2
40' SINGLE
1
30' DOUBLE
30' SINGLE
25' DOUBLE/SINGLE
-
DRAWN BY:
DJL/DAD/TRT
DESIGNED BY:
DAD
PM REVIEW:
WITH FUEL DOCK AND SWING MOORINGS
DATE:
05-29-2015
SEAL:
B
DOCK UTILITIES
LOCATION TO BE DETERMINED IN FINAL DESIGN
SIGNATURE:
SHOPPER'S DOCK:
EXTENDS EXISTING BROADSIDE
MOORING BY 23'
DOCK UTILITIES
DATE:
HARD COPY IS INTENDED TO
BE 24" X 36" WHEN PLOTTED.
SCALE(S) INDICATED AND
GRAPHIC QUALITY MAY NOT
BE ACCURATE FOR ANY
OTHER SIZES
B
E:\CIVIL 3D\ENG\_2015\15-0994 BOYNE CITY MARINA\dwg\15-0994 BS.dwg, 24x36 Overall Marina OPT C, 12/10/2015 10:50:54 AM, sroberts, 1:1
"C
"D
OC
K
PROPOSED
MARINA IMPROVEMENTS
CJC
QA/QC REVIEW:
SCALE:
HORZ: 1"=60'
VERT:
N/A
ACI JOB #
12-0842
DOCK UTILITIES AND EQUIPMENT
SHEET NO.
NO.
REVISION DESCRIPTION:
BY:
DATE:
1 of 1
COPYRIGHT 2013 - ABONMARCHE CONSULTANTS, INC.
95 West Main Street
Benton Harbor, MI. 49023
T 269.927.2295
F 269.927.1017
Confidence By Design
Manistee, MI
South Haven, MI
South Bend, IN
Portage, IN
Engineering
Architecture
Land Surveying
Marina/Waterfront
Community Planning
Landscape Architecture
Development Services
PROPOSED SWING MOORING FIELD:
10 - SWING MOORINGS ON HELICAL ANCHORS
OR DRIVEN PILE WITH BUOY AND MOORING
PENNANTS.
F. GRANT MOORE
MUNICIPAL MARINA
CITY OF BOYNE CITY, MI
COPYRIGHT 2013 - ABONMARCHE CONSULTANTS, INC.
95 West Main Street
Benton Harbor, MI. 49023
T 269.927.2295
F 269.927.1017
Confidence By Design
Manistee, MI
South Haven, MI
South Bend, IN
Portage, IN
Engineering
Architecture
Land Surveying
Marina/Waterfront
Community Planning
Landscape Architecture
Development Services
PROPOSED SWING MOORING FIELD:
10 - SWING MOORINGS ON HELICAL ANCHORS OR
DRIVEN PILE WITH BUOY AND MOORING PENNANTS.
SHEET TITLE:
OCK
"B" D
MARINA EXPANSION PLAN
OVERALL MARINA LAYOUT
ALTERNATE LAYOUT
TURN-AROUND FOR SERVICE VEHICLES
OCK
CK
DRAWN BY:
DO
DJL/DAD/TRT
DESIGNED BY:
"D"
"C"
DO
CK
"A" D
PRELIMINARY LAYOUT
PROJECT:
DREDGING:
PROPOSED NAVIGATIONAL DREDGING
DAD
PM REVIEW:
DO
CK
CJC
"E"
QA/QC REVIEW:
DATE:
JUNE 2016
E:\CIVIL 3D\ENG\_2015\15-0994 BOYNE CITY MARINA\dwg\15-0994 BS_MPL2.dwg, 24x36 Overall Marina ALT LAYOUT, 7/1/2016 4:37:05 PM, mle, 1:1
SEAL:
DOCK UTILITIES
SIGNATURE:
DATE:
SHOPPER'S DOCK:
EXTENDS EXISTING BROADSIDE
MOORING BY 23'
DOCK UTILITIES
HARD COPY IS INTENDED TO
BE 24" X 36" WHEN PLOTTED.
SCALE(S) INDICATED AND
GRAPHIC QUALITY MAY NOT
BE ACCURATE FOR ANY
OTHER SIZES
SCALE:
HORZ: 1"=60'
VERT:
N/A
ACI JOB #
15-0994
DOCK UTILITIES AND EQUIPMENT
SHEET NO.
NO.
REVISION DESCRIPTION:
BY:
DATE:
1 of 1
Attachment D
Soil Investigation Report
Appendix D
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
1.0 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
1
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 waterdeposited 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
2
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.
3
Table 1 - Soil parameter estimates for the most prevalent soils encountered on the site.
Soil Type
Loose
uniformlygraded fine or
fine to medium
Sands (SP)
Very soft
Silt/Lake Marl
with organics
and shells (ML)
Medium dense
Sands with
varying amounts
of silt (SP-SM)
Very soft Peat
(Pt)
Saturated
Unit
Weight,
γ sat
(pcf)
Buoyant
Unit
Weight,
γ’
(pcf)
120
60
100
40
(degrees)
Average
Undrained
Shear
Strength, s u
(psf)
30
N/A
Drained
Friction
Angle, φ’
Use φ’=0°
150
130
70
35
N/A
75
15
Use φ’=0°
<50
Notes
See borings for
locations and depths
See borings for
See borings for
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
(pci)
psf
Loose uniformly-graded
fine or fine to medium
Sands (SP)
Very soft Silt/Lake Marl
with organics and shells
(ML)
Medium dense Sands
with varying amounts of
silt (SP-SM)
Very soft Peat (Pt)
0.50
1602
3.0
10
0.604
1502
1.04
1
0.27
1202
3.7
55
N/A
N/A
N/A
N/A
1
Considering a steel pipe pile
Average depths below mudline of 10 feet
3
Based on Rankine earth pressures
4
Based on total stress (K=σ h /σ v ) parameters as opposed to effective stress parameters (K=σ' h /σ' v )
2
4
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.
5
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 reevaluate 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.
Geotechnical Engineer
NILS W. LINDWALL, P.E.
Geotechnical Section Manager
6
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.
7
SITE
Image source: USGS Charlevoix 30‐ x 60‐min Quadrangle, 1984
VICINITY MAP
BOYNE CITY MARINA EXPANSION
Prepared for: The City of Boyne City
DRAWN:
QMR
DESIGNED
n/a
FILE NO.:
N3127.010
Figure:
1
\\ndgsrv1\Projects\Active Projects\N3127.010\Vicinity Map.docx
B01 B02 S1 B04 Proposed Dock Additions, (Shown for reference, not to scale) B06 B05 B03 B07 S2 LEGEND B02 S2 Boring Location and Designation
Soil Section Profile (See Figure 3)
Image source: Google Earth
EXPLORATION PLAN
BOYNE CITY MARINA EXPANSION
Prepared for: The City of Boyne City
DRAWN:
QMR
DESIGNED:
n/a
FILE NO.:
N3127.010
Figure:
2
\\ndgsrv1\Projects\Active Projects\N3127.010\Exploration Plan.docx
APPENDIX A
FIELD EXPLORATION PROGRAM
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BORING NUMBER B01
Northwest Design Group, Inc.
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
CLIENT City of Boyne City
PROJECT NAME Boyne City Marina Expansion
PROJECT NUMBER N3127.010
PROJECT LOCATION Boyne City, Michigan
COMPLETED 12/17/15
GROUND WATER LEVELS:
DRILLING METHOD Hollow-Stem Auger
AT TIME OF DRILLING ---
LOGGED BY KAS
AT END OF DRILLING ---
BLOW
COUNTS
(N VALUE)
0
RECOVERY %
(RQD)
GRAPHIC
LOG
MATERIAL DESCRIPTION
AFTER DRILLING --SAMPLE TYPE
NUMBER
CHECKED BY NWL
NOTES Water Depth is 15', See Site Plan
DEPTH
(ft)
HOLE SIZE 8.5
SS
1
56
2-4-6
(10)
SS
2
100
2-3-4
(7)
SS
3
56
0-0-1
(1)
SS
4
44
1-1-2
(3)
SS
5
44
2-1-3
(4)
SS
6
56
1-1-1
(2)
SS
7
44
1-2-1
(3)
SS
8
100
3-4-6
(10)
SS
9
100 13-17-19
(36)
SS
10
100
Gray, SILT WITH SAND (ML), few organcs (shells) - wet - soft
Brown, fine to medium SAND (SP) - wet - loose
10
becomes very loose
20
trace gravel
no gravel
GEOTECH BH PLOTS N3127.010.GPJ GINT US.GDT 2/5/16
30
40
Brown, CLAY (CL) - moist - stiff
Brown, fine, SAND (SP) - wet - dense
50
Brown, fine, SILTY SAND (SM) - wet - medium dense
Bottom of hole at 50.0 feet.
8-5-7
(12)
1.5
DRY UNIT WT.
(pcf)
DRILLING CONTRACTOR NDG, LLC
GROUND ELEVATION 565 ft
POCKET PEN.
(tsf)
DATE STARTED 12/17/15
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B02
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/16/15
LOGGED BY APJ
BLOW
COUNTS
(N VALUE)
SS
1
33
0-0-0
(0)
SS
2
17
0-0-0
(0)
6" layer of silt (marl)
SS
3
100
1-1-3
(4)
becomes dark brown, trace gravel
Light brown, CLAY (CL) - moist - medium stiff
SS
4
100
3-2-3
(5)
1.0
SS
5
100
4-4-10
(14)
2.0
SS
6
100
7-8-14
(22)
SS
7
100
4-5-6
(11)
0
POCKET PEN.
(tsf)
RECOVERY %
(RQD)
GRAPHIC
LOG
NUMBER
CHECKED BY NWL
DEPTH
(ft)
HOLE SIZE 8.5
Brown, fine, SAND (SP), trace organics - wet - very loose
10
20
Light brown, SANDY SILT (ML) - wet - stiff to very stiff
30
Brown, fine, SAND (SP) - wet - medium dense
becomes light brown, trace silt
DRY UNIT WT.
(pcf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B03
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/17/15
LOGGED BY APJ
0
BLOW
COUNTS
(N VALUE)
RECOVERY %
(RQD)
GRAPHIC
LOG
NUMBER
CHECKED BY NWL
DEPTH
(ft)
HOLE SIZE 8.5
SS
1
17
0-0-0
(0)
SS
2
100
0-0-0
(0)
SS
3
100
0-0-0
(0)
SS
4
100
0-0-0
(0)
SS
5
100
0-0-0
(0)
SS
6
100
1-0-1
(1)
SS
7
100
3-4-4
(8)
SS
8
100
2-1-1
(2)
SS
9
100
5-5-7
(12)
SS
10
100
6-7-10
(17)
Dark brown, fine to medium SAND (SP), few organics (wood /
muck)
10
Gray, SILT (ML), few organics (shells) - wet - very soft (marl)
20
9" layer of sand with silt
Brown, fine to medium SAND (SP) - wet - very loose
30
Brown, fine to medium SAND WITH SILT (SP-SM) - wet - loose
Light brown, fine to medium SAND (SP) - moist - very loose
40
becomes medium dense
50
0
DRY UNIT WT.
(pcf)
POCKET PEN.
(tsf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B04
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/17/15
LOGGED BY KAS
BLOW
COUNTS
(N VALUE)
0
RECOVERY %
(RQD)
GRAPHIC
LOG
DEPTH
(ft)
NUMBER
CHECKED BY NWL
SS
1
100
0-0-0
(0)
SS
2
100
2-4-9
(13)
SS
3
100
2-2-3
(5)
Gray, fine, SAND WITH SILT (SP-SM) - wet - medium dense
10
becomes loose
HOLE SIZE 8.5
DRY UNIT WT.
(pcf)
POCKET PEN.
(tsf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B05
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/16/15
LOGGED BY KAS
BLOW
COUNTS
(N VALUE)
0
RECOVERY %
(RQD)
GRAPHIC
LOG
NUMBER
CHECKED BY NWL
DEPTH
(ft)
HOLE SIZE 8.5
SS
1
100
0-0-2
(2)
SS
2
100
1-1-1
(2)
SS
3
100
0-0-0
(0)
Brown, fine, SAND (SP), trace organics - wet - very loose
10
0
DRY UNIT WT.
(pcf)
POCKET PEN.
(tsf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B06
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/16/15
LOGGED BY KAS
BLOW
COUNTS
(N VALUE)
0
RECOVERY %
(RQD)
GRAPHIC
LOG
NUMBER
CHECKED BY NWL
DEPTH
(ft)
HOLE SIZE 8.5
SS
1
22
0-0-0
(0)
SS
2
100
0-0-0
(0)
SS
3
100
1-1-1
(2)
SS
4
100
3-3-5
(8)
Dark brown, PEAT (PT) - wet - very soft
10
Brown, fine, SAND (SP) - wet - very loose
becomes loose
20
0
DRY UNIT WT.
(pcf)
POCKET PEN.
(tsf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
BORING NUMBER B07
2940 Parkview Drive
Petoskey, MI 49770
Telephone: 231-348-1180
Fax: 231-348-1185
PAGE 1 OF 1
COMPLETED 12/17/15
LOGGED BY KAS
BLOW
COUNTS
(N VALUE)
0
RECOVERY %
(RQD)
GRAPHIC
LOG
DEPTH
(ft)
NUMBER
CHECKED BY NWL
SS
1
17
0-0-2
(2)
SS
2
100
0-0-0
(0)
Dark brown, PEAT (PT), few sand - wet - very soft
Gray SILT (ML) - wet - very soft
10
HOLE SIZE 8.5
DRY UNIT WT.
(pcf)
POCKET PEN.
(tsf)
SPT N VALUE
20
40
60
80
PL
MC
LL
20
40
60
80
FINES CONTENT (%)
20
40
60
80
APPENDIX B
LABORATORY TESTING PROGRAM
(
)
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Sieve Analysis Report
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 1
KAS
SAND (SP)
Northwest Design Group
KAS
mm
Sample ID: Sampe 3 13.5' to 15.0'
Date Sampled: 12/17/2015
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Project: Boyne City Marina
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
620.06
508.54
21.9
487.71
4.1
Initial Sample Wet Weight
Sample Dried Weight
As-rec'd Moisture Cont
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
111.5 g
Weight After Washing
0.00
0.08
0.39
0.90
39.02
416.48
29.32
1.52
20.83
Pan
LBW
Total P200
508.54
TOTAL
0.0
0.0
0.0
0.0
0.1
0.2
7.7
81.9
5.8
0.3
4.1
0.0
100.0
0.0
0.0
0.0
0.0
0.1
0.3
7.9
89.8
95.6
100
100
100
100
100
100
92
10
4.4
20.8 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
D10
0.15
D30
0.2
D60
0.28
Cu
1.9
Cc
1.0
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
U.S. Standard Sieve Sizes
90
80
Percent Finer
70
60
50
40
30
20
10
Grain Diameter, (mm)
\\ndgsrv1\Projects\Active Projects\N3127.010\Lab Testing\Sieve Analysis_ASTM D422 B1 S3
0.001
0.01
0.1
0.075
0.15
100
0
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 2
KAS
SAND (SP)
KAS
mm
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
130.17
102.54
26.9
100.34
2.1
Sample Dried Weight
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
27.6 g
0.00
0.08
1.36
36.49
57.30
4.63
0.48
2.20
Pan
LBW
Total P200
102.54
TOTAL
0.0
0.0
0.0
0.0
0.1
1.3
35.6
55.9
4.5
0.5
2.1
0.0
100.0
0.0
0.0
0.0
0.0
0.1
1.4
37.0
92.9
97.4
100
100
100
100
100
99
63
7
2.6
2.2 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
D10
0.17
D30
0.25
D60
0.4
Cu
2.4
Cc
0.9
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
90
80
Percent Finer
70
60
50
40
30
20
10
0.001
0.01
0.1
0.075
0.15
100
0
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 3
KAS
SILT (ML)
KAS
mm
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
433.50
253.14
71.2
27.94
89.0
Sample Dried Weight
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
180.4 g
0.00
0.16
0.52
2.10
11.92
12.10
1.14
225.20
Pan
LBW
Total P200
253.14
TOTAL
0.0
0.0
0.0
0.0
0.1
0.2
0.8
4.7
4.8
0.5
89.0
0.0
100.0
0.0
0.0
0.0
0.0
0.1
0.3
1.1
5.8
10.6
100
100
100
100
100
100
99
94
89.4
225.2 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
D10
D30
D60
Cu
Cc
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
90
80
Percent Finer
70
60
50
40
30
20
10
0.001
0.01
0.1
0.075
0.15
100
0
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 3
KAS
SILT (ML)
KAS
mm
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
195.63
122.52
59.7
12.69
89.6
Sample Dried Weight
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
73.1 g
0.00
0.09
1.37
5.64
4.89
0.70
109.83
Pan
LBW
Total P200
122.52
TOTAL
0.0
0.0
0.0
0.0
0.0
0.1
1.1
4.6
4.0
0.6
89.6
0.0
100.0
0.0
0.0
0.0
0.0
0.0
0.1
1.2
5.8
9.8
100
100
100
100
100
100
99
94
90.2
109.8 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
Material was crushed using mortar and
pestle after initial drying in order to aid in
washing process.
D10
D30
D60
Cu
Cc
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
90
80
Percent Finer
70
60
50
40
30
20
10
0.001
0.01
0.1
0.075
0.15
100
0
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 3
KAS
SAND (SP)
KAS
mm
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
596.22
500.45
19.1
485.43
3.0
Sample Dried Weight
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
95.8 g
0.00
0.36
0.73
4.32
47.59
377.89
51.82
2.72
15.02
Pan
LBW
Total P200
500.45
TOTAL
0.0
0.0
0.0
0.1
0.1
0.9
9.5
75.5
10.4
0.5
3.0
0.0
100.0
0.0
0.0
0.0
0.1
0.2
1.1
10.6
86.1
96.5
100
100
100
100
100
99
89
14
3.5
15.0 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
D10
0.14
D30
0.18
D60
0.28
Cu
2.0
Cc
0.8
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
90
80
Percent Finer
70
60
50
40
30
20
10
0.001
0.01
0.1
0.075
0.15
100
0
ASTM D422
Project No:
Client:
Source:
Sampled By:
Material:
Contractor:
Tested By:
N3127.010
City of Boyne City
Boring 6
KAS
SAND (SP)
KAS
mm
Producer: N/A
Date: N/A
RETAINED
FRACTIONAL
GRAIN SIZE
Sieve
Percent
Weight, g
Percent
Report No:
CUMULATIVE
PERCENT
Retained
1
SAMPLE
Passing
506.73
415.23
22.0
402.35
3.1
Sample Dried Weight
76.2
25
19
12.5
4.75
1.68
0.84
0.42
0.15
0.075
3"
1"
3/4"
1/2"
No. 4
No. 10
No. 20
No. 40
No. 100
No. 200
91.5 g
0.00
0.45
1.72
4.98
187.90
196.06
8.74
2.50
12.88
Pan
LBW
Total P200
415.23
TOTAL
0.0
0.0
0.0
0.1
0.4
1.2
45.3
47.2
2.1
0.6
3.1
0.0
100.0
0.0
0.0
0.0
0.1
0.5
1.7
47.0
94.2
96.3
100
100
100
100
99
98
53
6
3.7
12.9 g
Loss By Washing
Max Particle Size:
g
g
%
g
%
mm
Particle Shape:
Angular
Particle Hardness:
Hard
Rounded
Soft
Mixed
Friable
REMARKS:
D10
0.18
D30
0.28
D60
0.48
Cu
2.7
Cc
0.9
No. 200
No. 100
No. 40
No. 10
1.68
0.42
No. 4
4.75
No. 20
1/2"
12.5
10
100
1
0.84
1"
3/4"
25
19
90
80
Percent Finer
70
60
50
40
30
20
10
0.001
0.01
0.1
0.075
0.15
100
0
PROJECT
Name :
SAMPLE
Moisture Content
ASTM D2216
Boyne City Marina Expansion
Exploration No.
B01
B1
B2
B3
B3
B3
B6
Sample No.
SS2
SS3
SS2
SS3
SS4
SS8
SS3
8.5 - 10.0
13.5 - 15.0
8.5 - 10.0
13.5 * 15.0
18.5 - 20.0
38.5 - 40.0
13.5 - 15.0
Number :
N3127.010
Keith Sikora
Date :
Checked By :
QMR
Date :
1/19/2016
1/20/2016
Comments :
Depth
ft.
Tare No.
MOISTURE CONTENT
Tested By :
3
a. Wet Wt. + Tare
gr.
327.33
620.06
130.17
433.50
195.63
596.22
506.73
b. Dry Wt. + Tare
gr.
276.24
508.54
102.54
253.14
122.52
500.45
415.23
c. Tare Weight
gr.
39.42
d. Moisture Loss (a-b)
gr.
51.09
111.52
27.63
180.36
73.11
95.77
91.50
e. Dry Weight (b-c)
gr.
236.82
508.54
102.54
253.14
122.52
500.45
415.23
Moist.Cont. (d/e)x100 %
21.6%
21.9%
26.9%
71.2%
59.7%
19.1%
22.0%
f
SAMPLE
Exploration No.
Sample No.
Depth
ft.
MOISTURE CONTENT
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.)
© 2010 Northwest Design Group, Inc.
1 of 1
\\ndgsrv1\Projects\Active Projects\N3127.010\Lab Testing\Moisture Content_ASTM D2216 Rev Page
010510
Form Issued: 06.02.09
Revised: 01.05.10