20190827 Ver 1_Southdock Project Special Provisions_20190619

Southdock Seawall
Hyde County
Project Special Provisions
Structures
Table of Contents
Special Provision
Scope of Work
Page
2
Securing of Vessels
(10-12-01)
2
Falsework and Formwork
(04-05-12)
3
Submittal of Working Drawings
(06-12-17)
9
Crane Safety
(08/15/05)
15
Grout for Structures
(09-30-11)
16
Partial Removal of Existing Structure
(SPECIAL)
17
Reinforced Concrete Seawall Cap
(SPECIAL)
17
Galvanized Steel Tie Rods
(SPECIAL)
18
1

SCOPE OF WORK
The work shall consist of furnishing all labor, equipment, and materials to install approximately
1000 linear feet of anchored steel sheet pile seawall and reinforced concrete seawall cap. The
steel sheet piles will be procured and provided by the NCDOT to include the specified protective
coating.
Work will be performed at the following location:
• NC 12 (Irvin Garrish Hwy) on Ocracoke Island, Northwest corner of the Southdock Ferry
Terminal site.
The northern shoreline of the Southdock Ferry Terminal site is actively scouring and requires
stabilizing before the paved stacking lanes and protective dunes are destroyed. The seawall will
be installed in front of an existing steel sheet pile seawall on the south side of the site within the
active Ferry Basin and then wrap around to the north side running parallel to Hatteras Inlet. The
Basin and Inlet seawalls will be anchored together with galvanized tie rods and reinforced
concrete caps that serve as wales. The site will require excavation and earthwork to install the tie
rods and reinforced concrete seawall cap.
The existing seawall on the Basin side requires partial demolition to allow installation of the new
seawall. A grout closure column shall be installed at the south intersection of the new and
existing seawalls to provide positive closure and prevent loss of fill material. Sand fill shall be
placed between the new and existing steel sheet piles.
The Inlet seawall will extend along the north side of the Ferry Terminal peninsula and partially
extend around the north end of the vehicular stacking lanes. The seawall at the stacking lanes
will be anchored back to a buried steel sheet pile deadman with a galvanized double steel
channel wale assembly.
After complete installation of the seawall the site shall be filled and regraded with sand to match
the existing dune elevations.
SECURING OF VESSELS
(10-12-01)
Secure vessels in accordance with Section 107 of the Standard Specifications and the following
provision.
When utilizing barges, tugboats or other vessels, take all necessary precautions to ensure that
such vessels are securely anchored or moored when not in active operation. Take all necessary
measures to ensure that the vessels are operated in a manner that avoids damage to or
unnecessary contact with bridges and other highway structures and attachments. If severe
Pa

weather conditions are anticipated, or should be anticipated through reasonable monitoring of
weather forecasts, take additional measures to protect bridges and other highway structures and
attachments from extreme conditions. The Contractor is strictly liable for damages to any bridge
or other highway structure or attachment caused by a vessel owned or controlled by the
Contractor. The Contractor is also liable to third parties for property damages and loss of
revenue caused by vessels under the Contractor's control.
FALSEWORK AND FORMWORK
1.0 DESCRIPTION
(4-5-12)
Use this Special Provision as a guide to develop temporary works submittals required by
the Standard Specifications or other provisions; no additional submittals are required
herein. Such temporary works include, but are not limited to, falsework and formwork.
Falsework is any temporary construction used to support the permanent structure until it
becomes self-supporting. Formwork is the temporary structure or mold used to retain
plastic or fluid concrete in its designated shape until it hardens. Access scaffolding is a
temporary structure that functions as a work platform that supports construction personnel,
materials, and tools, but is not intended to support the structure. Scaffolding systems that
are used to temporarily support permanent structures (as opposed to functioning as work
platforms) are considered to be falsework under the definitions given. Shoring is a
component of falsework such as horizontal, vertical, or inclined support members. Where
the term "temporary works" is used, it includes all of the temporary facilities used in bridge
construction that do not become part of the permanent structure.
Design and construct safe and adequate temporary works that will support all loads
imposed and provide the necessary rigidity to achieve the lines and grades shown on the
plans in the final structure.
2.0 MATERIALS
Select materials suitable for temporary works; however, select materials that also ensure
the safety and quality required by the design assumptions. The Engineer has authority to
reject material on the basis of its condition, inappropriate use, safety, or nonconformance
with the plans. Clearly identify allowable loads or stresses for all materials or
manufactured devices on the plans. Revise the plan and notify the Engineer if any change
to materials or material strengths is required.
3.0 DESIGN REQUIREMENTS
A. Working Drawings
Provide working drawings for items as specified in the contract, or as required by the
Engineer, with design calculations and supporting data in sufficient detail to permit a
structural and safety review of the proposed design of the temporary work.
3

On the drawings, show all information necessary to allow the design of any component
to be checked independently as determined by the Engineer.
When concrete placement is involved, include data such as the drawings of proposed
sequence, rate of placement, direction of placement, and location of all construction
joints. Submit the number of copies as called for by the contract.
When required, have the drawings and calculations prepared under the guidance of, and
sealed by, a North Carolina Registered Professional Engineer who is knowledgeable in
temporary works design.
If requested by the Engineer, submit with the working drawings manufacturer's catalog
data listing the weight of all construction equipment that will be supported on the
temporary work. Show anticipated total settlements and/or deflections of falsework
and forms on the working drawings. Include falsework footing settlements, joint take-
up, and deflection of beams or girders.
As an option for the Contractor, overhang falsework hangers may be uniformly spaced,
at a maximum of 36 inches, provided the following conditions are met:
Member
Member
Max. Overhang
Max. Slab Edge
Max. Screed
Bracket Min.
Vertical Leg
Type
Depth,
Width,
Thickness,
Wheel Weight,
Extension,
(PCG)
(inches)
(inches)
(inches)
(lbs.)
inches
II
36
39
14
2000
26
III
45
42
14
2000
35
IV
54
45
14
2000
44
MBT
63
51
12
2000
50
MBT
72
55
12
1700
48
Overhang width is measured from the centerline of the girder to the edge of the deck
slab.
For Type II, III & IV prestressed concrete girders (PCG), 45-degree cast -in -place half
hangers and rods must have a minimum safe working load of 6,000 lbs.
For MBT prestressed concrete girders, 45-degree angle holes for falsework hanger rods
shall be cast through the girder top flange and located, measuring along the top of the
member, V-2 1/z" from the edge of the top flange. Hanger hardware and rods must have
a minimum safe working load of 6,000 lbs.
The overhang bracket provided for the diagonal leg shall have a minimum safe working
load of 3,750 lbs. The vertical leg of the bracket shall extend to the point that the heel
bears on the girder bottom flange, no closer than 4 inches from the bottom of the
member. However, for 72-inch members, the heel of the bracket shall bear on the web,
near the bottom flange transition.
Provide adequate overhang falsework and determine the appropriate adjustments for
deck geometry, equipment, casting procedures and casting conditions.
C!

If the optional overhang falsework spacing is used, indicate this on the falsework
submittal and advise the girder producer of the proposed details. Failure to notify the
Engineer of hanger type and hanger spacing on prestressed concrete girder casting
drawings may delay the approval of those drawings.
Falsework hangers that support concentrated loads and are installed at the edge of thin
top flange concrete girders (such as bulb tee girders) shall be spaced so as not to exceed
75% of the manufacturer's stated safe working load. Use of dual leg hangers (such as
Meadow Burke HF-42 and HF-43) are not allowed on concrete girders with thin top
flanges. Design the falsework and forms supporting deck slabs and overhangs on girder
bridges so that there will be no differential settlement between the girders and the deck
forms during placement of deck concrete.
When staged construction of the bridge deck is required, detail falsework and forms for
screed and fluid concrete loads to be independent of any previous deck pour
components when the mid -span girder deflection due to deck weight is greater than 3/4".
Note on the working drawings any anchorages, connectors, inserts, steel sleeves or
other such devices used as part of the falsework or formwork that remains in the
permanent structure. If the plan notes indicate that the structure contains the necessary
corrosion protection required for a Corrosive Site, epoxy coat, galvanize or metalize
these devices. Electroplating will not be allowed. Any coating required by the
Engineer will be considered incidental to the various pay items requiring temporary
works.
Wi

Design falsework and formwork requiring submittals in accordance with the 1995
AASHTO Guide Design Specifications for Bridge Temporary Works except as noted
herein.
1. Wind Loads
Table 2.2 of Article 2.2.5.1 is modified to include wind velocities up to 110 mph.
In addition, Table 2.2A is included to provide the maximum wind speeds by county
in North Carolina.
Table 2.2 - Wind Pressure Values
Height Zone
feet above ground
Pressure, lb/ft2 for Indicated Wind Velocity, mph
70
80
90
100
110
0 to 30
15
20
25
30
35
30 to 50
20
25
30
35
40
50 to 100
25
30
35
40
45
over 100
30
35
40
45
50
2. Time of Removal
The following requirements replace those of Article 3.4.8.2.
Do not remove forms until the concrete has attained strengths required in Article
420-16 of the Standard Specifications and these Special Provisions.
Do not remove forms until the concrete has sufficient strength to prevent damage to
the surface.
Cel

Table 2.2A - Steady State Maximum Wind Speeds by Counties in North Carolina
COUNTY
25 YR
(mph)
COUNTY
25 YR
(mph)
COUNTY
25 YR
(mph)
Alamance
70
Franklin
70
Pamlico
100
Alexander
70
Gaston
70
Pasquotank
100
Alleghany
70
Gates
90
Pender
100
Anson
70
Graham
80
Perquimans
100
Ashe
70
Granville
70
Person
70
Avery
70
Greene
80
Pitt
90
Beaufort
100
Guilford
70
Polk
80
Bertie
90
Halifax
80
Randolph
70
Bladen
90
Harnett
70
Richmond
70
Brunswick
100
Haywood
80
Robeson
80
Buncombe
80
Henderson
80
Rockingham
70
Burke
70
Hertford
90
Rowan
70
Cabarrus
70
Hoke
70
Rutherford
70
Caldwell
70
Hyde
110
Sampson
90
Camden
100
Iredell
70
Scotland
70
Carteret
110
Jackson
80
Stanley
70
Caswell
70
Johnston
80
Stokes
70
Catawba
70
Jones
100
Surry
70
Cherokee
80
Lee
70
Swain
80
Chatham
70
Lenoir
90
Transylvania
80
Chowan
90
Lincoln
70
Tyrell
100
Clay
80
Macon
80
Union
70
Cleveland
70
Madison
80
Vance
70
Columbus
90
Martin
90
Wake
70
Craven
100
McDowell
70
Warren
70
Cumberland
80
Mecklenburg
70
Washington
100
Currituck
100
Mitchell
70
Watauga
70
Dare
110
Montgomery
70
Wayne
80
Davidson
70
Moore
70
Wilkes
70
Davie
70
Nash
80
Wilson
80
Duplin
90
New Hanover
100
Yadkin
70
Durham
70
Northampton
80
Yancey
70
Edgecombe
80
Onslow
100
Forsyth
70
Orange
70

B. Review and Approval
The Engineer is responsible for the review and approval of temporary works' drawings.
Submit the working drawings sufficiently in advance of proposed use to allow for their
review, revision (if needed), and approval without delay to the work.
The time period for review of the working drawings does not begin until complete
drawings and design calculations, when required, are received by the Engineer.
Do not start construction of any temporary work for which working drawings are
required until the drawings have been approved. Such approval does not relieve the
Contractor of the responsibility for the accuracy and adequacy of the working drawings.
4.0 CONSTRUCTION REQUIREMENTS
All requirements of Section 420 of the Standard Specifications apply.
Construct temporary works in conformance with the approved working drawings. Ensure
that the quality of materials and workmanship employed is consistent with that assumed in
the design of the temporary works. Do not weld falsework members to any portion of the
permanent structure unless approved. Show any welding to the permanent structure on the
approved construction drawings.
Provide tell -tales attached to the forms and extending to the ground, or other means, for
accurate measurement of falsework settlement. Make sure that the anticipated compressive
settlement and/or deflection of falsework does not exceed 1 inch. For cast -in -place
concrete structures, make sure that the calculated deflection of falsework flexural members
does not exceed 1/240 of their span regardless of whether or not the deflection is
compensated by camber strips.
A. Maintenance and Inspection
Inspect and maintain the temporary work in an acceptable condition throughout the
period of its use. Certify that the manufactured devices have been maintained in a
condition to allow them to safely carry their rated loads. Clearly mark each piece so
that its capacity can be readily determined at the job site.
Perform an in-depth inspection of an applicable portion(s) of the temporary works, in
the presence of the Engineer, not more than 24 hours prior to the beginning of each
concrete placement. Inspect other temporary works at least once a month to ensure that
they are functioning properly. Have a North Carolina Registered Professional Engineer
inspect the cofferdams, shoring, sheathing, support of excavation structures, and
support systems for load tests prior to loading.
r-i

B. Foundations
Determine the safe bearing capacity of the foundation material on which the supports
for temporary works rest. If required by the Engineer, conduct load tests to verify
proposed bearing capacity values that are marginal or in other high -risk situations.
The use of the foundation support values shown on the contract plans of the permanent
structure is permitted if the foundations are on the same level and on the same soil as
those of the permanent structure.
Allow for adequate site drainage or soil protection to prevent soil saturation and
washout of the soil supporting the temporary works supports.
If piles are used, the estimation of capacities and later confirmation during construction
using standard procedures based on the driving characteristics of the pile is permitted.
If preferred, use load tests to confirm the estimated capacities; or, if required by the
Engineer conduct load tests to verify bearing capacity values that are marginal or in
other high risk situations.
The Engineer reviews and approves the proposed pile and soil bearing capacities.
5.0 REMOVAL
Unless otherwise permitted, remove and keep all temporary works upon completion of the
work. Do not disturb or otherwise damage the finished work.
Remove temporary works in conformance with the contract documents. Remove them in
such a manner as to permit the structure to uniformly and gradually take the stresses due to
its own weight.
6.0 METHOD OF MEASUREMENT
Unless otherwise specified, temporary works will not be directly measured.
7.0 BASIS OF PAYMENT
Payment at the contract unit prices for the various pay items requiring temporary works
will be full compensation for the above falsework and formwork.
SUBMITTAL OF WORKING DRAWINGS
8.0 GENERAL
(6-28-17)
Submit working drawings in accordance with Article 105-2 of the Standard Specifications
and this provision. For this provision, "submittals" refers to only those listed in this
provision. The list of submittals contained herein does not represent a list of required
submittals for the project. Submittals are only necessary for those items as required by the
contract. Make submittals that are not specifically noted in this provision directly to the
E

Engineer. Either the Structures Management Unit or the Geotechnical Engineering Unit or
both units will jointly review submittals.
If a submittal contains variations from plan details or specifications or significantly affects
project cost, field construction or operations, discuss the submittal with and submit all
copies to the Engineer. State the reason for the proposed variation in the submittal. To
minimize review time, make sure all submittals are complete when initially submitted.
Provide a contact name and information with each submittal. Direct any questions
regarding submittal requirements to the Engineer, Structures Management Unit contacts or
the Geotechnical Engineering Unit contacts noted below.
In order to facilitate in -plant inspection by NCDOT and approval of working drawings,
provide the name, address and telephone number of the facility where fabrication will
actually be done if different than shown on the title block of the submitted working
drawings. This includes, but is not limited to, precast concrete items, prestressed concrete
items and fabricated steel or aluminum items.
9.0 ADDRESSES AND CONTACTS
For submittals to the Structures Management Unit, use the following addresses:
Via US mail:
Mr. B. C. Hanks, P. E.
State Structures Engineer
North Carolina Department
of Transportation
Structures Management Unit
1581 Mail Service Center
Raleigh, NC 27699-1581
Attention: Mr. J. L. Bolden, P. E.
Submittals may also be made via email.
Send submittals to:
jlbolden(&,,ncdot.gov (James Bolden)
Via other delivery service:
Mr. B. C. Hanks, P. E.
State Structures Engineer
North Carolina Department
of Transportation
Structures Management Unit
1000 Birch Ridge Drive
Raleigh, NC 27610
Attention: Mr. J. L. Bolden, P. E.
Send an additional e-copy of the submittal to the following address:
eomile(a�ncdot. gov
mrorienncdot. gov
(Emmanuel Omile)
(Madonna Rorie)
For submittals to the Geotechnical Engineering Unit, use the following addresses:
For projects in Divisions 1-7, use the following Eastern Regional Office address:
Via US mail:
Mr. Chris Kreider, P. E.
Eastern Regional Geotechnical
Manager
North Carolina Department
[0]
Via other delivery service:
Mr. Chris Kreider, P. E.
Eastern Regional Geotechnical
Manager
North Carolina Department

of Transportation
Geotechnical Engineering Unit
Eastern Regional Office
1570 Mail Service Center
Raleigh, NC 27699-1570
of Transportation
Geotechnical Engineering Unit
Eastern Regional Office
3301 Jones Sausage Road, Suite 100
Garner, NC 27529
Via Email: EastGeotechnicalSubmittalnncdot.gov
For projects in Divisions 8-14, use the following Western Regional Office address:
Via US mail or other delivery service:
Mr. Eric Williams, P. E.
Western Regional Geotechnical
Manager
North Carolina Department
of Transportation
Geotechnical Engineering Unit
Western Regional Office
5253 Z Max Boulevard
Harrisburg, NC 28075
Via Email: WestGeotechnicalSubmittal(a=,ncdot.gov
The status of the review of structure -related submittals sent to the Structures Management
Unit can be viewed from the Unit's website, via the "Drawing Submittal Status" link.
The status of the review of geotechnical-related submittals sent to the Geotechnical
Engineering Unit can be viewed from the Unit's website, via the "Geotechnical
Construction Submittals" link.
Direct any questions concerning submittal review status, review comments or drawing
markups to the following contacts:
Primary Structures Contact: James Bolden
(919) 707 — 6408
(919)
250 — 4082 facsimile
i lboldennncdot. Gov
Secondary Structures Contacts:
Emmanuel Omile (919) 707 —
6451
Madonna Rorie (919) 707 —
6508
Eastern Regional Geotechnical Contact (Divisions 1-7):
Chris Kreider (919)
662 — 4710
ckreiderAncdot. gov
11

Western Regional Geotechnical Contact (Divisions 8-14):
Eric Williams (704) 455 —
8902
ewilliams3 kncdot. gov
10.0 SUBMITTAL COPIES
Furnish one complete copy of each submittal, including all attachments, to the Engineer.
At the same time, submit the number of hard copies shown below of the same complete
submittal directly to the Structures Management Unit and/or the Geotechnical Engineering
Unit.
The first table below covers "Structure Submittals". The Engineer will receive review
comments and drawing markups for these submittals from the Structures Management
Unit. The second table in this section covers "Geotechnical Submittals". The Engineer
will receive review comments and drawing markups for these submittals from the
Geotechnical Engineering Unit.
Unless otherwise required, submit one set of supporting calculations to either the Structures
Management Unit or the Geotechnical Engineering Unit unless both units require submittal
copies in which case submit a set of supporting calculations to each unit. Provide
additional copies of any submittal as directed.
STRUCTURE SUBMITTALS
Copies
Copies
Required by
Required by
Structures
Geotechnical
Management
Engineering
Contract Reference
Submittal
Unit
Unit
Requiring Submittal 1
Arch Culvert Falsework
5
0
Plan Note, SN Sheet &
"Falsework and Formwork"
Box Culvert Falsework 7
5
0
Plan Note, SN Sheet &
"Falsework and Formwork"
Cofferdams
6
2
Article 410-4
Foam Joint Seals 6
9
0
"Foam Joint Seals"
Expansion Joint Seals
(hold down plate type with base 9 0 "Expansion Joint Seals"
angle)
Expansion Joint Seals 2 then 9 0 "Modular Expansion Joint
(modular) Seals"
12

Expansion Joint Seals
9
0
"Strip Seals"
(strip seals)
Falsework & Forms 2
Article 420-3 & "Falsework
(substructure)
8
0
and Formwork"
Falsework & Forms
8
0
Article 420-3 & "Falsework
(superstructure)
and Formwork"
Girder Erection over Railroad
5
0
Railroad Provisions
Maintenance and Protection of
"Maintenance and
Traffic Beneath Proposed
g
0
Protection of Traffic
Structure
Beneath Proposed Structure
at Station „
Metal Bridge Railing
8
0
Plan Note
Metal Stay -in -Place Forms
8
0
Article 420-3
Metalwork for Elastomeric
Bearings 4,5
7
0
Article 1072-8
Miscellaneous Metalwork 4,5
7
0
Article 1072-8
Disc Bearings 4
8
0
"Disc Bearings"
Overhead and Digital Message
Signs (DMS) (metalwork and
13
0
Applicable Provisions
foundations)
Placement of Equipment on
7
0
Article 420-20
Structures (cranes, etc.)
2 then
"Optional Precast
Precast Concrete Box Culverts
1 reproducible
0
Reinforced Concrete Box
"
Culvert at Station
Prestressed Concrete Cored Slab
(detensioning sequences) 3
6
0
Article 1078-11
Prestressed Concrete Deck Panels
6 and
1 reproducible
0
Article 420-3
Prestressed Concrete Girder
Articles 1078-8 and 1078-
(strand elongation and
6
0
11
detensioning sequences)
Removal of Existing Structure
5
0
Railroad Provisions
over Railroad
13

Revised Bridge Deck Plans
2, then
0
Article 420-3
(adaptation to prestressed deck
1 reproducible
panels)
Revised Bridge Deck Plans
2 then
"Modular Expansion Joint
(adaptation to modular
1 reproducible
0
Seals"
expansion joint seals)
Sound Barrier Wall (precast
10
0
Article 1077-2 &
items)
"Sound Barrier Wall"
Sound Barrier Wall Steel
Article 1072-8 &
Fabrication Plans 5
7
0
"Sound Barrier Wall"
Structural Steel 4
2, then 7
0
Article 1072-8
Article 400-3 &
"Construction,
Temporary Detour Structures
10
2
Maintenance and Removal
of Temporary Structure at
Station "
TFE Expansion Bearings 4
8
0
Article 1072-8
FOOTNOTES
1. References are provided to help locate the part of the contract where the submittals are
required. References in quotes refer to the provision by that name. Articles refer to the
Standard Specifications.
2. Submittals for these items are necessary only when required by a note on plans.
3. Submittals for these items may not be required. A list of pre -approved sequences is available
from the producer or the Materials & Tests Unit.
4. The fabricator may submit these items directly to the Structures Management Unit.
5. The two sets of preliminary submittals required by Article 1072-8 of the Standard
Specifications are not required for these items.
6. Submittals for Fabrication Drawings are not required. Submittals for Catalogue Cuts of
Proposed Material are required. See Section 5.A of the referenced provision.
7. Submittals are necessary only when the top slab thickness is 18" or greater.
GEOTECHNICAL SUBMITTALS
Copies
Copies
Required by
Required by
Geotechnical
Structures
Engineering
Management Contract Reference
Submittal Unit
Unit Requiring Submittal 1
Drilled Pier Construction Plans 2 1 0 Subarticle 411-3(A)
14

Crosshole Sonic Logging (CSL)
Reports 2
Pile Driving Equipment Data
Forms 2'3
Pile Driving Analyzer (PDA)
Reports 2
Retaining Walls 4
Temporary Shoring 4
FOOTNOTES
1 0 Subarticle 411-5(A)(2)
1 0 Subarticle 450-3(D)(2)
1 0 Subarticle 450-3(F)(3)
1 drawings, 2 drawings Applicable Provisions
1 calculations
"Temporary Shoring" &
1 drawings, 2 drawings "Temporary Soil Nail
1 calculations Walls"
1. References are provided to help locate the part of the contract where the submittals are
required. References in quotes refer to the provision by that name. Subarticles refer to the
Standard Specifications.
2. Submit one hard copy of submittal to the Engineer. Submit a second copy of submittal
electronically (PDF via email), US mail or other delivery service to the appropriate
Geotechnical Engineering Unit regional office. Electronic submission is preferred.
3. The Pile Driving Equipment Data Form is available from:
hLtps:Hconnect.ncdot.gov/resources/Geological/Pages/Geotech Forms Details.aspx
See second page of form for submittal instructions.
4. Electronic copy of submittal is required. See referenced provision.
CRANE SAFETY
(8-15-05)
Comply with the manufacturer specifications and limitations applicable to the operation of any
and all cranes and derricks. Prime contractors, sub -contractors, and fully operated rental
companies shall comply with the current Occupational Safety and Health Administration
regulations (OSHA).
Submit all items listed below to the Engineer prior to beginning crane operations involving
critical lifts. A critical lift is defined as any lift that exceeds 75 percent of the manufacturer's
crane chart capacity for the radius at which the load will be lifted or requires the use of more
than one crane. Changes in personnel or equipment must be reported to the Engineer and all
applicable items listed below must be updated and submitted prior to continuing with crane
operations.
15

CRANE SAFETY SUBMITTAL LIST
A. Competent Person: Provide the name and qualifications of the "Competent Person"
responsible for crane safety and lifting operations. The named competent person will
have the responsibility and authority to stop any work activity due to safety concerns.
B. Riggers: Provide the qualifications and experience of the persons responsible for
rigging operations. Qualifications and experience should include, but not be limited to,
weight calculations, center of gravity determinations, selection and inspection of sling
and rigging equipment, and safe rigging practices.
C. Crane Inspections: Inspection records for all cranes shall be current and readily
accessible for review upon request.
D. Certifications: By July 1, 2006, crane operators performing critical lifts shall be
certified by NC CCO (National Commission for the Certification of Crane Operators),
or satisfactorily complete the Carolinas AGC's Professional Crane Operator's
Proficiency Program. Other approved nationally accredited programs will be
considered upon request. All crane operators shall also have a current CDL medical
card. Submit a list of anticipated critical lifts and corresponding crane operator(s).
Include current certification for the type of crane operated (small hydraulic, large
hydraulic, small lattice, large lattice) and medical evaluations for each operator.
GROUT FOR STRUCTURES
1.0 DESCRIPTION
(12-1-17)
This special provision addresses grout for use in pile blockouts, grout pockets, shear keys,
dowel holes and recesses for structures. This provision does not apply to grout placed in
post -tensioning ducts for bridge beams, girders, decks, end bent caps, or bent caps. Mix
and place grout in accordance with the manufacturer's recommendations, the applicable
sections of the Standard Specifications and this provision.
2.0 MATERIAL REQUIREMENTS
Unless otherwise noted on the plans, use a Type 3 Grout in accordance with Section 1003
of the Standard Specifications.
Initial setting time shall not be less than 10 minutes when tested in accordance with ASTM
C266.
Construction loading and traffic loading shall not be allowed until the 3 day compressive
strength is achieved.
3.0 SAMPLING AND PLACEMENT
Place and maintain components in final position until grout placement is complete and
accepted. Concrete surfaces to receive grout shall be free of defective concrete, laitance,
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oil, grease and other foreign matter. Saturate concrete surfaces with clean water and
remove excess water prior to placing grout.
4.0 BASIS OF PAYMENT
No separate payment will be made for "Grout for Structures". The cost of the material,
equipment, labor, placement, and any incidentals necessary to complete the work shall be
considered incidental to the structure item requiring grout.
PARTIAL REMOVAL OF EXISTING STRUCTURE
1.0 DESCRIPTION
(SPECIAL)
Remove the existing steel sheet pile seawall cap, existing reinforced concrete steel sheet pile cap,
and existing steel channel cap to the limits indicated on the plans and in accordance with Section
402 of the Standard Specifications.
2.0 CONSTRUCTION METHODS
Care shall be taken not to damage the existing seawall that is to be remain. If the existing
structure is damaged during removal it shall be the Contractor's responsibility to submit to the
Engineer for review a repair procedure for all damaged areas. Repairs will be at the expense of
the Contractor.
3.0 BASIS OF PAYMENT
Partial Removal of Existing Structure will be paid for at the lump sum price bid which will be
the full compensation for all items required to partially remove the existing structures including,
but not limited to, those items contained in Article 402-1 of the Standard Specifications.
Payment will be made under:
Pay Item Pay Unit
Partial Removal of Existing Seawall Lump Sum
REINFORCED CONCRETE SEAWALL CAP (SPECIAL)
1.0 DESCRIPTION
The Contractor shall provide Reinforced Concrete Seawall Cap (coping) as required in
accordance with Article 452-4(B) of the Standard Specifications except as modified herein.
2.0 MATERIALS
Refer to Division 10
17

Item
Sections
Calcium Nitrite Corrosion Inhibitor
1000-4(K)
Curing Agents
1026
Portland Cement Concrete, Class AA
1000
Epoxy Coated Reinforcing Steel
1070
3.0 CONSTRUCTION METHODS
The reinforced concrete seawall concrete cap (coping) is the structural wale for the sheet pile
anchorage, therefore do not provide expansion joints in the coping as indicated in Article 452-
4(13) of the Standard Specifications. Construction joints can be placed at a maximum spacing of
40 feet.
Do not backfill sheet pile walls until concrete attains a compressive strength of at least 4,000 psi.
Backfill for sheet pile walls in accordance with Article 410-8.
4.0 CURING CONCRETE
Cure Concrete in accordance with Article 420-15. Only the Water Method in accordance with
Article 420-15(B) is permitted for curing the concrete cap.
5.0 BASIS OF PAYMENT
Reinforced Concrete Seawall Cap will be measured and paid in linear feet of cap installed. The
contract unit price for Reinforced Concrete Seawall Cap will be full compensation for providing
reinforcing shop drawings, submittals, labor, tools, equipment, and any incidentals necessary to
construct the concrete cap. No separate payment will be made for furnishing and incorporating
reinforcing and calcium nitrite corrosion inhibitor.
Payment will be made under:
Pay Item
Reinforced Concrete Seawall Cap
GALVANIZED STEEL TIE RODS
1.0 DESCRIPTION
Pay Unit
Linear Feet
(SPECIAL)
The Contractor shall provide and install 2%2" diameter galvanized steel all -thread bar and
galvanized accessories for the tie rods used to anchor the seawalls. Accessories for each tie rod
include bearing plates (plain and dished), anchor nuts, washers (plain and spherical), and
couplers.
2.0 MATERIALS
18

Item
Threaded Rebar
Bearing Plates
Spherical Washers
Hardened Plain Washers
Hex Nuts
Coupling
Reference
ASTM A615 Grade 75
ASTM A572 Grade 50
ASTM A536
ASTM F436
ASTM A108 or A576
ASTM A108
All accessories shall be from the same manufacturer of the tie rods.
3.0 CONSTRUCTION METHODS
The contractor shall install the tie rods at the elevation indicated on the drawings. Each end of
the tie rod shall penetrate through the steel sheet pile and anchored with a bearing plate, washer
and hex nut. The type of bearing plate and washer is indicated on the drawings. The tie rods
shall be connected to form the longer sections using compatible couplers.
Tie rods that will be cut to fit the length of the run shall be cut at the ends that will be embedded
in the concrete cap. Do not cut ends of tie rods that are buried. The tie rods shall be tightened to
remove all sag from the tie rods prior to backfilling. This will require temporary supports along
the length of the tie rod to eliminate deflection due to catenary action and prevent deflection
during backfilling.
4.0 BASIS OF PAYMENT
Galvanized Steel Tie Rods will be measured and paid as the actual number of complete tie rod
assemblies on a per foot basis.
Payment will be made under:
Pay Item
Galvanized Steel Tie Rods
19
Pay Unit
Linear Foot