notice to bidders design-build project little rapids...

NOTICE TO BIDDERS

DESIGN-BUILD PROJECT

Little Rapids Habitat Restoration Roadway Reconstruction Design-Build Project 1 ½ Mile Road – Chippewa County Road Commission

ADDENDUM #1

This Addendum changes the terms of the Bid Proposal. By submitting a bid you accept all changes included in this Addendum. If a conflict exists between the addendum and any other contract provision, the addendum will take priority. The following paragraphs and the attached pages will instruct you as to the changes made and how to make them.

CHANGES TO BID ITEM PRICES When you are instructed to ADD, DELETE, OR MAKE CHANGES to a BID ITEM PAGE OR PAGES, these additions, deletions, or changes MUST be made on the bid item pages you submit with your bidding proposal, whether handwritten or computer generated.

CHANGES TO OTHER PAGES When you are instructed to DELETE something which is NOT on a Bid Item Page, you may line through the text diagonally and/or print or write the word "DELETE" on the text being deleted. Physically removing the page(s) is not necessary. When you are instructed to ADD A NON-BID ITEM PAGE(S), OR PORTIONS THEREOF, you MUST CONSIDER it/them in developing your bid, but the physical insertion of the new page(s) into the proposal is not necessary. FAILURE TO CARRY OUT THE INSTRUCTIONS IN THIS ADDENDUM MAY RESULT IN THE REJECTION OF YOUR BID. Prospective bidders on the above noted project are hereby advised of the following changes in the Request for Proposal (RFP): Instructions to Proposers (ITP) 1. Replace ITP, Cover Page with the attached ITP Cover Page. 2. Replace ITP, page 3 with attached ITP, page 3. 3. Replace ITP, pages 9-10 with attached ITP, pages 9-10. 4. Replace ITP, page 12 with attached ITP, page 12. Book 1 – Design-Build Contract 1. Replace Book 1 Cover Page with the attached Book 1 Cover Page. 2. Replace Book 1, page 1 with the attached Book 1, page1. 3. Replace Book 1 - Exhibit 1-A, page 82 with the attached Book 1 - Exhibit 1-A, page 82.

Little Rapids Habitat Restoration Roadway Reconstruction Design-Build Project 1 ½ Mile Road – Chippewa County Road Commission Addendum #1 of 2 Book 2 – Project Requirements 1. Replace Book 2 Cover Page with the attached Book 2 Cover Page. 2. Replace Book 2, Table of Contents, pages i to vi with the attached Table of Contents, pages i to vi. 3. Replace Book 2, Section 1, page 1-1 with the attached page 1-1. 4. Replace Book 2, Section 2, pages 2-7 to 2-16 with the attached pages 2-7 to 2-16. 5. Replace Book 2, Section 2, pages 2-20 to 2-22 with the attached pages 2-20 to 2-22. 6. Replace Book 2, Section 4, pages 4-1 to 4-3 with the attached pages 4-1 to 4-3. 7. Replace Book 2, Section 4, page 4-11 with the attached page 4-11. 8. Replace Book 2, Section 4, Exhibit 2-4-C with the attached Exhibit 2-4-C. 9. Replace Book 2, Section 6, Exhibit 2-6-B (pages 6-6 to 6-7) with the attached Exhibit 2-6-B (pages 6-

6 to 6-7). 10. Replace Book 2, Section 8, pages 8-1 to 8-12 with the attached pages 8-1 to 8-14. 11. Replace Book 2, Section 11, pages 11-2 to 11-5 with the attached pages 11-2 to 11-5. 12. Replace Book 2, Section 12, page 12-3 with the attached page 12-3. 13. Replace Book 2, Section 13, pages 13-1 to 13-6 with the attached pages 13-1 to 13-7. 14. Replace Book 2, Section 18, pages 18-5 to 18-6 with the attached pages 18-5 to 18-6.

Book 3 – Applicable Standards 1. Replace Book 3, Cover Page with the attached Book 3 Cover Page.

2. Replace Book 3, pages 18 to 29 with attached pages 18 to 43.

INSTRUCTIONS TO PROPOSERS

Little Rapids Habitat Restoration

Roadway Reconstruction

Design-Build Project

1 ½ Mile Road

Chippewa County Road Commission

ADDENDUM #1

October 6, 2014

CCRC Design-Build Project ITP – Little Rapids Habitat Restoration

Addendum #1 3

ITP

2 PROCUREMENT SCHEDULE The deadlines and due dates shown in Table 2-1 apply to this ITP. CCRC may at its discretion amend this schedule by issuing an addendum to the RFP.

Table 2-1

Procurement Schedule

One-on-One Meetings (See Section 3.5) September 24, 2014

ATC Submittal Deadline (4:00 pm) October 31, 2014

SOQ Modification Request Deadline October 31, 2014

Inquiry / Clarification Submittal Deadline November 7, 2014

Technical Proposal Due (4:00 pm) December 5, 2014

*Anticipated Notification of Selected Responsive Proposer (1:00 pm)

December 12, 2014

Anticipated Award of Contract January 15, 2015

* Bids may not be released immediately if the review of the Technical Proposals is not complete.


Addendum #1 9

ITP

B) Form 2“Conflict of Interest Disclosure”

Complete Form 1, or similar format designating which team members/Major Participants that are part of the Proposer organization meet the following MDOT service prequalification requirements:

Design-Builder Prequalification Requirements (1 of the following 2 options required)

1. MDOT pre-qualifications

• Bridges and Special Structures (Fa)

• Hot Mix Asphalt/Bituminous Paving (Cb)

• Grading, Drainage Structures & Agg. Cons (Ea) 2. Marine Contracting Experience

• A minimum of 15 years of experience in Marine Contracting including, but not limited to, construction of bulkheads, seawalls, piers, docks, marina basins, and dredging.

• MDOT Hot Mix Asphalt/Bituminous Paving (Cb)

General Design and Survey:

Roadway Rehabilitation and Rural Freeways

Short and Medium Span Bridges

Geotechnical Engineering Services

Hydraulics

Bridge Load Rating Analysis

4.3.2 ATC Documentation

Proposer shall provide a list of the Proposer’s incorporated ATCs and copies of CCRC’s ATC Approval letters.

4.3.3 Progress Schedule

Proposer shall provide a schedule that details their design and construction schedule. This schedule shall include milestone dates for starting design, submitting significant design submittals, starting construction, implementing traffic restrictions, removing traffic restrictions, Substantial Completion, and Final Acceptance.

4.3.4 Waterway Clear Opening

See Book 1, Exhibit 1-A for definition.

The proposer shall provide a Waterway Clear Opening between 400 feet and 800 feet. CCRC will reject proposals that provide a Waterway Clear Opening that is less than 400 feet or greater than 800 feet.

a. The Proposer shall detail the Waterway Clear Opening in feet that they will provide at completion of the project.

b. The Proposer shall provide a graphic depicting the proposed structure layout and all waterway clear opening dimensions.

c. The Proposer shall provide a graphic that depicts the lineal feet along the road centerline from the westernmost outside face of the proposed structure to the easternmost outside face of the proposed structure.


Addendum #1 10

ITP

4.3.5 Material Delivery Plan

The Proposer shall describe how they will transport large volume materials such as precast concrete box culverts, bridge beams, aggregate, HMA, etc. from the source e.g. precast fabrication plant, gravel pit, HMA plant, to the project site. The following, while not inclusive, are items the Proposer should consider addressing:

• What type of coordination and/or permits is necessary with state and local officials, including with the ferry system (EUPTA);

• Daytime, off-peak or nighttime delivery of materials;

• What materials will be stockpiled and what materials will be delivered and used immediately;

• Delivery of materials to the island via alternate shipping services instead of the existing ferry service; and

• Any other methods, ideas or practices the Proposer plans to enlist to minimize / avoid traffic disruptions on the island as well as on mainland city streets.

4.3.6 Local Sourcing of Material and Labor

The Proposer shall discuss any local sources of materials and labor they plan to use for the Project. Local, for the purposes of this section of the RFP, is considered to mean Chippewa County. The following, while not inclusive, are items the Proposer should consider addressing:

• Local firms that are members of the Design-Build Team;

• Local material suppliers they intend to use;

• Local aggregate sources they intend to use;

• Sugar Island entities they intend to use;

• Any other methods, ideas or practices the Proposer plans to enlist to promote local economic impact; and

• Methods for promoting the use of local labor.

4.3.7 Construction Methodology

The Proposer shall discuss their construction methodology for the project. The following, while not inclusive, are items the Proposer should consider addressing:

• Causeway removal;

• Constructing the MOT and access roads;

• Managing the water during removal and construction; and

• Structure construction sequence.


Addendum #1 12

ITP

• Maximizing use of local firms on the Design-Build Team

• Maximizing the use of local suppliers

• Maximizing local labor opportunities

5.2.2.4 Construction Methodolgy (5 Points)

CCRC will evalute the proposed Construction Methodolgy based upon quantitive and qualitative benefits including:

• Minimizing maintenance activties on the MOT road to limit impacts to traffic.

• Managing the control of turbidity and sediment transmissions

• Proposed methodology to remove the existing causeway, construct the MOT road and construct a new structure in an efficient manner.

5.3 Best Value Determination

The following approach will be used in determining the best value proposal to CCRC:

1. The Proposal must be considered responsive.

2. Each scored element will be summed to form the Total Score.

a. Total Score = (Awarded Points for Section 5.2.2.1) + (Awarded Points for Section 5.2.2.2) + (Awarded Points for Section 5.2.2.3) + (Awarded Points for Section 5.2.2.4)

b. Maximum possible Total Score = 100 points

3. The Proposer with the highest Total Score will be determined as providing the best value to CCRC.

DESIGN-BUILD CONTRACT

BOOK 1




1 ½ Mile Road


ADDENDUM #1

October 6, 2014

CCRC Design-Build Project Book 1 – Little Rapids Habitat Restoration

Addendum #1 1

Design-Build Contract

This Design-Build Contract is entered into by and between the Chippewa County Road Commission (“CCRC”) and Design-Builder, effective as of the last date set forth on the signature page hereto, with reference to the definitions contained in Exhibit 1-A hereto and the following facts:

Recitals

A. CCRC wishes to use design-build delivery in order to improve the existing habitat at the 1 ½ Mile Road causeway in Sugar Island Township, Chippewa County, Michigan. The causeway crosses St Mary’s River connecting Island No. 1 and Sugar Island. The project replaces two existing metal culverts with a structure that will provide a desired waterway opening of 600 feet. Approximately 500 feet of roadway at each end of the structure will be reconstructed to improve vertical alignments. Modification to the causeway will restore flow of the St. Mary’s River, improving the habitat for a variety of aquatic species, and ultimately speed the delisting of the St. Mary’s River AOC Degradation of Fish and Wildlife Populations, and Loss of Fish and Wildlife Habitat BUIs.

B. The parties intend for the Contract to be a lump-sum design-build contract obligating Design-Builder to perform all work necessary to complete the Project by the deadlines specified herein, for the Contract Price, subject only to certain specified limited exceptions. To allow CCRC to budget for the Project and to reduce the risk of cost overruns, the Contract includes restrictions affecting Design-Builder’s ability to make claims for an increase to the Contract Price or an extension of the Completion Deadlines.

C. If Design-Builder fails to complete the Project within the time limitations set forth in the Contract Documents, then CCRC will suffer substantial losses and damages. The Contract Documents therefore provide that Design-Builder shall pay CCRC substantial Liquidated Damages if such completion is delayed.

D. CCRC has provided preliminary design plans and other information to Design-Builder for the purpose of defining certain aspects of the Project in the Reference Information Documents (RID) to Design-Builder. Design-Builder has no right to rely on the RID except to the extent specifically permitted in the Contract Documents. CCRC and Design-Builder both intend for Design-Builder to assume full responsibility and liability with respect to the design of the Project, including correction of any Errors in the preliminary design plans or RID, and CCRC and Design-Builder both intend for Design-Builder to indemnify and hold harmless CCRC and others with respect to any defects in the Project which may relate to Errors in the preliminary design plans or RID.

NOW, THEREFORE, in consideration of the sums to be paid to Design-Builder by CCRC, the foregoing premises and the covenants and agreements set forth herein, the parties hereto hereby agree as follows.

CCRC Design-Build-Project Book 1 – Little Rapids Habitat Restoration

Addendum #1 82

Exhibit 1-A

Utility Work (a) The Work associated with Relocation of Utilities, including the design,

construction, installation, manufacture, supply, testing and inspection,

adjustments (including manholes and valves), and otherwise required by the

Contract Documents, including all labor, Materials, equipment, supplies, utilities

and subcontracted services provided or to be provided by Design-Builder and/or

the Utility Owners, and (b) any Betterments added to the Work pursuant to

Book 2, Section 6.3.4.

Waterway Clear

Opening

Summation of the structure’s clear spans measured along the 1 ½ Mile Road

alignment. Box culvert walls, the space between adjacent box culverts, bridge

piers, and abutments are not included in the calculation of waterway clear

opening.

Work All duties and services to be furnished and provided by Design-Builder as

required by the Contract Documents, including the administrative, design,

engineering, quality control, quality assurance, Relocation, procurement, legal,

professional, manufacturing, supply, installation, construction, supervision,

management, testing, verification, labor, Materials, equipment, documentation

and all other efforts necessary or appropriate to achieve Final Acceptance except

for those efforts which the Contract Documents specify will be performed by

CCRC or other Persons. In certain cases the term is also used to mean the

products of the Work.

Working Day Any Calendar Day other than Saturday, Sunday, a Holiday, all days between and

including December 24 to January 1, and CCRC furlough days as directed by the

CCRC.

Working Drawings Stress sheets, shop drawings, erection plans, falsework plans, framework plans,

cofferdam plans, bending diagrams for reinforcing steel, or any other

supplementary plans or similar data which illustrate the construction of the

Work.

Work Order A written order by CCRC requiring performance by the Design-Builder.

PROJECT REQUIREMENTS

BOOK 2




1 ½ Mile Road


ADDENDUM #1

October 6, 2014


Addendum #1 i Table of Contents

TABLE OF CONTENTS

1 INTRODUCTION ................................................................................................................................................ 1-1

1.1 INTRODUCTION TO BOOKS 2 AND 3 ............................................................................................................. 1-1

1.2 PROJECT DESCRIPTION................................................................................................................................ 1-1

1.2.1 Project Limits ............................................................................................................................................. 1-1

1.2.2 General Description ................................................................................................................................... 1-1

1.2.3 Other Projects Within the Corridor ........................................................................................................... 1-2

2 PROJECT MANAGEMENT .............................................................................................................................. 2-1

2.1 SCOPE MANAGEMENT ................................................................................................................................. 2-1

2.1.1 Concept Meetings ....................................................................................................................................... 2-1

2.1.2 Administrative Requirements ..................................................................................................................... 2-1

2.1.3 Meeting Minute Requirements ................................................................................................................... 2-2

2.1.4 Deliverables ............................................................................................................................................... 2-2

2.2 COST AND PROGRESS MANAGEMENT ......................................................................................................... 2-2

2.2.1 Administrative Requirements ..................................................................................................................... 2-2

2.2.2 Deliverables ............................................................................................................................................... 2-5

2.3 SCHEDULE MANAGEMENT .......................................................................................................................... 2-5

2.3.1 Definitions .................................................................................................................................................. 2-5

2.3.2 Software ..................................................................................................................................................... 2-6

2.3.3 General Requirements ................................................................................................................................ 2-6

2.3.4 Schedule Updates ....................................................................................................................................... 2-6

2.3.5 Acceptance of Schedule .............................................................................................................................. 2-6

2.3.6 Use of Float................................................................................................................................................ 2-6

2.3.7 Level of Detail ............................................................................................................................................ 2-6

2.3.8 Deliverables ............................................................................................................................................... 2-8

2.4 QUALITY MANAGEMENT ............................................................................................................................ 2-8

2.4.1 Responsibilities .......................................................................................................................................... 2-8

2.4.2 Quality Management Goals ....................................................................................................................... 2-8

2.4.3 Design Quality Manual (DQM) ................................................................................................................. 2-8

2.5 DESIGN MANAGEMENT ............................................................................................................................. 2-11

2.5.1 Design Management Responsibilities and Goals ..................................................................................... 2-11

2.5.2 Over-the-Shoulder Reviews ...................................................................................................................... 2-12

2.5.3 Transportation Management Plan ........................................................................................................... 2-13

2.5.4 Bridge Preliminary Plans (30%) ............................................................................................................. 2-13

2.5.5 Roadway Base Plans (30%) ..................................................................................................................... 2-13

2.5.6 Drainage .................................................................................................................................................. 2-13

2.5.7 Environmental Documents ....................................................................................................................... 2-13

2.5.8 Right-of-Way ............................................................................................................................................ 2-13

2.5.9 Geotechnical ............................................................................................................................................ 2-14

2.5.10 Landscape Documents ............................................................................................................................. 2-14

2.5.11 Bridge Plans (70%) .................................................................................................................................. 2-14

2.5.12 Roadway Preliminary Plans (70%) ......................................................................................................... 2-14

2.5.13 Bridge Load Rating .................................................................................................................................. 2-14

2.5.14 Released for Construction Documents ..................................................................................................... 2-15

2.5.15 Design Deliverables and Review ............................................................................................................. 2-17

2.6 CONSTRUCTION MANAGEMENT ................................................................................................................ 2-19

2.6.1 Construction Mangement Responsibilities and Goals ............................................................................. 2-19

2.6.2 Field Office .............................................................................................................................................. 2-19

2.6.3 Internet Access ......................................................................................................................................... 2-19

2.6.4 Video Record ............................................................................................................................................ 2-19

2.6.5 Shop and Working Drawing Documents .................................................................................................. 2-20

2.6.6 Product Data ............................................................................................................................................ 2-20

2.6.7 Maintenance Management Plan .............................................................................................................. 2-20

2.6.8 Utility Tracking Report ............................................................................................................................ 2-20

2.6.9 Geotechnical ............................................................................................................................................ 2-20


Addendum #1 ii Table of Contents

2.6.10 Sewer Video Inspections .......................................................................................................................... 2-20

2.6.11 Culvert Removal ....................................................................................................................................... 2-20

2.6.12 Survey Records and Reports .................................................................................................................... 2-21

2.6.13 As-Built Documents.................................................................................................................................. 2-21

2.6.14 Construction Deliverables ....................................................................................................................... 2-21

2.7 HUMAN RESOURCE MANAGEMENT .......................................................................................................... 2-22

2.7.1 Key Personnel .......................................................................................................................................... 2-22

2.7.2 Deliverables ............................................................................................................................................. 2-22

3 PUBLIC INFORMATION .................................................................................................................................. 3-1

3.1 ADMINISTRATIVE REQUIREMENTS .............................................................................................................. 3-1

3.1.1 Standards ................................................................................................................................................... 3-1

3.1.2 Public Information ..................................................................................................................................... 3-1

3.1.3 Project Stakeholders .................................................................................................................................. 3-2

3.2 COMMERCIAL VEHICLE ACCESS AND RESTRICTION INFORMATION ............................................................ 3-2

3.3 EMERGENCY SERVICES ACCESS .................................................................................................................. 3-2

3.4 SPECIAL EVENTS ......................................................................................................................................... 3-3

3.5 MEDIA RELATIONS ..................................................................................................................................... 3-3

3.6 DELIVERABLES ........................................................................................................................................... 3-3

4 ENVIRONMENTAL COMPLIANCE ............................................................................................................... 4-1


4.1.1 Standards ................................................................................................................................................... 4-1

4.2 DESIGN AND CONSTRUCTION REQUIREMENTS ............................................................................................ 4-1

4.2.1 Mitigation Measures .................................................................................................................................. 4-1

4.2.2 Permits ....................................................................................................................................................... 4-2

4.2.3 Waters and Wetlands ................................................................................................................................. 4-3

4.2.4 Water Quality ............................................................................................................................................. 4-4

4.2.5 Contaminated Properties ........................................................................................................................... 4-4

4.2.6 Noise .......................................................................................................................................................... 4-5

4.2.7 Air Quality ................................................................................................................................................. 4-5

4.2.8 Recreational Properties ............................................................................................................................. 4-5

4.2.9 Historic Properties ..................................................................................................................................... 4-5

4.2.10 Tree Removal ............................................................................................................................................. 4-5

4.2.11 Migratory Birds ......................................................................................................................................... 4-5

4.2.12 Detours ....................................................................................................................................................... 4-5

4.2.13 Social Impacts ............................................................................................................................................ 4-6

4.2.14 Erosion and Sedimentation Control ........................................................................................................... 4-6

4.3 ENVIRONMENTAL NOTIFICATION AND CONTACT LIST ................................................................................ 4-7

4.4 DELIVERABLES ........................................................................................................................................... 4-7

5 THIRD PARTY AGREEMENTS ....................................................................................................................... 5-1


5.2 DESIGN AND CONSTRUCTION REQUIREMENTS ............................................................................................ 5-1

5.2.1 The City of Sault Ste. Marie – Noise Ordinances....................................................................................... 5-1

5.2.2 The City of Saulte Ste. Marie – Truck Routes ............................................................................................ 5-1

5.2.3 Eastern U.P. Transportation Authority (EPTA) – Ferry Dock Coordination ............................................ 5-1

6 UTILITIES ............................................................................................................................................................ 6-1


6.1.1 Standards ................................................................................................................................................... 6-1

6.2 CCRC RESPONSIBILITIES ............................................................................................................................ 6-1

6.2.1 Initial Allocation of Responsibility ............................................................................................................. 6-1

6.2.2 CCRCSupplied Information ....................................................................................................................... 6-1

6.3 DESIGN-BUILDER RESPONSIBILITIES .......................................................................................................... 6-2

6.3.1 Utility Tracking Report .............................................................................................................................. 6-3

6.3.2 Procedures for Utility Coordination/Relocation ........................................................................................ 6-3

6.3.3 Coordination and Cooperation .................................................................................................................. 6-3


Addendum #1 iii Table of Contents

6.3.4 Betterments ................................................................................................................................................ 6-4

6.4 DELIVERABLES ........................................................................................................................................... 6-4

7 RIGHT OF WAY (ROW) .................................................................................................................................... 7-1

8 GEOTECHNICAL ............................................................................................................................................... 8-1


8.1.1 Standards ................................................................................................................................................... 8-1

8.1.2 Software Requirements .............................................................................................................................. 8-2

8.1.3 Equipment Requirements ........................................................................................................................... 8-2

8.1.4 Personnel Requirements ............................................................................................................................ 8-2

8.1.5 Certification Requirements ........................................................................................................................ 8-2

8.2 DESIGN REQUIREMENTS ............................................................................................................................. 8-2

8.2.1 Supplemental Subsurface Investigations .................................................................................................... 8-3

8.2.2 Foundation Analysis and Design ............................................................................................................... 8-6

8.2.3 Roadway Analysis and Design ................................................................................................................... 8-8

8.2.4 Geotechnical Instrumenttion and Monitoring Plan ................................................................................... 8-9

8.2.5 Foundation Analysis and Design Report ................................................................................................. 8-10

8.3 CONSTRUCTION REQUIREMENTS .............................................................................................................. 8-11

8.3.1 Foundation Load Testing ........................................................................................................................ 8-11

8.3.2 Driven Foundation Pile Requirements ..................................................................................................... 8-11

8.3.3 Driven Foundation Limitations ................................................................................................................ 8-11

8.3.4 Temporary Earth Retainage Limitations .................................................................................................. 8-11

8.3.5 Geotechnical Instrumentation and Monitoring ........................................................................................ 8-11

8.3.6 Density Requirements .............................................................................................................................. 8-12

8.3.7 Subgrade Improvements ........................................................................................................................... 8-12

8.4 DELIVERABLES ......................................................................................................................................... 8-12

8.4.1 Supplemental Subsurface Investigation ................................................................................................... 8-12

8.4.2 Foundation Analysis and Design Report ................................................................................................. 8-12

8.4.3 Geotechnical Instrumentation and Monitoring Plan ............................................................................... 8-12

8.4.4 Settlement Monitoring Plan and Reports ................................................................................................. 8-13

9 LAND SURVEYING ............................................................................................................................................ 9-1


9.1.1 Standards ................................................................................................................................................... 9-1

9.1.2 Survey Data Provided to the Design-Builder ............................................................................................. 9-1

9.1.3 Survey Coordination and Qualifications .................................................................................................... 9-1

9.2 DESIGN REQUIREMENTS ............................................................................................................................. 9-2

9.2.1 Survey Control Requirements .................................................................................................................... 9-2

9.2.2 Preservation of Survey Monuments............................................................................................................ 9-2

9.2.3 Design and Right of Way Surveys .............................................................................................................. 9-2

9.3 CONSTRUCTION REQUIREMENTS ................................................................................................................ 9-3

9.4 DELIVERABLES ........................................................................................................................................... 9-3

10 GRADING (NOT USED) ................................................................................................................................... 10-1

11 ROADWAY AND GRADING ........................................................................................................................... 11-1

11.1 ADMINISTRATIVE REQUIREMENTS ............................................................................................................ 11-1

11.1.1 Standards ................................................................................................................................................. 11-1

11.1.2 Coordination with Other Agencies ........................................................................................................... 11-1

11.2 DESIGN REQUIREMENTS ........................................................................................................................... 11-1

11.2.1 Design Standards ..................................................................................................................................... 11-1

11.2.2 Paving Design Requirements ................................................................................................................... 11-4

11.2.3 Grading Under Bridges ........................................................................................................................... 11-5

11.2.4 Design Exceptions .................................................................................................................................... 11-5


11.3.1 Reusing Existing Materials ...................................................................................................................... 11-6

11.3.2 Removal of Miscellaneous Objects .......................................................................................................... 11-6

11.3.3 Disposal of Excess Materials ................................................................................................................... 11-6


Addendum #1 iv Table of Contents

11.3.4 Removal of Pavement ............................................................................................................................... 11-6

11.4 DELIVERABLES ......................................................................................................................................... 11-6

12 DRAINAGE ........................................................................................................................................................ 12-1


12.1.1 Standards ................................................................................................................................................. 12-1

12.1.2 Software ................................................................................................................................................... 12-1

12.1.3 Coordination with Other Agencies and Disciplines ................................................................................. 12-2

12.2 DATA COLLECTION ................................................................................................................................... 12-2


12.3.1 Surface Hydrology ................................................................................................................................... 12-2

12.3.2 Pavement Drainage Systems .................................................................................................................... 12-2

12.3.3 Clear Zone Requirements ......................................................................................................................... 12-3


12.5 DELIVERABLES ......................................................................................................................................... 12-3

12.5.1 Reports/Project Documentation ............................................................................................................... 12-3

12.5.2 Video Inspections ..................................................................................................................................... 12-6

13 STRUCTURES ................................................................................................................................................... 13-1


13.1.1 Standards ................................................................................................................................................. 13-1

13.1.2 Personnel ................................................................................................................................................. 13-1


13.2.1 Design Method ......................................................................................................................................... 13-1

13.2.2 Design Parameters ................................................................................................................................... 13-2

13.2.3 Aesthetic Treatment ................................................................................................................................. 13-5

13.2.4 Materials .................................................................................................................................................. 13-5


13.3.1 Removal of Existing Structure .................................................................................................................. 13-6

13.3.2 Field and Shop Painting of Structural Steel ............................................................................................. 13-6

13.3.3 Structural Metals ..................................................................................................................................... 13-6

13.3.4 Bracing and Steel Sheet Piling ................................................................................................................. 13-6

13.4 DELIVERABLES ......................................................................................................................................... 13-6

14 LANDSCAPING ................................................................................................................................................. 14-1


14.1.1 Standards ................................................................................................................................................. 14-1

14.1.2 Qualifications ........................................................................................................................................... 14-1

14.1.3 Meetings ................................................................................................................................................... 14-1


14.2.1 Tree Removal ........................................................................................................................................... 14-1

14.2.2 Vegetation Preservation ........................................................................................................................... 14-1

14.2.3 Noxious Weed Control ............................................................................................................................. 14-2

14.2.4 Erosion Control ....................................................................................................................................... 14-2

14.2.5 Turf Establishment ................................................................................................................................... 14-2

14.2.6 Wetland Seeding ....................................................................................................................................... 14-2


14.3.1 Tree Removal ........................................................................................................................................... 14-2

14.3.2 Vegetation Preservation ........................................................................................................................... 14-2

14.3.3 Noxious Weed Control ............................................................................................................................. 14-2

14.3.4 Soils Management .................................................................................................................................... 14-2

14.3.5 Turf Establishment ................................................................................................................................... 14-3

14.3.6 Wetland Seeding ....................................................................................................................................... 14-3

14.4 DELIVERABLES ......................................................................................................................................... 14-3

14.4.1 Tree Inventory, Replacement, and Establishment Plan............................................................................ 14-3


Addendum #1 v Table of Contents

15 AESTHETICS (NOT USED) ............................................................................................................................. 15-1

16 SIGNING, PAVEMENT MARKING, SIGNALIZATION, AND LIGHTING ............................................ 16-1


16.1.1 Standards ................................................................................................................................................. 16-1

16.1.2 Software ................................................................................................................................................... 16-2

16.1.3 Meetings ................................................................................................................................................... 16-2

16.1.4 Design-Builder’s Personnel ..................................................................................................................... 16-2


16.2.1 Permanent Signing ................................................................................................................................... 16-2

16.2.2 Permanent Pavement Marking ................................................................................................................. 16-3

16.2.3 Permanent Signalization .......................................................................................................................... 16-4

16.2.4 Temporary Signalization .......................................................................................................................... 16-4

16.2.5 Permanent Lighting.................................................................................................................................. 16-4




16.3.3 Permanent Signalization .......................................................................................................................... 16-4

16.3.4 Temporary Signalization .......................................................................................................................... 16-4


16.4 DELIVERABLES ......................................................................................................................................... 16-4



16.4.3 Temporary and Permanent Signalization ................................................................................................ 16-5


17 INTELLIGENT TRANSPORTATION SYSTEMS (ITS) (NOT USED) ...................................................... 17-1

18 MAINTENANCE OF TRAFFIC ...................................................................................................................... 18-1


18.1.1 Standards ................................................................................................................................................. 18-1

18.1.2 Transportation Management Plan ........................................................................................................... 18-1


18.2.1 MOT Plans ............................................................................................................................................... 18-1

18.2.2 Design Vehicle ......................................................................................................................................... 18-2

18.2.3 Temporary Concrete Barrier ................................................................................................................... 18-2

18.2.4 Channelizing Devices ............................................................................................................................... 18-3

18.2.5 Temporary Signing ................................................................................................................................... 18-3

18.2.6 Haul Roads............................................................................................................................................... 18-4

18.2.7 Pedestrian Access and Trails ................................................................................................................... 18-4

18.2.8 Restricted Hours ...................................................................................................................................... 18-4

18.2.9 Incident Management Plan (IMP) ........................................................................................................... 18-4

18.2.10 Work Zone Traffic Control Plan .............................................................................................................. 18-4


18.3.1 Design-Builder’s Responsibility ............................................................................................................... 18-5

18.3.2 Work Zone Management .......................................................................................................................... 18-7

18.4 DELIVERABLES ......................................................................................................................................... 18-7

19 PROJECT MAINTENANCE ............................................................................................................................ 19-1


19.1.1 Standards ................................................................................................................................................. 19-1

19.1.2 Maintenance Management Plan .............................................................................................................. 19-1

19.1.3 Meetings ................................................................................................................................................... 19-1


19.2.1 Design-Builder’s Responsibilities ............................................................................................................ 19-1

19.2.2 CCRCResponsibilities .............................................................................................................................. 19-2

19.2.3 Snow and Ice Control ............................................................................................................................... 19-2

19.3 DELIVERABLES ......................................................................................................................................... 19-3


Addendum #1 vi Table of Contents

20 SIDEWALK FACILITIES (NOT USED) ........................................................................................................ 20-1

21 RAIL (NOT USED) ............................................................................................................................................ 21-1


Addendum #1 vii Table of Contents

EXHIBITS

Exhibit 2-4-A Construction Area Limits ............................................................................................................... 4-9

Exhibit 2-4-B MDEQ Approved Permit ............................................................................................................. 4-10

Exhibit 2-4-C U.S. Army Corps of Engineers (USACE) Draft Approved Permit .............................................. 4-11

Exhibit 2-4-D Example of Notice of Coverage (NOC) ....................................................................................... 4-12

Exhibit 2-5-A Approved Truck Routes ................................................................................................................. 5-2

Exhibit 2-6-A Utility Contacts .............................................................................................................................. 6-5

Exhibit 2-6-B Project Specific Coordination Clause ............................................................................................ 6-6

Exhibit 2-6-C Approximate Locations of Existing Utilities in Project Area ........................................................ 6-8

Exhibit 2-8-A 2013 Geotechnical Investigation Report (Coleman Engineering)................................................ 8-14

Exhibit 2-9-A Horizontal and Vertical Control Data ............................................................................................ 9-4

Exhibit 2-9-B Checklist for Survey File Documentation Requirements ............................................................... 9-5

Exhibit 2-11-A Project Limits ............................................................................................................................... 11-7

Exhibit 2-11-B Proposed Laneage and Cross Slopes ............................................................................................ 11-8

Exhibit 2-13-A Box Culvert Elevation.................................................................................................................. 13-7


Addendum #1 1-1

General

1 INTRODUCTION The Design-Builder shall conduct all Work necessary to meet the requirements of the Contract.

1.1 Introduction to Books 2 and 3

This introduction is intended to provide instructions to the Design-Builder on the relationship between Books

2 and 3. It does not replace the order of precedence set forth in Book 1. Book 1, Section 1.3 defines the order

of precedence for the Contract Documents. If there are any conflicts between this introduction and Book 1,

Section 1.3; Book 1, Section 1.3 shall control.

Book 3 sets forth the standards applicable to the Project. Book 3 includes modifications that apply to the

standards listed in Book 3. In some instances, only specific sections of the given standard apply. These

sections are specified in Book 2. The MDOT Frequently Used Special Provisions, MDOT Supplemental

Specifications, MDOT Traffic and Safety Special Provisions, and certain other special provisions are

included as standards in Book 3. Other special provisions not included in Book 3 shall not be used by the

Design-Builder without prior Approval of CCRC.

Book 2 sets forth requirements that are intended to apply to this Project. Book 2 incorporates the standards in

Book 3 by reference. In many cases, Book 2 will modify, supplement, or replace the standards in Book 3.

The text of Book 2 shall take higher precedence than the exhibits of Book 2.

1.2 Project Description

1.2.1 Project Limits

The Project point of beginning (POB) on 1 ½ Mile Rd. is approximately the west end of the south guardrail

run. The Project point of ending (POE) on 1 ½ Mile Rd. is approximately the west spring point of the S.

Whitehead Rd. See Exhibit 2-11-A for more details.

The Design-Builder shall perform the Work within CCRC Right-of-Way, and county and city owned

property (limited to areas required for construction as Approved by the county or city).

1.2.2 General Description

The Project is located in Sugar Island Township, Chippewa County, Michigan. It is located on 1 ½ Mile Rd.,

which is a causeway across the St Mary’s River connecting Island No. 1 and Sugar Island. The project

replaces two existing metal culverts with a structure that will provide a Waterway Clear Opening between

400 feet and 800 feet. The desired Waterway Clear Opening is 600 feet. Approximately 500 feet of roadway

at each end of the structure will be reconstructed to improve vertical alignments. The Design-Builder will

provide 11-foot wide paved lanes and 4-foot wide paved shoulders in each direction for the entire length of

reconstruction. In addition, a minimum 5-foot wide fishing area is to be provided for the length of the

structure on the south side of the structure. See Book 2, Section 11 for more details.

The Project includes the following:

• Reconstruction of approximately 1/3 of a mile of 1 ½ Mile Rd.

• Mill and fill of approximately 1/6 of a mile of 1 ½ Mile Rd.

• Removal of existing metal culverts

• Construction of a new structure

• Maintenance of traffic

• Signing and pavement markings

• Soil erosion and sedimentation control


Addendum #1 2-7

Project Management

Design Submittals and Activities

• Road

• Structure

• Maintenance of Traffic

• Geotechnical

• Environmental permits

• Utility Coordination

• Quality Assurance/Quality Control

• Released for Construction submittals

• CCRC design review periods

Structure

• Embankment

• Excavation

• Fabrication and delivery of piling

• Structural steel or concrete beam fabrication and delivery

• Pile/shaft/footing installation, per foundation

• Pile caps, per foundation

• Columns, per bent

• Abutments

• Beam or Girder erection, per span

• Diaphragms

• Deck placement

• Concrete box fabrication and delivery

• Box culvert installation per span

• Parapets and railings

Roadway and Traffic

• Work Zone signing and striping

• Soil Erosion and Sedimentation Control Measures

• Excavation

• Embankment

• Drainage installation

• Base

• Pavement and shoulders

• Guardrail

• Signing

• Pavement Marking

• Surface Restoration

• Project cleanup


Addendum #1 2-8

Project Management

2.3.8 Deliverables

Unless otherwise indicated, all deliverables shall be submitted in Adobe Acrobat (pdf) and Microsoft Project

(mpp) files. The CPM shall also be submitted in hardcopy format to the CCRC Project Manager.

Deliverable For Acceptance or

Approval Submittal Schedule Reference Section

Initial CPM Schedule Acceptance Within 3 weeks of Award 2.3

Updated CPM Schedule Acceptance Every four weeks with

Invoice

2.3.4

CCRC will respond with comments or acceptance within 5 Working Days of receipt of the Initial and

Updated CPM.

2.4 Quality Management

2.4.1 Responsibilities

Design-Builder Responsibility: The Design-Builder shall be responsible for providing all administration,

design, and construction Work in accordance with the Contract Documents. The Design-Builder shall not be

relieved of its obligation to perform the Work in accordance with the Contract Documents, or any of its other

obligations under the Contract Documents, by oversight, spot checks, audits, reviews, tests, inspections,

acceptances, or approvals by any Persons, or by any failure of any Person to take such action.

The Design-Builder shall be responsible for providing and following a Design Quality Manual (DQM) in

accordance with this Section 2.4.

CCRC Responsibility: CCRC will review design submittals as generally described within this section and

other areas of the Contract Documents. CCRC will provide construction engineering, testing, and inspection

similar to the standard approach used on traditional CCRC projects.

2.4.2 Quality Management Goals

Design Phase: The Design-Builder shall develop and implement a design quality management approach that:

• Exhibits sound Design Quality Control and Quality Assurance review processes.

• Ensures the Released for Construction Documents meet the requirements of the Contract.

• Provides quality measures and encourages continuous improvement of the design deliverable products.

Construction Phase: The Design-Builder shall develop and implement a quality management approach that:

• Promotes quality in the work product.

• Coordinates the design with the construction and promotes communication between Key Personnel and

CCRC throughout the process.

• Changes during construction to Released for Construction documents are reviewed by the Project

designers and are appropriately recorded.

Continuous Improvement: CCRC expects design quality program improvements throughout the delivery of

the entire Project. It is of the utmost importance that the Design-Builder involves its staff and partners with

CCRC to ensure overall Project satisfaction. CCRC will strive for an oversight role in the design quality

management program for the Project; however, this will only be possible if the Design-Builder’s design

quality program exhibits sound processes and practices that place quality design and workmanship above

production and/or cost by all team members. The Design-Builder’s Schedule shall allow for CCRC

involvement.

2.4.3 Design Quality Manual (DQM)

The Design-Builder shall prepare a Design Quality Manual in accordance with this section.


Addendum #1 2-9

Project Management

The Design-Builder’s Design Quality Manual shall show how design processes will be managed to achieve

quality and shall be organized by functional areas of Quality Control and Quality Assurance. Staffing of the

functional areas shall be at the Design-Builder’s discretion, unless otherwise dictated by the Contract

requirements.

All written procedures shall clearly describe the purpose of the process, overview of the process,

responsibilities, steps of the process, and records resulting from the process.

The DQM shall graphically depict the lines of responsibility and interfaces to describe the Design-Builder’s

organization.

The DQM shall describe all verification resources, such as design verifiers and checkers that the Design-

Builder will use.

The DQM shall depict how the Design-Builder’s design technical experts are incorporated into the

construction phase of the Project.

Work Suspension: If there is evidence that the Design-Builder’s design quality procedures are not adequate

(as evidenced by CCRC’s oversight reviews or problems during design or construction), CCRC may suspend

ongoing design and construction Work represented by the deficient quality procedures and require correction

of design and/or construction defects.

2.4.3.1 Quality Personnel

The Quality Assurance staff shall have no responsibilities in the production of the Work. Quality Control

staff shall remain independent of the Quality Assurance staff.

The Quality Assurance staff shall be responsible for verifying and providing confidence that Work meets or

will meet the contractual requirements and that the requirements of the DQM are met.

The Quality Control staff shall be responsible for verifying compliance of the Work with the Contract

requirements.

The Quality Assurance staff shall have the authority to stop Work.

Quality Control includes the activities undertaken by production staff to ensure suitability of inputs,

processes, and outputs, such as work planning, reviews, inspection, tests, and checks. Quality assurance

includes the activities undertaken by non-production staff to provide confidence that Work will meet

requirements, such as establishing quality and policy, defining authority and responsibility, assessing

effectiveness of the quality system, training, verification of quality control, and measures to improve quality.

Quality Control and Quality Assurance staff do not have the authority to deviate from Project requirements.

Their roles are solely to ensure the finished Work meets the requirements of the Contract.

2.4.3.2 Quality During Construction

The Design-Builder must provide a continuous quality process beginning during planning and continuing

through design and construction.

The Design-Builder shall provide to CCRC documentation for quantity verification of testing rates and

materials certifications.

See Book 2, Section 2.2.1.3 for certification requirements by the Construction Quality Control Manager.

Book 2, Section 2.4.3.3.6 provides requirements for describing the proposed methods for handling non-

conformances and corrective actions. The Design-Builder shall promote organizational and technical

interfaces between design and construction.

2.4.3.3 Design Quality Manual Contents

All design (including design by Subcontractors) and construction must meet the requirements of the Design

Quality Manual (DQM) and the Contract Documents.


Addendum #1 2-10

Project Management

2.4.3.3.1 Key Personnel

The DQM shall identify the Key Personnel listed in Book 2, Section 2.7.1 and describe that person’s role in

the project.

2.4.3.3.2 Design and Development Planning

The DQM shall describe how the design team schedules the design efforts, including design reviews,

checking and back-checking stages, and issue dates of design deliverables.

The DQM shall include details as to the level of involvement of CCRC in the design development process.

The Design-Builder is encouraged to involve CCRC in all design development processes, including

independent technical reviews and constructability reviews.

2.4.3.3.3 Design Input

The DQM shall describe how all design criteria, Contract requirements, and other design inputs are defined,

reviewed, and approved.

The Design-Builder shall maintain an accessible, centrally controlled design criteria manual, database, or list

that contains all relevant design inputs or reference to design inputs to be used by design personnel to

incorporate into the design.

The Design-Builder shall ensure that the design inputs are communicated to, and accessible by, the relevant

designers responsible for incorporating design inputs into the design outputs.

If any changes to the inputs must be made, the DQM shall describe how changes to design inputs are

identified, reviewed, and approved by authorized personnel prior to their implementation.

Either the Design-Builder or CCRC may initiate design changes for items or elements undergoing

construction or after Final Design.

All design changes shall undergo the same design quality procedures specified in the DQM for the original

design, and must be documented and approved by the engineer who signed the original design document. If

this engineer is no longer available, then after notifying the original engineer and gaining CCRC’s

Acceptance, a Michigan-licensed Professional Engineer of equal or greater experience than the original

engineer shall document and approve each design change.

For each design change, Design Quality Assurance shall certify in writing that the design change has been:

• Designed in accordance with the requirements of the Contract Documents, applicable law, and the

governmental approvals

• Checked in accordance with the Design-Builder’s Approved DQM

• Prepared consistently with other elements of the original design

The Design-Builder shall also document all changes made through the design change process in the As-Built

Documents.

2.4.3.3.4 Design Output

The DQM shall define the design outputs (i.e., the specific plans and specifications) to be produced and the

checking and review processes that will be followed.

If any changes to the outputs must be made, The DQM shall describe how these changes are identified,

implemented, and reviewed. The method of communicating these changes or revisions made in the field back

to the designers or changes made by the designers back to the field shall be described. Changes must be in a

format that is readily apparent and accessible. The DQM shall also describe how any of these changes are

relayed to CCRC in writing.


Addendum #1 2-11

Project Management

2.4.3.3.5 Document Control System

The Design-Builder shall establish and maintain its own Document Control system (DCS) to store and record

all correspondence, design inputs, drawings, progress reports, technical reports, specifications, submittals,

calculations, test results, inspection reports, nonconformance reports, administrative documents, and other

documents generated under the Contract. The DQM shall identify all of the records that are to be maintained

and kept throughout the duration of the Project, and how they will be controlled by a unique document

control number. The location of the records must also be included.

2.4.3.3.6 Non-conforming Product and Corrective Actions

The DQM shall describe how non-conformances are identified and tracked, how resolutions to non-

conformances are developed, and how the actions taken to correct non-conformances are documented, either

in design plans or construction records and reviewed or re-inspected. This section will apply to both design

and construction of the Project. The Design Engineer who signed the applicable design documents shall

review and approve all resolutions of non-conformances that require design changes, repairs, or rework.

The DQM shall describe the corrective and preventive actions the Design-Builder will take upon the

identification of actual or potential major and systemic non-conformances, identified internally or by CCRC.

The Design-Builder shall advise CCRC when corrective action has been implemented so that CCRC may

verify implementation, should CCRC so choose. This section will apply to both design and construction of

the Project.

2.4.3.3.7 Organizational and Technical Interfaces

The DQM shall describe the coordination of the design with construction, including the methods for ensuring

that the design as detailed in the final design documents is constructed in the field. In addition, the DQM

shall describe how the final constructed product is reflected in the as-builts.

The DQM shall describe the method of communicating changes or revisions made in the field.

2.4.3.4 DQM Deliverable

Unless otherwise indicated, all deliverables shall be submitted in Adobe Acrobat (pdf) files. If the Design-

Builder begins design before Acceptance of the DQM, the Design-Builder shall do so at its sole risk. Once

the DQM is Accepted, the Design-Builder shall not revise any portion without concurrence of CCRC.

Deliverable For Acceptance or

Approval Submittal Schedule Reference Section

DQM Acceptance Within 30 days of Award 2.4.3.4

Updated DQM Acceptance Within 10 Working Days of

receiving CCRC comments

2.4.3.4

CCRC will respond with comments or acceptance within 5 Working Days of receipt of the DQM and

Updated DQM.

2.5 Design Management

2.5.1 Design Management Responsibilities and Goals

Design-Builder Responsibility: The Design-Builder shall be responsible for providing all administration,

design, and construction Work in accordance with the Contract Documents. The Design-Builder shall not be

relieved of its obligation to perform the Work in accordance with the Contract Documents, or any of its other

obligations under the Contract Documents, by oversight, spot checks, audits, reviews, tests, inspections,

acceptances, or approvals by any Persons, or by any failure of any Person to take such action.

CCRC Responsibility: CCRC will review design submittals as generally described within this section and

other areas of the Contract Documents.


Addendum #1 2-12

Project Management

Goals

The Design-Builder shall develop and implement a design management approach that:

• Involves CCRC every four weeks, at a minimum, throughout the design development process.

• Integrates regulatory agencies in the design review comment process.

• Integrates quality management into all submittals.

Standards

In the event of a conflict among the standards set forth in Book 3 relating to design requirements, the order of

precedence shall be as set forth below, unless otherwise specified:

• MDOT CAD Standards

• MDOT Guidelines for Plan Preparation, Road Sample Plans

• MDOT Guidelines for Plan Preparation, Bridge Sample Plans

• MDOT Bridge Design Guides

• MDOT Standard Plans

• MDOT Special Details

• MDOT Materials Source Guide

• MDOT Road Boring Sample Plan

• MDOT Bridge Boring Sample Plan

• MDOT Road Design Manual

• MDOT Bridge Design Manual

• AASHTO A Policy on Geometric Design of Highways and Streets 2011

• Remaining standards set forth in Book 3

The standards listed above will be used to evaluate quality of plans and submittals.

Submittals described in this Section 2.5 serve as a guide to the Design-Builder. Additional submittals may

be required elsewhere in the Contract Documents. The Design-Builder’s design and/or schedule may dictate

submittals in addition to those listed in this Section 2.5.

2.5.2 Over-the-Shoulder Reviews

Over-the-shoulder reviews are informal examinations by CCRC of design documents during the Project

design process. The Design-Builder shall submit in-progress plans every six weeks to CCRC for an over-the-

shoulder (OTS) review throughout the design and plan preparation leading up to the submittal of Released

for Construction Documents. Over-the-shoulder reviews will mainly assess whether the requirements and

design criteria of the Contract Documents are being followed and whether the Design-Builder’s design

quality activities are being undertaken in accordance with the approved DQM. The CCRC Project Manager

can request that in place of these six-week submittals a meeting take place at a location determined by the

CCRC Project Manager to review and discuss the in-progress design, plans, and specifications. The CCRC

Project Manager also may waive or relax the frequency of these OTS submittals or meetings.

The reviews may, at CCRC’s discretion, include review of design drawings, electronic files, calculations,

reports, specifications, geotechnical data, progress prints, computer images, draft documents, draft

specifications and reports, other design documents, and any other relevant design information as requested

by CCRC.

It is the intent of these reviews to check for concept, level of detail, design criteria, and fatal flaws. It is the

Design-Builder’s responsibility to confirm conformance with the Contract requirements. These reviews will

not routinely include detailed calculation or drawing reviews, although CCRC retains the right to perform

detailed reviews of any item at any time.


Addendum #1 2-13

Project Management

The Design-Builder or CCRC can schedule an over-the-shoulder review meeting during the course of the

development of each design package, prior to issuance of Released for Construction Documents. These

meetings may take the place of work product submittals at CCRC’s discretion. The over-the-shoulder

reviews are not critical activity points that restrict the progress of design. They are simply reviews of the

design as it progresses and opportunities for CCRC to provide comments and feedback on the design. The

DQM shall define the frequency, timing, content, and format of the over-the-shoulder reviews.

2.5.3 Transportation Management Plan

The Design-Builder shall develop, implement, and maintain a Transportation Management Plan (TMP),

including the Temporary Traffic Control Plan (TTCP) and Work Area Access Plan.

See Book 2, Section18 for more information.

The TMP shall be submitted according to the current CPM Schedule. The TMP shall be Released for

Construction prior to submittal of Roadway Preliminary Plans (70%). MOT Plans shall be included with

roadway submittals following the Approval of the TMP unless otherwise Approved by the CCRC Project

Manager.

2.5.4 Bridge Preliminary Plans (30%)

Bridge Preliminary Plans shall be submitted for CCRC Approval and shall meet, at a minimum, the

requirements as stated in the MDOT Bridge Design Manual, Section 3.02.01 for new projects.

2.5.5 Roadway Base Plans (30%)

Roadway Base Plans shall be submitted for CCRC Approval and shall meet, at a minimum, the requirements

as stated in the MDOT Program/Project Management System Task Manuals, Task 3360. The removal and

construction plans shall utilize field survey for base mapping.

2.5.6 Drainage

The Design-Builder shall submit the following plans for CCRC Acceptance:

• Project Drainage Overview Map.

• Hydrologic Report

• Drainage Design Report

• Bridge Hydraulic Report

• Scour Report

See Book 2, Section 12 for more information.

The Project Drainage Overview Map and Hydrologic Report shall be submitted prior to or with the Roadway

Base Plans. The Drainage Design Report shall be submitted prior to or with the Roadway Preliminary

Plans. The Bridge Hydraulic Report shall be submitted prior to or with the Bridge Preliminary Plans. The

Scour Report shall be submitted with the Bridge Preliminary Plans, and upon approval of the Bridge

Hydraulic Report.

2.5.7 Environmental Documents

The Design-Builder must have issued permits or regulatory agency Approval prior to construction involving

any regulated activity. CCRC will submit permit applications to the regulatory agencies.


The Design-Builder shall submit documents to CCRC as required to obtain permits.

2.5.8 Right-of-Way

If the Design-Builder’s design requires additional ROW, the Design-Builder shall provide all required

documentation in accordance with the MDOT Road Design Manual, Chapter 5 for the additional ROW

required.


Addendum #1 2-14

Project Management


2.5.9 Geotechnical

The Design-Builder shall submit the following plans for CCRC Approval or Acceptance.

• Subsurface Investigation Plan

• Subsurface Investigation Results including the field log for each foundation boring, the final log for each

foundation and roadway boring, and lab test data

• Foundation Analysis and Design Report

• Plotted borings on proposed plans and profiles and cross-sections


These Plans shall be submitted according to the current CPM schedule. The foundation analysis and design

report shall be submitted prior to or with the Bridge Plans.

2.5.10 Landscape Documents

Not used.

2.5.11 Bridge Plans (70%)

Bridge Plans at 70% completion shall be submitted for CCRC Approval and shall meet, at a minimum, the

following requirements:

• General plan of site

• General plan of structure

• Existing structure removals

• Substructure plan and elevation

• Substructure details

• Superstructure plan and section

• Superstructure details

• Deck plan and section

• Deck details

• Design calculations may be requested to support 70% design

2.5.12 Roadway Preliminary Plans (70%)

Roadway Preliminary Plans shall be submitted for CCRC Approval and shall meet, at a minimum, the

requirements as stated in the MDOT Road Design Manual, Section 14.36.01. The deliverables include the

same sheets as the Base Plans, except that the level of detail shall be at approximately 70%. The removal and

construction plans shall utilize field survey for base mapping.

The Design-Builder shall submit cross-sections at a minimum of 50’ intervals including existing ground, the

proposed surface of the roadway, the proposed sideslopes, and plan grade elevations. Some type of vertical

and horizontal scale reference shall be used.

Signing and Pavement Marking Plans shall be included with the Roadway Preliminary Plans.

2.5.13 Bridge Load Rating

The Design-Builder shall submit the bridge load rating Bridge Analysis Assumptions and Summary forms

for CCRC Acceptance. These calculations shall be submitted prior to the Bridge RFC Documents.



Addendum #1 2-15

Project Management

2.5.14 Released for Construction Documents

Released for Construction Documents (RFC) shall be submitted for CCRC Acceptance.

The Design-Builder shall ensure that the Released for Construction Documents for bridges are in general

conformance with the requirements for Final Plans as stated in the MDOT Bridge Design Manual Section

3.03.01 for new or reconstruction projects or Section 4.03.02 for rehabilitation projects, as well as all other

requirements for Released for Construction Documents. The Design-Builder does not need to provide pay

item or miscellaneous quantity tables in the plans.

The Design-Builder shall ensure that the Released for Construction Documents for roadways are in general

conformance with the requirements for Final Plans as stated in the MDOT Road Design Manual Section 14,

as well as all other requirements for Released for Construction Documents.

2.5.14.1 RFC Documents

Released for Construction (RFC) Documents shall constitute the documents issued for the purposes of

construction and shall contain the following (at a minimum):

• Design plans

• Design calculations

• Design reports

• Specifications (indexed and numbered)

• The Design-Builder shall provide CCRC with one electronic pdf file of all Released for Construction

Documents. If RFC documents are submitted in more than one package, a final package that compiles all

RFC documents must be submitted after all individual RFC submittals are returned as accepted. This

compiled package must be presented in a logical manner (i.e. consecutive page numbering, table of

contents, etc.).

• Governmental and Utility Owner approvals if not already in Contract documents.

• ROW documentation for additional right of way, including grading consents, obtained for the project as

a result of the Design-Builder’s design.

2.5.14.2 RFC Quality Assurance

When the Design-Builder has completed the RFC Documents and wishes to submit a RFC Document of an

item or element to obtain CCRC’s Acceptance, the Design-Builder’s Quality Assurance staff shall certify

that:

• The design meets all applicable requirements of the Contract Documents, applicable law, and the

governmental approvals.

• The design has been checked in accordance with the Design-Builder’s approved DQM.

• All required ROW has been secured, along with any and all approvals from governmental agencies, and

Utility owners.

• All comments from CCRC and other reviewing agencies from previous submittals are resolved.

2.5.14.3 RFC Design Calculations

The Design-Builder shall submit calculations according to the following requirements:

• The Design-Builder shall ensure that all title blocks of calculation sheets include the calculation title, file

number, page number, initials of the designer, checker and back-checker, and dates of when design,

checking, and back-checking occurred.

• The Design-Builder shall ensure that all calculations indicate the design requirement, the assumptions

made, the methods used, the source of the information, and the cross-reference for the applicable design

drawings.


Addendum #1 2-16

Project Management

• The Design-Builder shall ensure that all structure calculations and bridge rating calculations performed

using software are independently checked by a Michigan-licensed Professional Engineer with ten years

minimum experience. The Design-Builder shall ensure that hand calculations are verified.

• The Design-Builder shall ensure that all calculations include the final iteration and are readily accessible,

clear, understandable, concise, complete, and accurate so the final design of an element is easily

determined.

• The Design-Builder shall ensure that all calculations are bound and numbered with a table of contents.

• The Design-Builder shall ensure that all calculations identify the code or standard utilized and indicate

the specific section referenced in the right hand column.

• In the calculations, the Design-Builder shall reference the computer programs and versions used.

• The Design-Builder shall ensure that all manual calculations are printed, neatly and legibly.

• All calculations, manual or computer generated, shall be on 8½-inch by 11-inch or 11-inch by 17-inch

standard paper. Minimum allowable font size is 12 point.

2.5.14.4 RFC Submittal Requirements

All Released for Construction Documents shall meet the following requirements:

• All Work, including modifications to the Work, is designed under the authority of and signed by a

Michigan-licensed Professional Engineer.

• The timing of submission of these documents is indicated in the Project Schedule.

• The limits of excavation have been identified for all excavation work.

• The limits of all stay-in-place elements of temporary works have been identified.

• Estimated quantities shall be included for all items which require inspection or testing in accordance with

the MDOT Materials Source Guide.

• Product cut sheet information shall be submitted as required to define the Work.

• All shop drawings, and other items necessary to construct the Work are submitted, or are identified for

future receipt and review after the RFC submittal is submitted and returned (i.e. shop or working

drawings and product data sheets).

• For all materials, material strength, type, grade, and ASTM or AASHTO designation shall be included

The Design-Builder shall obtain CCRC’s signature on all Released for Construction Documents prior to

release of those documents for construction. All submittals will be reviewed within 10 Working Days,

unless otherwise noted.

The Design-Builder may proceed with construction of certain elements or portions of the Project in

accordance with Released-for-Construction plans before the design of the entire Project has been completed

at the Design-Builder’s sole risk.


Addendum #1 2-20

Project Management

2.6.5 Shop and Working Drawing Documents

The Design-Builder shall generate shop drawings, working drawings, and material and equipment

documentation as necessary to clearly define, control, construct, and inspect the Project. These shop and

working drawings shall be submitted to the Design-Builder’s design team for review and internal approval.

All such drawings shall be reviewed by qualified personnel, and shall be stamped “Approved for

Construction” if the drawings meets the requirements of the design. After the Design-Builder’s design team

completes review of a shop or working drawing, the drawing shall be submitted to CCRC and shall follow

the review requirements for Released for Construction Documents. Shop or working drawings requiring

signing and sealing shall be signed and sealed by a Michigan-licensed Professional Engineer, prior to being

issued for construction.

Shop and working drawings and calculations for excavation shoring, cribs, cofferdams, falsework,

temporary support systems, formwork, and other temporary Project elements shall be prepared by the

Design-Builder. Shop and working drawings and calculations shall describe the methods of construction

proposed to be used for the Project. Receipt and review of submittals for temporary Project elements by

CCRC shall in no way constitute Approval of the planned Project element.

The Design-Builder shall make no changes in any approved shop or working drawing after the Design-

Builder’s design team has approved them. Any deviations from approved shop or working drawings shall

require the fabricator to submit revised drawings to the Design-Builder’s design team for approval, as

outlined above.

2.6.6 Product Data

The Design-Builder shall submit to CCRC for Acceptance all manufacturers’ warranties, guarantees,

instruction sheets, parts lists, and other product data within 20 Days of installation of the items to which they

relate, and in any event prior to Final Acceptance.

The Design-Builder shall ensure that the product data cited in this section are organized and indexed in a

manner that allows easy review and retrieval of information.

2.6.7 Maintenance Management Plan

The Design-Builder shall prepare a Maintenance Management Plan and a Maintenance Report detailing all

maintenance activities performed. The Maintenance Report shall be submitted every four weeks.


The Maintenance Management Plan shall be submitted within 30 days of Award of the Contract.

2.6.8 Utility Tracking Report

The Design-Builder shall submit a Utility Tracking Report that lists all Utilities within the Project limits

every four weeks.

See Book 2, Section 2.2.1.3 and Book 2, Section 6 for more information.

2.6.9 Geotechnical

The Design-Builder shall submit for Acceptance the Settlement Monitoring Plan if the Geotechnical

Instrumentation and Monitoring Plan requires settlement instrumentation.


2.6.10 Sewer Video Inspections

Not used

2.6.11 Culvert Removal

The Design-Builder shall submit a work plan to CCRC for removing the culverts under the existing

causeway prior to performing the Work.


Addendum #1 2-21

Project Management

See Book 2, Sections 4 and 12 for more information.

2.6.12 Survey Records and Reports

The Design-Builder shall document the surveying work as outlined Section 9.

2.6.13 As-Built Documents

The Design-Builder shall submit to CCRC for Acceptance As-Built Documents that depict the final

completed Project, according to the MDOT Road Design Manual Section 14.73. Acceptance of the As-Built

documents must be granted by CCRC as a condition of Final Acceptance, according to Book 1, Section 20.

The Design-Builder shall submit all CADD files used in the design plans, in AutoCAD, meeting CCRC

design requirements.

2.6.14 Construction Deliverables

Unless otherwise indicated, all deliverables shall be submitted in Adobe Acrobat (pdf) files.

Deliverable For Acceptance

or Approval Submittal Schedule Reference Section

Video Record Acceptance Prior to construction 2.6.4

Shop and Working drawings Acceptance At least two weeks prior to

fabrication or installation

2.6.5

Product Data Acceptance At least two weeks prior to

fabrication or installation

2.6.6

Maintenance Management

Plan

Acceptance Within 30 days of Award of

the Contract

2.6.7

Maintenance Management

Report

Acceptance Every four weeks with

Invoice

2.6.7

Utility Tracking Report Acceptance Every four weeks with

Invoice

2.6.8

Geotechnical

Instrumentation and

Monitoring

Acceptance Prior to construction 2.6.9

Culvert Removal Work Plan Acceptance Prior to construction 2.6.11

Survey Records and Reports Acceptance Final Acceptance 2.6.12

As-Built Documents Acceptance According to current CPM

schedule and after

construction

2.6.13

CCRC will respond with comments or acceptance within 5 Working Days of receipt of each deliverable.

Deliverable Format

The Design-Builder shall provide CCRC with a complete electronic pdf file of each submittal. Multiple files

may be used if necessary due to file size constraints or variations in paper size (letter vs. tabloid). Each page

or sheet shall be numbered sequentially from the first page in the file to the last page.


Addendum #1 2-22

Project Management

The Design-Builder shall submit a table of contents for each submittal that contains multiple pages,

containing the following information: discipline, page or sheet number, page or sheet title (for example,

Special Provision for XX or Maintenance of Traffic Plans).

2.7 Human Resource Management

The Design-Builder shall conduct all Work necessary to meet the requirements of human resource

management, including personnel, facilities, and equipment.

All personnel performing Work on the Project shall have the experience, skill, and knowledge to perform the

Work assigned to them. All personnel performing Work on the Project shall also have appropriate required

professional licenses and certifications.

2.7.1 Key Personnel

Key Personnel shall meet the requirements of the MDOT prequalification specific to their role on the Project.

Unless otherwise approved by CCRC, the Key Personnel for the Project shall include the following:

• Submitter’s Project Manager

• Project Superintendent

• Construction Quality Control Manager

• Design Manager

• Design Lead Geotechnical Engineer

• Design Lead Hydraulics Engineer

• Design Lead Structures Engineer

• Design Lead Road Engineer

• One of the Design-Builder’s key personnel shall be on-site at least 50% of the time during construction

unless otherwise approved by CCRC Project Manager.

2.7.1.1 Approval of Key Personnel

CCRC will have the right to Approve or reject the Design-Builder’s Key Personnel during their participation

on the Project. Reference Book 1, Section 7.4 for employee performance requirements. CCRC will Approve

of any replacement. Such Approval will be based on the qualification requirements set forth in the RFQ and

elsewhere in the Contract Documents for all Key Personnel.

2.7.1.2 Directory of Key Personnel

The Design-Builder shall prepare a directory of Approved Key Personnel that includes the following

information for each individual: name, Project title, Project office address, Project office location, e-mail

address and telephone numbers (office, mobile). The directory shall be kept current throughout the course of

the Project. The Design-Builder shall identify a person and phone number that will be available at all times

while Work is being performed.

2.7.2 Deliverables

Unless otherwise indicated, all deliverables shall be submitted in Adobe Acrobat (pdf) files.

Deliverable For Acceptance

or Approval Submittal Schedule

Reference

Section

Directory of Key Personnel Approval Within 30 days of Award and not less

than 5 days prior to start of construction

2.6.1

Weekly Labor Hour Report Acceptance Every four weeks with Invoice 2.2.1.4

CCRC will respond with comments or approval within 10 Working Days of receipt of the Directory of Key

Personnel.


Addendum #1 4-1

Environmental Compliance

4 ENVIRONMENTAL COMPLIANCE The Design-Builder shall conduct all work necessary to meet the requirements for environmental

compliance. In order to maintain NEPA Environmental Classification, all conditions noted in this Section

shall be adhered to during design and construction. If these conditions cannot be met at any point or work is

proposed outside of the limits described in the documents in Exhibit 2-4-A, the Design-Builder shall contact

CCRC for additional environmental review and approval. A second study for NEPA clearance will be

necessary. Re-evaluation and approval can take up to 30 days and must be completed prior to final design

activities and construction. However, if additional agency coordination and approvals are required, the

timeline will be extended according to agency requirements. Additional mitigation items may be required.

The Design Builder shall conduct all work necessary to comply with the MDEQ and USACE approved

Permits. The MDEQ approved permit is included in Exhibit 2-4-B. The draft USACE approved permit is

included in Exhibit 2-4-C. It is anticipated that the final USACE approved permit will be obtained prior to

award of the contract. The application used to obtain these permits is provided in the RID. The conditions

outlined in the MDEQ and USACE approved Permits are minimum requirements. These minimum

requirements include culvert removals, temporary wetland impacts, floodplain fill volumes, and temporary

wetland access roads. The Design-Builder may need to revise and resubmit the MDEQ and USACE Permit

Applications to CCRC, for review and approval by CCRC, MDEQ and USACE, based upon the Design-

Builder's final design. See Book 2, Section 4.2.2 for further information.

4.1 Administrative Requirements

4.1.1 Standards

In the event of a conflict among the standards set forth in Book 3 and the Project-specific requirements set

forth in the exhibits relating to environmental compliance, the order of precedence shall be as set forth

below.

• MDOT Frequently Used Special Provisions

• MDOT Supplemental Specifications

• MDOT Drainage Manual

• CCRC General NDPES Permit



• MDOT Road Design Manual

• MDOT Standard Specifications for Construction

• MDOT Uniform Field Classification System (Modified Unified Description)

• MDOT Geotechnical Investigation and Analysis Requirements for Structures




• MDOT Soil Erosion and Sedimentation Control Manual


4.2 Design and Construction Requirements

4.2.1 Mitigation Measures

The Design-Builder shall comply with all environmental avoidance, minimization and mitigation measures,

additional CCRC review requirements, and all modification follow-up as indicated in Exhibit 2-4-B, Exhibit

2-4-C, and the following sections.


Addendum #1 4-2


4.2.2 Permits

The Design-Builder shall provide all permit application information and drawings as required by each

permitting agency.

The information associated with any revisions for all Federal and State permits shall be provided to the

CCRC Project Manager. CCRC will review the information, complete the application(s) and/or revision

request(s), and submit to the regulatory agencies. Changes and modifications to the packages requested by

CCRC or the regulating agencies will be the responsibility of the Design-Builder. All modifications shall be

provided to the CCRC Project Manager and submitted by CCRC Project Manager to the regulatory agency.

All application fees will be the responsibility of the Design-Builder.

The Design-Builder shall request, and CCRC will furnish, letters indicating the Design-Builder will be

CCRC’s agent for local agency permits. The Design-Builder shall prepare the information for all local

agency permits, complete the application(s), and submit the package(s) to the local agency and provide a

copy to the CCRC Project Manager. Changes and modifications to the packages requested by CCRC or the

regulating agencies will be the responsibility of the Design-Builder. All application fees will be the

responsibility of the Design-Builder.

CCRC has prepared and submitted permit applications for the Michigan Department of Environmental

Quality (MDEQ), required under State of Michigan Public Act 451, Parts 31 (floodplain protection), 301

(inland lakes and streams protection) Permit for the removal of the existing culverts, removal of existing

causeway material, installation of new a box culvert structure, construction and removal of two (2) temporary

roads, and reconstruction of the new causeway. The MDEQ approved permit is included as Exhibit 2-4-B

and is valid if Work is proposed as shown within the permit. The draft USACE approved permit is included

as Exhibit 2-4-C and is valid if Work is proposed as shown within the permit.

The Design-Builder shall anticipate that MDEQ and USACE Permit revisions may be required depending on

the Design-Builder’s design, in which case the responsibilities of the Design-Builder and CCRC shall be the

same as previously described for Federal and State permits.

See Section 4.2.14.3 (Public Act 451, Parts 91 and 31, and Notice of Coverage) for environmental

requirements in regard to construction activities that result in earth disturbances greater than one acre.

The following table identifies known environmental and water resource permits and agreements that may be

required for the Project, are already acquired by CCRC or are in the process of being acquired by CCRC, or

may require revision by the Design-Builder. Time extensions will not be considered for permits or permit

revisions required due to Design-Builder’s design.


Addendum #1 4-3


Table of Environmental and Water Resource Permits

GOVERNMENT

AGENCY REGULATION/PERMIT

FEES PAID

BY RESPONSIBLE PARTY

FEDERAL

U.S. Army Corps of

Engineers (USACE)

Department of the Army

Permit Application Design-Builder

Preparation of revision:

by Design-Builder

Submission:

by CCRC

STATE

Michigan Department of

Environmental Quality

(MDEQ)

State of Michigan Public

Act 451, Parts 31, 301

State of Michigan Public

Act 451, Parts 91 and 31,

and Notice of Coverage

Sections 401 and 404 of the

Clean Water Act

Design-Builder

Preparation of revision:

by Design-Builder

Submission:

by CCRC

4.2.3 Waters and Wetlands

The Design-Builder shall be responsible for avoiding, minimizing, and mitigating all impacts (including any

staging of equipment or materials) to wetlands, floodplains, lakes, and streams consistent with federal and

state environmental protection statutes and with permits and revisions to permits obtained for this project.

See Exhibit 2-4-B and Exhibit 2-4-C for known impacts to regulated wetland areas, floodplains, and water

crossings. See Exhibit 2-4-B and Exhibit 2-4-C for known regulated wetland areas and water crossings. The

Design-Builder shall anticipate that a MDEQ/USACE Joint Permit revision may be required based upon final

Design-Builder’s design. Any proposed changes which would affect the Project’s environmental

classification/certification or require modifications to the MEDQ approved permit (Exhibit 2-4-B) or the

draft USACE approved permit (Exhibit 2-4-C) shall meet a General Permit category, provide equal or greater

hydraulic capacity, and minimize wetland and stream impacts. Permanent wetland impacts shall be less than

1/3 acre.

Temporary wetland fill shall be placed and removed without excavation. A geotextile separator shall be

installed between the temporary wetland fill and the original ground. If the Design-Builder determines that

additional wetlands, streams, or any other regulated area not already addressed in Exhibit 2-4-B and 2-4-C

cannot be avoided, the Design-Builder shall provide the information, including alternatives analyses,

drawings, and quantities required to complete the appropriate regulatory agency(s) permit application(s) or

revision(s) to the CCRC Project Manager. CCRC will review and apply for the permit and be responsible for

any fees associated with the permit application or revision submittal. Normal MDEQ/USACE permit times

(45 Days) will apply for activities regulated by the MDEQ/USACE. The Design-Builder will be responsible

for submitting any additional information required by CCRC and/or MDEQ/USACE in order to complete the

permitting process. No work shall occur within any regulated area prior to obtaining all required permits

from the appropriate regulating agency(s). It is highly recommended that the permit information be provided

to the CCRC Project Manager at the earliest convenience to avoid permit delays associated with permit

processing. All requirements of the permit, including any required mitigation must be followed and is the

responsibility of the Design-Builder.

The Design-Builder shall comply with applicable State and local permitting and regulatory requirements for

any dewatering activities associated with Project construction.

The Design-Builder must incorporate applicable storm water plans into the Project design to ensure that the

Project remains in compliance with the CCRC General Permit.


Addendum #1 4-11


EXHIBIT 2-4-C

U.S. Army Corps of Engineers (USACE) Draft Approved Permit


Addendum #1 6-6

Utilities

EXHIBIT 2-6-B

Project Specific Coordination Clause

Cloverland Electric Cooperative – Electric

Cloverland Electric Cooperative (Cloverland) has existing overhead transmission lines along the north side

of the causeway, and crossing to the south side near the west end of the project limits. This overhead line

transmits power from Sugar Island to the Sugar Island Ferry Dock at the west end of 1 ½ Mile Rd.

Temporary Condition:

The project reconstruction limits are to be finalized by the Design-Builder and provided to Cloverland

concurrent with RFC plan submittal for the temporary maintenance of traffic road. Once work on the

temporary road begins, Cloverland will install new riser poles at each end of the project reconstruction limits

for the purpose of transferring the existing overhead line to an underground line. Once the temporary road is

able to support heavy construction vehicles, the Design-Builder shall provide a trench for a temporary

underground electric line at no cost to Cloverland. The bottom of the trench shall be at least 2-feet below the

final surface of the temporary road, and must span the entire length of the temporary road. Cloverland will

then install the temporary underground electric line in the trench. The electric line will remain unpowered

until construction of the temporary road is complete. Once power is switched to the temporary line,

Cloverland will remove all existing power poles within the impact limits within 48-hours.

Permanent Condition:

Cloverland will supply 6-inch conduit, conduit connection supplies and expansion joints, if necessary, to the

Design-Builder for installation on top of the proposed box culvert structure. The conduit shall be installed on

the north side of the causeway within the limits of the paved shoulder and for the entire length of the box

culvert structure at no cost to Cloverland. Installation of all conduit, hand holes, power poles, etc. outside of

the box culvert structure limits will be the responsibility of Cloverland, and shall be coordinated with the

Design-Builder. Cloverland will install and activate all permanent electric lines before the newly constructed

causeway is open to traffic. Removal of the temporary electric line will be performed by the Design-Builder

at no cost Cloverland.

If the Design-Builder’s design does not encompass the above utility coordination efforts, the Design-Builder

shall contact Cloverland immediately and begin the additional coordination necessary to accommodate the

existing utility within the Design-Builder’s design and construction plans.

See Exhibit 2-6-A for contact information or contact the CCRC Project Manager.

AT&T – Telecommunications

AT&T has an existing underground telecommunication line along the south side of the causeway. This

underground line transmits data from the mainland to all of Sugar Island.

Temporary Condition:

The project reconstruction limits are to be finalized by the Design-Builder and provided to AT&T concurrent

with RFC plan submittal for the temporary maintenance of traffic road. Once work on the temporary road

begins, AT&T will install a south-to-north crossing under the existing roadway at each end of the project

impact limits. Once the temporary road is able to support heavy construction vehicles, the Design-Builder

shall provide a trench for a temporary underground telecommunications line at no cost to AT&T. The

bottom of the trench shall be at least 2-feet below the final surface of the temporary road, shall be at least 1-

foot from the temporary electric line in all directions, and shall span the entire length of the temporary road.

AT&T will then install the temporary underground telecommunications line in the trench. Once the


Addendum #1 6-7

Utilities

temporary road is active, AT&T will require 3-days to splice and completely transfer all telecommunications

to the temporary line. The Design-Builder shall remove the existing line within the existing causeway

project impact limits at no cost to AT&T.

Permanent Condition:

AT&T will supply two 4-inch conduits, conduit connection supplies and expansion joints, if necessary, to the

Design-Builder for installation on top of the proposed box culvert structure. The conduit shall be installed on

the south side of the causeway within the limits of the paved shoulder and for the entire length of the box

culvert structure at no cost to AT&T. Installation of all conduit, hand holes, crossings, etc. outside of the box

culvert structure limits will be the responsibility of AT&T, and shall be coordinated with the Design-Builder.

AT&T will install and activate all permanent telecommunication lines before the newly constructed

causeway is open to traffic. Removal of the temporary telecommunication line will be performed by the

Design-Builder at no cost AT&T.

If the Design-Builder’s design does not encompass the above utility coordination efforts, the Design-Builder

shall contact AT&T immediately and begin the additional coordination necessary to accommodate the

existing utility within the Design-Builder’s design and construction plans.See Exhibit 2-6-A for contact

information or contact the CCRC Project Manager.

CRCC Design-Build Project Book 2 – Little Rapids Habitat Restoration

Addendum #1 8-1

Geotechnical

8 GEOTECHNICAL The Design-Builder shall conduct all Work necessary to meet the requirements of geotechnical

investigations, analysis, design, and construction.


8.1.1 Standards

In the event of a conflict among the standards set forth in Book 3 relating to geotechnical, the order of


MDOT Special Provision for Static Load Test

MDOT Special Provision for Dynamic Testing

MDOT Special Provision for Cofferdams, Special

MDOT Special Provision for Foundation Piling, LFD

MDOT Special Provision for Monitoring Vibrations

MDOT Special Provision for Steel Sheet Piling, Special

MDOT Frequently Used Special Provisions

MDOT Uniform Field Classification System (Modified Unified Description)

MDOT Geotechnical Investigation and Analysis Requirements for Structures

MDOT Manual for Michigan Test Methods (MTMs)

MDNRE Geological Survey Division Stratigraphic Lexicon for Michigan 2001

ASCE Recommended Practice for Plugging Soil Borings, 1969

MDOT Bridge Boring Sample Plan

MDOT Bridge Design Manual

MDOT Road Design Manual

MDOT Density Testing and Inspection Manual

MDOT Supplemental Specifications

MDOT Standard Specifications for Construction

MDOT HMA Production Manual

MDOT Materials Source Guide

MDOT Materials Quality Assurance Procedures Manual

MDOT Pavement Design and Selection Manual

MDOT Special Details

MDOT Standard Plans

AASHTO Manual on Subsurface Investigations

AASHTO Standard Specification for Materials and Methods of Sampling and Testing

AASHTO Provisional Standards

AASHTO LRFD Bridge Design Specifications

AASHTO LRFD Bridge Construction Specifications

AASHTO Standard Specifications for Highway Bridges

FHWA Publications

- Subsurface Investigations – Geotechnical Site Characterization


Addendum #1 8-2

Geotechnical

- The Cone Penetration Test

- The Pressuremeter Test for Highway Applications

- Drilled Shafts, Construction Procedures and Design Methods

- Ground Anchors and Anchored Systems

- Micropile Design and Construction Reference Manual

- Design and Construction of Drivel Pile Foundations, Volumes I and II

ASTM Standards

Other standards set forth in Book 3

8.1.2 Software Requirements

The Design-Builder shall provide boring log information in current AutoCAD (.dwg) format in accordance

with current MDOT format as shown in MDOT Bridge Boring Sample Plan and MDOT Road Boring

Sample Plan. The Design-Builder shall possess the current version of the following geotechnical software

packages or approved equal by the MDOT Geotechnical Services Section: GRLWEAP, FHWA Driven 1.2,

L-Pile, Slide, and SupportIT.

8.1.3 Equipment Requirements

The Design-Builder shall obtain soil boring elevation and location utilizing conventional survey methods

and/or a Global Positioning System (GPS) unit (northing, easting, latitude & longitude). Coordinates must be

in the Michigan State Plane Coordinate System (NAD 83), elevations in the Vertical Datum (NAVD 1988),

and longitude and latitude in the WGS 1984 Datum. If a vertical benchmark is not established for the project,

the soil boring locations should be tied into a known reference point, such as one of the bridge’s existing

reference points.

The Design-Builder shall perform sufficient survey to locate the borings horizontally to submeter accuracy,

and within 0.5 feet vertically.

A statement shall accompany the location data which describes the method of collection, the device used and

the accuracy achieved.

8.1.4 Personnel Requirements

The geotechnical team shall be a MDOT prequalified Geotechnical Engineering Services consultant. They

should be experienced in matters relating to geotechnical exploration, geotechnical analysis and design,

engineering geology, construction vibrations, short and long-term groundwater effects, foundation design

and construction within organic soils and artesian aquifers, and experience using AASHTO Load and

Resistance Factor Design, specifically as it relates to retaining walls, substructure units and foundations. The

geotechnical engineer shall be a Professional Engineer licensed in the State of Michigan.

8.1.5 Certification Requirements

The Design-Builder shall perform all laboratory testing at an AMRL accredited facility for the geotechnical

tests described herein and in the standards.

8.2 Design Requirements

Coleman Engineering Company performed a geotechnical investigation at the project site in the fall of 2012

and again in the summer of 2013. The 2013 investigation report is provided in Exhibit 2-8-A and contains a

summary of both investigations, project and boring location maps, boring logs, and soil analytical laboratory

test results. The 2012 subsurface investigation report is included in the RID. Locations for structure

foundation and roadway boring logs, pavement cores, and monitoring wells are approximated in Exhibit 2-8-

The information provided in Exhibit 2-8-A, is point information of actual soil at the time of drilling, data

collection, or analysis at each boring. Presentation of this information in no way implies that subsurface

conditions are the same at locations other than the exact location of the boring.


Addendum #1 8-3

Geotechnical

8.2.1 Supplemental Subsurface Investigations

The Design-Builder shall conduct supplemental subsurface investigations and subsequent geotechnical

analyses and designs, as necessary, to meet minimum boring requirements based on the Design-Builder’s

design and to supplement information provided by CCRC for the design of the Project.

If the Design-Builder needs additional information, the Design-Builder shall secure approval from the CCRC

Project Manager for what additional information will be collected and the proposed approach to obtaining

that information.

8.2.1.1 Supplemental Foundation Subsurface Investigations

Foundation subsurface investigations refer to geotechnical borings, standard penetration tests (SPTs), other

in-situ testing methods, and laboratory tests conducted to support the analysis and design of structures, such

as bridges walls, signs, strain poles, and large culverts. If the Design-Builder is required to or chooses to

supplement the subsurface information provided by CCRC, the Design-Builder shall selectively locate

foundation subsurface investigations on the basis of field observations, design considerations, the criteria

specified in this book or in Section 8.1.1 Standards. Location of investigations shall be as topography, site

conditions, soil conditions, and design factors dictate.

All supplemental subsurface investigations shall consist of at least the following items:

A review of existing plans and preliminary concepts and plans including responsibilities recited above to

ascertain alignment, site topography, location of bridge abutments and piers, box culverts, profiles of

proposed bridge footings approach embankments, locations of utilities in the vicinity of the proposed

investigations, and general locations of structures with regard to existing roads and waterways.

A review of all subsurface investigation information applicable to the Project including responsibilities

recited above

An on-site inspection, including at minimum the responsibilities recited above, consisting of an

engineering reconnaissance of existing soil and geologic conditions

Planning the investigation program including obtaining necessary permits

Utility Location and Notification

Obtaining soil samples when appropriate

Obtaining rock cores when appropriate

Measuring groundwater levels, including installing piezometer when appropriate

Preparing a field boring log

Performing laboratory tests on soil samples

Producing a final boring log summarizing all investigation and testing information in a Geotechnical Data

Report

The Design-Builder shall review the contemplated effect of the proposed construction. The Design-Builder

shall record detailed notes on performance of existing embankments in the immediate vicinity, differential

settlement, foundation failures, active landslides, bedrock exposure, limits of questionable foundation areas,

stability of adjacent earth or manmade masses, possible damage to existing structures and facilities, or other

aspects that may be affected by the proposed construction. The notes shall be provided to CCRC as part of

the Supplemental Subsurface Investigation deliverables.

8.2.1.1.1 Foundation Boring Requirements

Foundation Borings shall be in accordance with the requirements of Table 1 and the MDOT Geotechnical

Investigation and Analysis Requirements for Structures and other standards and references for soil and rock

classification, subsurface investigation, field testing and sampling, laboratory testing, boring log, and sample

retention requirements.


Addendum #1 8-4

Geotechnical

Table 1: Required Foundation Borings for Foundation Support Type

Structure and/or

Foundation

Support Type

Minimum Number of Foundation

Borings per Substructure

Boring Locations Minimum Boring Depth Required

Investigation Method

Bridge - Pile

foundation

One, unless highly variable

conditions exist or bridge is 100 ft

wide or larger, then add one

additional boring.

As required per

standards, subject to

CCRC Approval

50 ft below proposed bottom of

foundation or per standards,

whichever is deeper. Piles bearing on

rock, 10 ft rock core required.

Rotary or hollow stem

auger borings in soil

and rock, rock coring.

SPT’s, Shelby tubes.

Bridge – Spread

Footing

Same as pile supported bridge.

Footings on bedrock may require

additional soundings/borings.

Same as pile supported

bridge

50 ft below proposed bottom of

foundation or per standards,

whichever is deeper. 10 ft of rock

core if footing is on or within 1x

footing width of bedrock surface.





Retaining walls

Wall length (in feet) divided by

200. Two if 50 ft < wall length <

200 ft. One if wall length < 100 ft.

Anchored, tieback, or soil nail

walls, require borings in

tieback/anchored zone every 200 ft

Space approx 200 ft.

Space at 1/3 points if

200 > wall length > 50

ft. For anchored, tieback,

soil nail walls, offset

borings every 200 ft in

this zone of support.

Twice the wall height below the

bottom of the wall or auger refusal,

whichever is shallower. 10 ft rock

core if wall bears on or slightly

above bedrock.





Roadway – Cuts and

Fills Variable

200 ft (erratic

conditions) to 400 ft

(uniform conditions)

As required per standards. In larger

fills and cuts (>10ft), boring depth

should be sufficient to address

overall stability. If rock present, core

5 ft beyond planned cut depth

Rotary, hollow stem

auger borings, rock

coring. SPT’s, Shelby

tubes.

Culverts greater than

30 inch span or

diameter

Culvert Length (in feet) divided by

100. Two if length

< 100 ft

Along alignment and at

headwall/aprons or as

needed to define

subsurface condition

As required per standards


auger borings, hand

augers, SPT’s req’d

for culverts≥60 in or

box/slab culverts ≥ 48

in


Addendum #1 8-5

Geotechnical

For structures not listed in Table 1, the Design-Builder shall perform sufficient borings for their design.

The Design-Builder shall prepare an electronic copy of all boring logs, including those in the Contract

Documents, the RID, and supplemental information. This electronic file shall be formatted to match the

example plan sheet shown in the MDOT Bridge Design Manual. In addition, all plans, special provisions,

estimates, and other project related items must meet all MDOT requirements and detailing practices (i.e.,

format, materials, symbols, patterns, and layout) or as otherwise directed by the Project Manager. These

documents and other project related items are subject to review and approval by CCRC.

8.2.1.1.2 Foundation Boring Final Logs

The Design-Builder shall prepare foundation boring final logs based on the driller’s field boring logs and

containing all laboratory test results for each test boring. The boring log format shall match that used by

MDOT.

8.2.1.2 Supplemental Roadway Subsurface Investigations

The Design-Builder shall review the roadway borings and pavement core data provided and perform a

supplemental subsurface roadway investigation as necessary to define the in-situ soil, rock, groundwater, and

existing pavement/subgrade conditions, and to identify the material types and their engineering character to

the extent necessary for the design of the most economical, uniform, and stable roadway.

8.2.1.2.1 Roadway Boring Requirements

When the Design-Builder proposes changes to the existing alignment that result in deviations of more than

10 feet horizontally, widening or adding lanes, where borings are less than 5 feet below the proposed new

profile grade line in cut sections or less than 5 feet below natural ground in fill sections, the Design-Builder

shall take borings approximately every 500 feet along the proposed changed alignment. Borings shall provide

a continuous profile of the subsurface soil conditions. If supplemental borings are required due to horizontal

or vertical change in alignment, the Design-Builder shall take borings to a depth of at least 10 feet below the

proposed profile grade line in cut areas and at least 5 feet below natural ground in fill sections. At least one

boring in each fill section shall extend to a depth equal to twice the height of the proposed fill. Where soils

are encountered that are considered unsuitable for roadway embankment construction, the Design-Builder

shall follow the requirements of Section 8.2.1.2.4.

8.2.1.2.2 Solid Stem Auger

The Design-Builder shall obtain shallow soil borings through a pavement core hole to a depth of 5 feet below

the top of pavement. If there is reason to believe the soil is questionable based on previous projects related to

muck, ground water treatments, culverts in close proximity, existing settlement or any other evidence of soil

instability, the Design-Builder shall propose boring depths and sampling procedures to CCRC for Approval.

The Design-Builder shall hydraulically pull soil borings taken in saturated, organic, or thin layered soils

instead of being augered to the surface. The augered method is acceptable in most other situations. However,

the Design-Builder shall bring no more than 2.5 feet of material to the surface at one time.

For roadway borings deeper than 10 feet, Design-Builder shall conduct hollow stem auger borings with split-

spoon testing in accordance with MDOT Geotechnical Investigation and Analysis for Structures and the

standards.

8.2.1.2.3 Rock

If evidence of bedrock or auger refusal is found in any roadway boring, the Design-Builder shall take

additional borings or soundings in the immediate area to determine the cause of refusal.

Where evidence suggests that buried bedrock lies above the proposed grade line, the Design-Builder shall

take additional foundation borings. Roadway borings in rock shall extend to a depth of 5 feet below the top

of the proposed pavement. The number of borings shall depend on anticipated rock variability and length of

cut. On side-hill cuts, the Design-Builder shall take additional borings on the uphill side to reflect maximum


Addendum #1 8-6

Geotechnical

rock cut and possible groundwater problems. Rock outcrops shall also be shown on the profile and cross-

section sheets.

8.2.1.2.4 Organic Soils (Muck – Peat – Marl)

Soundings shall be added to determine the character and depth of the organic soil. There shall be enough

soundings to identify the area, extent, and profile of the muck bottom. Organic soil soundings shall be

located on a 50’X 50’ grid unless otherwise approved by the project manager. Soundings may be made by

cone penetrometer (CPT), sounding rods, continuous auger or flight auger drilling. Standard penetration test

(SPT) from the foundation investigation may be used to supplement information obtained from soundings.

Where deep deposits of compressible soils are encountered that will not likely be excavated, the Design-

Builder shall perform laboratory testing for consolidation and slope stability. The Design-Builder shall plot

all muck soundings, borings, and water elevations on a layout and properly identify soils on the profile and

cross-section sheets.

8.2.1.2.5 Field Testing and Sampling

The Design-Builder shall take at least two representative samples of each major soil type (textural class) for

laboratory testing and identification.

The Design-Builder shall retain and make available to CCRC additional representative samples of each

major soil type through the life of the Project.

Minimum sample quantities required for disturbed roadway boring tests shall be per the applicable Michigan

Test Method.

Sampling for hollow stem auger roadway borings shall be in accordance with the requirements of MDOT

Geotechnical Investigation and Analysis Requirements for Structures and applicable parts of Book 2, Section

8.2.1.1.2.

No composite sampling of subbases is allowed.

8.2.1.2.6 Roadway Boring Field Logs

The Design-Builder shall prepare a field record for each roadway boring in the supplemental subsurface

investigation in accordance with the field record requirements in the MDOT Geotechnical Investigation and

Analysis Requirements for Structure.

8.2.1.2.7 Roadway Boring Final Logs

The Design-Builder shall prepare final borings log sheets from the field records that meet the requirements of

the MDOT Road Design Manual and Book 2, Section 8.2.1.1.2.

8.2.1.2.8 Laboratory Testing

The Design-Builder shall perform laboratory soils tests of sufficient number and type to ascertain the nature,

strength, conditions, stability, and consolidation characteristics of soil conditions existing at the Site that

influence the proposed design and construction activities. The Design-Builder shall perform laboratory

testing in accordance with the procedures set forth in the MDOT Geotechnical Investigation and Analysis

Requirements for Structures.

Gradation testing shall be in accordance with MTM 109-97 and MTM 108-97, Minimum sieves to be

included for MTM 109-97 are the 25.4 mm, #4, #8, #16, #30, #40, #50, #60, #80 and #100. Any materials

larger than 25.4 mm shall not be included in the MTM 108-97 analysis.

Permeability testing, if needed, shall be in accordance with MTM 122-97.

8.2.2 Foundation Analysis and Design

The Design-Builder shall perform an analysis of foundation borings and prepare foundation analyses and

recommendation reports for all proposed structures using the borings provided by CCRC, if applicable, and

borings from the Design-Builder’s supplemental investigation, if completed. The Design-Builder shall


Addendum #1 8-7

Geotechnical

perform all foundation analyses and designs using the Load Resistance Factor Design (LRFD) method,

unless otherwise specified.

8.2.2.1 Foundation Design Criteria

The Design-Builder shall use the following maximum resistance factors for foundation analysis and design.

Table 2: Required LRFD Resistance Factors

Foundation Design LRFD Resistance Factor

Driven piles (axial bearing

Resistance)

Per MDOT Bridge Design manual. Refer to AASHTO LRFD in

standards for items not addressed..

Slope stability analysis

(embankments, excavation

slopes)

Per latest version of AASHTO LRFD Bridge Design Specifications.

*Global stability analysis

(bridge and retaining wall

footings)

Per the latest version of AASHTO LRFD Bridge Design

Specifications.

* Global stability and overall stability is considered the same thing.

The Design-Builder shall meet the requirements of the MDOT Bridge Design Manual - Chapter 7: LRFD,

unless otherwise specified.

8.2.2.2 Foundation Limitations

The Design-Builder shall adhere to the following foundation limitations:

Foundation support systems not included in the current AASHTO LRFD code shall not be used.

Soil nail walls will not be allowed as part of permanent work.

The Design-Builder shall consider susceptibility to settlement of existing roadways, utilities, and other

elements due to the driving of foundation elements such as piles. If settlement is an issue, mitigation shall

be considered.

8.2.2.3 Foundation Analyses

Methods and procedures for analyzing stability, settlement, bearing capacity, and deep foundation

requirements shall be in accordance to the latest version of AASHTO LRFD Bridge Design Specifications.

The Design-Builder shall indicate all assumptions, soil parameters, water levels, water pressures, and design

criteria in the report. Design calculations shall be provided upon request from CCRC Project Manager.

The Design-Builder shall analyze the following:

For structures, suitable foundation types.

For embankments and slopes, the overall stability, including a bearing capacity analysis, settlement

analysis, lateral squeeze and internal, external, compound, and global stability analysis. The computer

program Slide shall be used for slope stability analysis, unless otherwise approved by the CCRC Project

Manager. If necessary, the Design-Builder shall provide a settlement analysis for the use of wick drains,

surcharge embankments, or other geotechnical improvement method. In addition, the Design-Builder

shall include an estimate of the time rate of settlement to account for the primary and secondary

settlement that may be expected over the life of the Project.

For spread footing foundations, a bearing capacity and settlement analysis. The analysis shall include a

nominal bearing resistance graph for the service and strength limit state and the resistance factor for

bearing from the latest version of AASHTO LRFD Bridge Design Specifications. The resistance factor for

bearing shall not be greater than 0.45. The analysis shall also include an estimate of the total and


Addendum #1 8-8

Geotechnical

differential settlements anticipated for each structure analyzed. The Design-Builder shall calculate

differential settlements for retaining walls based on a 30-foot spacing. In addition, the Design-Builder

shall include an estimate of the time rate of settlement to account for the primary and secondary

settlement that may be expected over the life of the Project. The Design-Builder shall design all spread

footings for a minimum embedment depth of 4 feet to protect against frost heave effects.

For piles, nominal resistance graphs from FHWA Driven that show the capacity in relation to tip

elevation for compression. In addition, the Design-Builder shall calculate and consider downdrag and

lateral squeeze. The Design-Builder shall check pile drivability using GRL WEAP. The Design-Builder

shall develop lateral earth pressure calculations including parameters for P-y curve development for

structures subject to horizontal loads. Lateral pile resistance shall be calculated using L-Pile. The Design-

Builder shall provide minimum tip elevations, prebore and casing requirements, and estimates of

overdrive. Static analysis shall not be used to certify the resistance of piles unless approved by the MDOT

Geotechnical Services Section. The maximum nominal pile resistance for the proposed pile sections shall

not exceed values given in the MDOT Bridge Design Manual - Chapter 7: LRFD.

For drilled shafts, nominal resistance graphs that show the resistance in relation to tip elevation for both

compression and tension. In addition, the Design-Builder shall calculate and consider downdrag and

lateral squeeze. The Design-Builder shall develop lateral earth pressure calculations including parameters

for P-y curve development for structures subject to horizontal loads. Lateral pile resistance shall be

calculated using L-Pile. The Design-Builder shall provide minimum tip elevations and casing

requirements.

The Design-Builder shall design all foundation elements to account for losses in lateral and axial

capacities resulting from calculated design scour depths which are unmitigated.

The Design-Builder shall analyze structures supported on rock or tied to rock formations. This includes

analyses for areas such as rock bolts and rock cuts.

The Design Builder shall design excavations and temporary earth retention systems needed for

construction in accordance with MDOT special provisions.

8.2.3 Roadway Analysis and Design

8.2.3.1 Roadway Design Criteria

The Design-Builder shall provide the pavement sections specified in Book 2, Section 11.

Compaction shall follow the compaction requirements in the MDOT Standard Specifications for

Construction.

For embankments with fill heights greater than or equal to 10 feet, the Design-Builder shall perform a global

stability analysis.

Subsurface drainage outlets shall not cross roadways. Left and right side subsurface drainage systems shall

not use a common outlet pipe.

Differential settlement across approach slabs shall not exceed 0.50 inches in 25 feet. The Design-Builder

shall implement ground improvement techniques to the approach embankment subgrade, if necessary, to

meet this requirement.

The Design-Builder shall provide granular treatments for culverts in accordance with MDOT Standard Plan

R-82 Series.

8.2.3.2 Excavations and Embankments

For embankments with fill heights greater than or equal to 10 feet, the Design-Builder shall perform a global

stability analysis using Slope software.


Addendum #1 8-9

Geotechnical

Organic deposits within the influence of roadbed support shall be removed. Minimum limits for deep

excavations to remove organic deposits shall be in accordance with MDOT Standard Specifications for

Construction, Section 205 and MDOT Standard Plans R-103 Series.

All new embankment and embankment-widening material shall be suitable grading material or borrow that

meets the requirements of the Standard Specifications and must be constructed in accordance with Standard

Specification Section 205, which requires the in-place embankment foreslopes to be notched before

widening.

8.2.3.3 Detention Ponds and Infiltration Zones

If detention ponds or infiltration zones are part of the Project, the Design-Builder shall prepare slope stability

analyses on pond side slopes and berms, and settlement analyses on berms. The Design-Builder shall prepare

geotechnical recommendations for infiltration zones. The Design-Builder shall perform all detention pond

and infiltration zone analyses in accordance with the requirements of Section 12.

8.2.3.4 Alternative Designs

The following are unacceptable alternatives for pavement design (See Book 2, Section 11.2.2 for pavement

design requirements):

Change in surface type (bituminous or concrete) for any pavements.

Alternatives that result in a decrease in the depth of non-frost susceptible material.

Decreases in thickness relative to minimum structural requirements. This applies to individual layer

thicknesses, as well as the total minimum structural requirements.

Decreases in granular equivalent (GE) relative to minimum structural requirements. This applies to

individual layer GE, as well as the total minimum GE structural requirement.

8.2.4 Geotechnical Instrumenttion and Monitoring Plan

The Design-Builder shall determine what geotechnical instrumentation is required to monitor the impact of

construction or demolition activities to protect the Project area and verify the stability of the proposed Work.

The Design-Builder shall develop, implement, and maintain a documented Geotechnical Instrumentation and

Monitoring Plan. All geotechnical instruments shall be installed and monitored by the Design-Builder. Any

instruments that are damaged during construction and require removal and/or recalibration shall be replaced

and/or recalibrated by the Design-Builder.

Prior to deploying geotechnical instrumentation and beginning monitoring, the Design-Builder shall identify

and submit in writing to CCRC the recommended instrument types, locations, installation requirements,

zones of influence, critical readings, and frequency of readings. An action plan shall be presented that

protects the nearby structures, utilities, or other element if defined vibration thresholds or defined settlement

limits are exceeded.

Depending on the Design-Builder’s approach to the work, the plan shall include instrumentation to provide

information to help protect adjacent structures, pavements, utilities, slopes or other elements. The

Geotechnical Instrumentation and Monitoring Plan may include such parameters as:

Settlement and settlement rates of embankments

Pore water pressures

Groundwater levels

Stability of bridges, walls and slopes

Stability of existing and new pavements

Stability of Utilities


Addendum #1 8-10

Geotechnical

The Design-Builder shall pay particular attention to construction methods that may induce settlement or

vibrations (pile driving, steel sheet installation, etc.) and deploy monitoring instrumentation accordingly.

The Design-Builder shall at minimum meet the requirements of the MDOT Special Provision for Monitoring

Vibrations.

8.2.5 Foundation Analysis and Design Report

The Design-Builder shall use the subsurface investigation information provided along with any supplemental

information necessary to produce a Foundation Engineering Report for each structure on the Project. The

report shall be in accordance with the MDOT Geotechnical Investigation and Analysis for Structures. Each

report shall include a letter that contains a Project reference, a brief description of the proposed design, the

number of borings taken by the Design-Builder, which borings were used for design that were provided by

CCRC, a brief description of the soils and groundwater conditions encountered, and if required, conclusions

of an engineering analysis and design recommendations.

8.2.5.1 Presentation of Foundations Investigation

The plotted borings used to show the generalized geotechnical profile may be abbreviated, but shall include

soil and rock classifications, Standard Penetration Test values, unconfined compression test results, and

where soils become saturated or where groundwater conditions are encountered, all plotted with depth. The

Design-Builder shall make all plots on tabloid-size (11-inch by 17-inch) paper and plotted to an engineering

scale.

8.2.5.2 Subsurface Investigation Summary

The Foundation Analysis and Design Report shall contain a separate section labeled “Subsurface

Investigation Summary.” This section shall include information about the borings taken for the Project, a

brief description of the foundation soil and rock conditions, a summary of the water level measurements

taken, and an interpretation of the static water level. Also included in this section shall be a list of borings

provided by CCRC that were used by the Design-Builder.

8.2.5.3 Foundation Analysis

The Foundation Analysis and Design Report shall contain a separate section labeled “Foundation Analysis.”

For this section, the Design-Builder shall summarize the results of a detailed foundation analysis to identify

critical design elements and provide a basis for foundation recommendations. At a minimum, the Design-

Builder shall address the following:

The foundation analyses listed in Section 8.2.2.3

A summary of the design assumptions, including information about embankment fill heights, unit weights

of fill, side slope and end slope angles, bridge loading information (both axial and horizontal), retaining

wall loading information, design methodologies, and other pertinent information

An evaluation of CCRC borings used by the Design-Builder and the assumptions and design completed

from these borings

Construction considerations such as design of temporary slopes and shoring limits

Subcut recommendations and backfill requirements (including details prepared by the Design-Builder for

the Project)

Construction staging requirements, where applicable

8.2.5.4 Foundation Recommendations

The Foundation Analysis and Design Report shall include a section labeled “Foundation Recommendations.”

The report shall be sealed by a Geotechnical Professional Engineer Licensed in the State of Michigan This

section shall include definitive recommendations listed as follows:

Nominal bearing capacities and associated resistance factors for the recommended foundation type

Recommended design soil parameters (e.g., coefficient of friction, lateral earth pressure coefficients, etc.)


Addendum #1 8-11

Geotechnical

Recommended footing sizes and embedment depths

Recommended pile section, minimum pile tip elevation, and estimated pile tip elevation

Recommended drilled shaft dimensions and construction methods

Recommended slope angles

Waiting periods for embankments

Surcharge systems recommendations

Recommended foundation types, sizes, and embedment depths

Topsoil excavations and muck and poor soil excavations

Trench excavation slopes

Temporary slopes and shoring limits

Temporary earth retention system design calculations and layout(s)

Temporary cofferdam design calculations and layout(s)

Temporary vehicular roads

Temporary construction roads

Temporary ferry docks

Soil reinforcements (i.e. GeoGrid)

8.3 Construction Requirements

8.3.1 Foundation Load Testing

Driven foundation piling shall be load tested according to the MDOT Standard Specifications for

Construction Section 705, and Special Provision for Static Load Test, if required by the Design-Builder’s

design. Load testing by other methods must be approved by the project manager prior to construction.

Lateral load testing on driven piles will be allowed and shall follow ASTM D3966-07.

8.3.2 Driven Foundation Pile Requirements

Field testing in accordance with MDOT Standard Specifications for Construction shall be performed for

driven foundations to evaluate foundation capacity and integrity, to verify design assumptions, to determine

foundation installation characteristics, to evaluate the pile-driving system performance, and to establish

foundation depths. The driven foundation testing and monitoring shall include all necessary quality control

testing, including test piles, dynamic testing, and static load testing.

8.3.3 Driven Foundation Limitations

The Design-Builder shall consider susceptibility to settlement of footing, roadways, utilities, and other

elements due to the driving of foundation elements such as pile. If settlement is an issue, mitigation shall be

provided.

8.3.4 Temporary Earth Retainage Limitations

Temporary earth retainage such as steel sheet piling or soldier piles near or adjacent to existing and proposed

roadways, utilities, and other elements susceptible to settlement shall be installed without vibratory methods

and left in place. Other requirements or limitations within the section may be more stringent. The more

stringent requirements or limitations will apply.

8.3.5 Geotechnical Instrumentation and Monitoring

Instrumentation and monitoring shall be performed according to the Design-Builder’s Design Lead

Geotechnical Engineer and the Approved Geotechnical Instrumentation and Monitoring Plan. Minimum

construction requirements are outlined in the Special Provision for Monitoring Vibrations.


Addendum #1 8-12

Geotechnical

8.3.6 Density Requirements

At a minimum, the Design-Builder shall provide density control that meets the requirements set forth in the

following:

MDOT Density Testing and Inspection Manual

MDOT Standard Specifications for Construction

8.3.7 Subgrade Improvements

Underdrains shall be according to Book 2, Section 11.2.2.

Peat excavation and swamp backfill shall be according to Book 2, Section 8.2.3.2.

8.4 Deliverables

8.4.1 Supplemental Subsurface Investigation

8.4.1.1 Subsurface Investigation Plan

The Design-Builder shall submit for Approval in electronic format a Subsurface Investigation Plan for

supplemental subsurface investigation(s) the Design-Builder plan(s) to perform for bridge foundations or

roadways.

8.4.1.2 Foundation Boring Field Logs

The Design-Builder shall submit to CCRC one electronic copy of the field log for each foundation boring

performed as part of the supplemental subsurface investigation.

8.4.1.3 Foundation Boring Final Logs

The Design-Builder shall submit to CCRC one electronic copy of the final log for each foundation boring

performed as part of the supplemental subsurface investigation.

8.4.1.4 Roadway Boring Final Logs

The Design-Builder shall submit to CCRC one electronic copy of all final boring logs performed as part of

the supplemental subsurface investigation.

8.4.1.5 Lab Testing Data

The Design-Builder shall submit to CCRC one electronic copy of the lab test data completed as part of the

supplemental subsurface investigation.

8.4.2 Foundation Analysis and Design Report

The Design-Builder shall submit one electronic copy of each Foundation Analysis and Design Report for

Acceptance by CCRC. CCRC will respond within 10 Working Days of receipt of each Foundation Analysis

and Design Report.

The Design-Builder shall submit the results of the supplemental foundations investigation, incorporating the

geotechnical information provided in the RFP, for each structure in the form of plotted borings on proposed

plans and profiles and cross-sections.

8.4.3 Geotechnical Instrumentation and Monitoring Plan

The Design-Builder shall submit to CCRC for Approval one electronic copy of the Geotechnical

Instrumentation and Monitoring Plan. The minimum plan and reporting requirements are outlined in the

Special Provision for Monitoring Vibrations. The Design-Builder shall submit monthly action and progress

reports as readings become available and actions are taken. These reports should be included in the required

monthly progress reports outlined in Book 2, Section 2. An exception to the monthly reporting requirements

are that daily reports for vibration monitoring shall be made available to CCRC field personnel on a daily

basis and submitted electronically weekly.


Addendum #1 8-13

Geotechnical

8.4.4 Settlement Monitoring Plan and Reports

The Design-Builder shall submit for Approval one electronic copy of the Settlement Monitoring Plan if the

Geotechnical Instrumentation and Monitoring Plan requires settlement instrumentation. The Design-Builder

shall submit monitoring reports monthly as readings become available.


Addendum #1 8-14

Geotechnical

EXHIBIT 2-8-A

2013 Geotechnical Investigation Report (Coleman Engineering)


Addendum #1 11-2

Roadways

PROJECT-SPECIFIC DESIGN STANDARDS

Roadway: 1 ½ Mile Road

Location: POB to POE

Design Standards NATIONAL HIGHWAY SYSTEM

Jurisdictional System Chippewa County Road Commission

Functional Class Major Collector

Access Control Free Access

Roadway Type Undivided highway

Design Vehicle WB-65

Terrain Level

Lane Width 11 feet

Shoulder Width 4 feet

Fishing Access Width 5 feet

Posted Speed 55 MPH

Proposed Design Speed 60 MPH

1. The permanent road alignment shall remain as it currently exists due to the resulting potential wetland

impacts realignment would cause.

2. Any proposed profile modifications shall match the existing profile grades at the beginning and end

points of construction. Grade breaks where the proposed grade meets existing shall not exceed 0.25%.

3. The clear zone will vary according to design speed, side slopes, ADT, and horizontal curvature. The

clear zone shall not be limited to 30 feet for practicality.

4. The crown point shall be at the center of the two lanes.

5. The cross slope of 1 ½ Mile Road including the shoulders shall be 2% in non-superelevated areas.

Transitions in cross slope to match the existing cross slope at the POB and POE may be required.

Construction Limits and Laneage

At a minimum, the POB and POE shall be the joint lines between the old pavement and new pavement

(placed in July of 2014) near each end of the project, as approximated in Exhibit 2-11-A. Within the Project

limits, there are areas that shall be fully reconstructed and areas that shall undergo mill and fill rehabilitation.

The limits of full reconstruction shall include the entire length of the proposed structure, and extend

continuously to the east and west to one of the following locations, whichever is greater:

a. The point at which the temporary MOT road is no longer needed and traffic is completely

maintained on the existing pavement. b. The point at which the proposed vertical curve ties into existing pavement.

The remaining pavement outside the full reconstruction limits and inside the Project limits shall undergo mill

and fill rehabilitation, as well as any pavement outside of the Project limits that is damaged during

construction of the Project.

Typical cross sections within the full reconstruction limits shall follow Exhibit 2-11-B.


Addendum #1 11-3

Roadways

11.2.1.1 Slopes

Grading slopes shall be 1:4 (V:H) or flatter at tie-ins to adjacent property, wherever possible. Where site

conditions are restrictive and do not permit a 1:4 (V:H) slope, the Design-Builder shall follow the foreslope

and backslope criteria below. All grading of slopes shall be within the existing Right of Way.

Foreslopes

The Design-Builder shall design slopes to avoid the need for traffic barrier whenever possible. The use of 1:2

(V:H) slopes greater than 5-feet in height without barriers is prohibited. The Design-Builder shall design the

slopes in the order of precedence shown below with criterion 1 being the requirement, followed by criterion

2 as the next desirable and other criteria in decreasing levels of desirability. The grading design priority for

foreslopes shall be as follows:

1. Use 1:4 (V:H) slopes or flatter, where existing topography allows for this

2. Use steeper slopes of 1:3 (V:H)

3. Use non-recoverable slopes shielded by traffic barrier.

When the slopes intersect with an existing ditch bottom, re-ditching shall be required to maintain the existing

ditch width, unless approved otherwise by the MDOT Project Manager.

Backslopes

The Design-Builder shall design slopes to avoid the need for traffic barrier whenever possible. The use of 1:2

(V:H) slopes greater than 5-feet in height without barriers is prohibited. The Design-Builder shall design the

slopes in the order of precedence shown below with criterion 1 being the requirement, followed by criterion

2 as the next desirable and other criteria in decreasing levels of desirability. The grading design priority for

backslopes shall be as follows:

1. Use 1:4 (V:H) slopes or flatter.

2. Use steeper slopes of 1:4 to 1:2 (V:H) outside the clear zone.

3. Use non-recoverable slopes shielded by traffic barrier.

11.2.1.2 Traffic Barrier

Any guardrail that is removed for construction, maintenance of traffic, or staging areas shall be replaced with

new guardrail material.

At a minimum, new guardrail shall be installed for the entire length of the full reconstruct section.

Temporary guardrail in accordance with the MDOT Standard Specifications may be used during staged

construction, provided that any elements that are not new are replaced with new materials for the final

configuration.

11.2.1.3 Fencing

Not used.

11.2.1.4 Driveways

Not used.

11.2.1.5 Parking Areas

The Design-Build team shall provide a parking area at both ends of the structure. The parking areas shall be

located on the south side of the 1 ½ Mile Road, outside of the structure limits. Each parking area shall

contain a minimum of three (3) parallel parking spaces, and be fully paved. The 4-foot shoulder shall not be

used as part of the parking area. Each parallel parking space shall be a minimum of 9-feet by 20-feet.


Addendum #1 11-4

Roadways

11.2.2 Paving Design Requirements

11.2.1.1 Grading

Proposed subgrade elevation shall be set by the profile and cross section determined by the Design-Builder.

The Design-Builder shall provide positive drainage below the subbase layer to direct flow of water towards

headwall weep holes within the limits of the box culvert structure if a box culvert structure is used. Weep

holes in culvert top slabs will not be permitted.

11.2.2.2 Subgrade Undercutting

Not used.

11.2.2.3 Pavement Section

The Design-Builder shall use the HMA pavement sections as shown in the following tables:

Table 1: Minimum HMA Pavement Section for Full Reconstruct Areas

Location Item Description Minimum

Thickness (in)

Application

Rate (Lb/Syd)

Performance

Grade

1 ½ Mile

Road

*Top Course

(AWI=220 min)

13A 2 220 58-28

*Leveling Course 13A 2 220 58-28

**Aggregate Base 22A 8 - -

***Subbase - 18 - -

Underdrain, Subbase, 6 inch - - - -

Curb and Gutter, Detail D2 use as needed - - -

* HMA to contain 3% air void.

** Aggregate Base shall extend to 1.0 foot beyond the outside edge of the paved shoulder or 1.0 foot beyond

the back edge of curb and gutter where curb and gutter is used.

*** Subbase shall be daylighted in embankment section and provided full depth to a point 1.0 foot minimum

beyond the paved shoulder in cut sections.

Table 2: Minimum HMA Pavement Section for Mill and Fill Areas


Thickness (in)

Application

Rate (Lb/Syd)

Performance

Grade

1 ½ Mile

Road

Cold-Milling - 2 - -

*Top Course

(AWI=220 min)

13A 2 220 58-28



Addendum #1 11-5

Roadways

Table 3: Minimum HMA Pavement Section for Parking Areas


Thickness (in)

Application

Rate (Lb/Syd)

Performance

Grade

1 ½ Mile

Road

*Top Course (AWI=220

min)

13A 2 220 58-28

*Leveling Course 13A 2 220 58-28

**Aggregate Base 22A 8 - -


** Aggregate Base shall extend to 1.0 foot beyond the outside edge of the paved shoulder or 1.0 foot beyond

the back edge of curb and gutter where curb and gutter is used.

Pavement sections for shoulders and fishing access areas shall match the pavement section in Table 1.

11.2.2.4 Driveways Pavement Section

Not used.

11.2.2.5 Local Standards

For roadways adjacent to and crossing the Project that are disturbed by the construction activities, the

Design-Builder shall match the in-place surface type and structure of the existing roadways, unless otherwise

specified. The Design-Builder shall design and construct all tie-in work to avoid differential settlement

problems, accounting for such factors as total surfacing thickness, minimum structural requirements,

unbound base/subbase thickness, and frost-free characteristics.

11.2.2.6 Subsurface Underdrains

Design-Builder shall meet the requirements of MDOT Standard Plans R-80 Series and the remaining

Standards, as applicable. Underdrains shall not cross the roadway. Maximum spacing between underdrain

outlets shall be 100 feet above the box culvert structure if a box culvert structure is used and 300 feet for the

remainder of the reconstruction limits.

11.2.2.7 Bridge Approach Panels

Not used.

11.2.2.8 HMA Pavement Requirements

The following MDOT Frequently Used Special Provisions shall apply to HMA pavement and shall be

followed for pavement warranties and the completion of this Project: 12SP501A, 12SP501E and 12SP501J.

11.2.2.9 Concrete Pavement Requirements

Not used.

11.2.3 Grading Under Bridges

Not used.

11.2.4 Design Exceptions

The Design-Builder shall design all geometric elements associated with mainline highway, structures, and

other roadways in accordance with the criteria established in the Contract Documents. Design exceptions

will not be allowed on the Project.


Addendum #1 12-3

Drainage

Any proposal to leave existing facilities in place will require drainage calculations that verify that the

existing facility meets current criteria.

The existing drainage system on the causeway is sheet flow off of the pavement down to the embankment

and ultimately into the river and it is anticipated that the Design-Builder will design the new roadway to

mimic this existing condition.

12.3.2.1 Bridge Deck Drainage

Not used.

12.3.2.2 Roadside Ditches

Not used.

12.3.2.3 Storm Sewer Systems

Not used.

12.3.2.4 Culverts

Two 72” culverts exist on the project site. The Design-Builder shall completely remove these culverts, and

replace them with a structure as defined in this RFP.

12.3.2.5 County Drains

Not used.

12.3.3 Clear Zone Requirements

Not used.


Drainage facilities shall accommodate construction staging and shall be provided during all stages of

construction. The Design-Builder shall provide drainage design details for each stage of construction. The

design shall include temporary erosion control and other best management practices needed to satisfy the

NPDES and other regulatory requirements. The water resource notes in the Released for Construction

Documents shall include a description of the drainage design for each stage of construction.

All Work shall comply with the requirements/restrictions in Book 2, Section 4.

The Design-Builder shall remove all existing culverts or sewers that are replaced or no longer used.

The Design-Builder shall protect the new and existing culverts and sewers during all construction activities.

All damage to new or existing culverts or sewers will require replacement at the Design-Builder’s expense.

12.5 Deliverables

The Design-Builder shall develop drainage submittals in accordance with the timeframes of Book 2, Section

2.

12.5.1 Reports/Project Documentation

All reports are to be signed and sealed by a Professional Engineer licensed in the State of Michigan. Report

timeframes and formats are as follows:

12.5.1.1 Project Drainage Overview Map

The Design-Builder shall develop a Project Drainage Overview Map, submitted prior to or with the roadway

base plans, which shall serve as the base plan for final drainage design. The Project Drainage Overview Map

shall show the existing drainage features and proposed Project drainage master plan, including drainage areas

and contributing flows of existing and proposed drainage along with outlets. The Project Drainage Overview

Map shall also show impacts from the Project and all waters of the State, impaired waters within 2,000 feet

of the Project, and waters receiving Project runoff.


Addendum #1 13-1

Structures

13 STRUCTURES The Design-Builder shall conduct all Work necessary to meet the requirements for construction of the

proposed structure. See Book 2, Section 1.2.2 for more details. All listed Work below shall be included in

the Contract Price unless noted otherwise.


13.1.1 Standards

In the event of a conflict among the standards set forth in Book 3 relating to structures, the order of


• MDOT Special Provision for Substructure Horizontal Surface Sealer

• MDOT Supplemental Specifications

• MDOT Frequently Used Special Provisions

• MDOT Standard Specifications for Construction




• MDOT Bridge Analysis Guide

• MDOT Michigan Structure Inventory and Appraisal Coding Guide



• AASHTO/NSBA Guide Specification for Coating Systems with Inorganic Zinc-Rich Primer

• AASHTO Guide Design Specifications for Bridge Temporary Works

• AASHTO Construction Handbook for Bridge Temporary Works

• AASHTO/AWS D1.5M/D1.5:2008 Bridge Welding Code

• AASHTO LRFD Bridge Design Specification 6th Edition – 2013

• AASHTO Standard Specifications for Highway Bridges 17th Edition – 2002

• AASHTO Manual for Bridge Evaluation 2nd

Edition – 2011


13.1.2 Personnel

The engineer(s) performing the design and load ratings of structural systems must be a licensed Professional

Engineer(s) registered in the State of Michigan. The design engineering firm performing the design must be

pre-qualified with MDOT in Short and Medium Span Bridges. The design engineering firm performing the

Load Rating must be pre-qualified with MDOT in Bridge Load Rating Analysis.

13.2 Design Requirements

13.2.1 Design Method

Design all structural elements for a proposed box culvert structure and associated elements using the Load

and Resistance Factor Design method according to subsection 406.03.A of the MDOT Standard

Specifications for Construction and the AASHTO LRFD Bridge Design Specification.

Design all structural elements for a proposed bridge structure according to the AASHTO LRFD Bridge

Design Specifications and MDOT standards.


Addendum #1 13-2

Structures

13.2.2 Design Parameters

13.2.2.1 Geometrics

The lane layout, shoulder width, clear roadway width, and fishing area shall be in accordance with Exhibit 2-

11-B (Proposed Laneage and Cross Slopes).

The bottom face of the superstructure element (i.e the bottom face of the culvert top slab for box culverts or

the bottom face of the beams for bridges) shall be at a minimum elevation of 583.70 (IGLD 85 Datum). For

box culvert structures, the top face of the culvert bottom slab shall be at a maximum elevation of 571.70

(IGLD 85 Datum). There shall be at least 6 inches of clean washed stone covering the bottom slab of box

culverts. See Exhibit 2-13-A for details.

In order for a span to be counted towards the Waterway Clear Opening, it must completely satisfy the above

requirements from the upstream face of the structure to the downstream face of the structure,

13.2.2.2 Loads and Forces

For a proposed box culvert structure, loads and forces must conform to section 406.03 of the MDOT

Standard Specifications for Construction, the AASHTO LRFD Bride Design Specifications, and MDOT

standards.

For a proposed bridge structure, apply live loading according to the AASHTO LRFD Bridge Design

Specifications, except use HL-93-Modified live loading according to the MDOT Bridge Design Manual.

Apply pedestrian live loading to the fishing area according to the AASHTO LRFD Bridge Design

Specifications.

Design components, other than box culverts, including, but not limited to, headwalls, wing walls,

foundations and connections, according to the AASHTO LRFD Bridge Design Specifications, the MDOT

Bridge Design Manual, MDOT Bridge Design Guides, MDOT Road Design Manual and MDOT Standard

Plans.

The Design-Builder shall not design a bridge with fracture-critical components. A non-redundant bridge is

prohibited.

The temperature range used to determine thermal forces and movements shall be in conformance with the

AASHTO LRFD Bridge Design Specifications Article 3.12 for cold climate temperature range. The type of

structure used in determining the temperature range shall be defined by the material of the main supporting

members of the superstructure or substructure being considered. Thermal movements and any resulting

forces must be taken into account in the design of the structure.

13.2.2.3 Load Rating

For box culvert structures, the Design-Builder shall perform a load rating according to subsection 406.03.C

of the MDOT Standard Specifications for Construction.

For bridges, the structure must meet all Michigan legal loads and unrestricted Class A overloads. The

Design-Builder shall use the Load Rating procedures according to the MDOT Bridge Analysis Guide,

AASHTO Manual for Bridge Evaluation, and the MDOT Michigan Structure Inventory and Appraisal

Coding Guide. The following Load Ratings shall be calculated:

• The Inventory Rating, National Bridge Inventory (NBI) Item 66

• The Operating Rating, NBI Item 64

• The Michigan Operating Rating, MDOT Item 64M

• The Michigan Overload Class, MDOT Item 193


Addendum #1 13-3

Structures

Perform the above Load Rating using as-designed conditions and assuming the future wearing surface has

been placed. Calculations shall be submitted for review prior to Acceptance of RFC documents for the

bridge. These calculations shall include at minimum program calculation input and output and the Bridge

Analysis Assumptions and Summary forms found at the following website. If the Design-Builder wishes to

submit the latter information in a different format, that will be acceptable as long as all of the information

requested on these forms is furnished.

http://www.michigan.gov/mdot/0,4616,7-151-9625_24768_59520---,00.html

Calculations shall be submitted for CCRC review prior to Acceptance of RFC Documents for the bridge.

The Design-Builder shall rate the bridge using the AASHTOWareTM Bridge Rating software or an approved

equal. The bridges shall be modeled using the “Girder System” method. If the bridge structure cannot be

modeled using the Bridge Rating software due to limitations of the software, the Design-Builder shall rate

the structure using hand calculations or other software as approved by CCRC. The bridge deck shall be

analyzed using hand calculations.

If the Design-Builder does not currently have the Bridge Rating software, they shall obtain it from

AASHTO.

http://www.aashtoware.org/Pages/default.aspx

Any assumptions made in the analysis (material properties, section losses, etc.) shall be listed in an

Assumption Sheet. The Design-Builder shall submit any hand calculations, spreadsheets, etc. used to

determine input into the Bridge Rating software. If formulas are hidden, a brief description of the procedure

shall be included. When other programs are used instead of the Bridge Rating software, load and capacity

information shall be provided at locations of interest, including but not limited to 10th points of the spans.

The Bridge Analysis Assumptions and Summary forms shall be submitted as a *.pdf. These forms shall be

marked with the design engineering firm’s logo or letterhead.

All Load Ratings shall be sealed by a Professional Engineer licensed in the State of Michigan.

13.2.2.4 Cast-in-place Concrete Design

For box culvert structures, design concrete components including, but not limited to, headwalls and

wingwalls according to the AASHTO LRFD Bridge Design Specifications.

For bridges, concrete deck over prestressed concrete beams shall be cast continuous over pier(s).

The barrier railing shall not be considered as a structural part of the cross-section for design.

The Design-Builder shall apply low-temperature protection of concrete when required according to the

Standard Specifications. The Design-Builder shall provide a 7 day wet cure on all permanently exposed

surfaces of the bridge deck. Forms can remain on the fascias or the underside of the bridge deck for seven

days in lieu of the wet cure for these two surfaces.

13.2.2.5 Precast Concrete Beam Design

Design prestressed concrete beams as simple span beams for all dead load and live load. Design the bridge

deck continuous over piers for live loads and superimposed dead loads. The connection details between

beams at the continuity diaphragm shall be per the MDOT Bridge Design Guides.

A bridge design with side by side concrete box beams is prohibited.

13.2.2.6 Steel Beam Design

Steel beams are not allowed for this Project.


Addendum #1 13-4

Structures

13.2.2.7 Slope Stability

The Design-Builder shall check the overall stability of earth slopes near all structures, including the box

culvert structure ends. Overall stability includes internal, external, compound, and global. The factor of

safety for slope stability shall be meet the requirements of AASHTO LRFD sections 10.5.2.3 and 11.6.2.3.

The steepest permanent slope allowed will be 1:2 (V:H).

13.2.2.8 Drainage

For box culvert structures, one (1) 2-inch weep hole shall be provided in the headwalls at the north and south

ends of each concrete box culvert channel to promote drainage of the fill section above the concrete box

culverts. 6-inch outlets shall be provided at underdrain outlet locations as defined in Book 2, Section 11.

For bridges, scuppers may be used to provide positive deck drainage.

13.2.2.9 Signs, Lighting, Signals and Utilities

Conduits shall not be placed on the outboard side of fascia girders. Conduits shall be supported by beams.

Bridge elements shall be designed by the Design-Builder to accommodate the forces and moments resulting

from loads (e.g., dead, wind, and ice) applied to any attached signs, lighting, signals, and utilities.

13.2.2.10 Bridge Bearings

The elastomeric bearings shall be laminated steel-reinforced elastomeric bearings. The bearings shall be

designed according to AASHTO LRFD Method A as described in AASHTO LRFD Bridge Design

Specifications section 14.7.6.

13.2.2.11 Bridge Deck Joints

The Design-Builder shall not use open transverse joints or open longitudinal joints in the bridge decks.

Expansion joint devices shall be utilized between the approach slab and the sleeper slab. No expansion joints

or expansion joint devices shall be located on the bridge deck.

13.2.2.12 Bridge Railings

Use only crash-worthy barriers, railings or guardrail that conform to the MDOT Standard Specifications for

Construction, MDOT Standard Plans, MDOT Bridge Design Manual, MDOT Bridge Design Guides and

MDOT Road Design Manual.

The pedestrian railing (located at the south face of the structure) need not be crash-worthy if vehicular traffic

is prevented from impacting the pedestrian railing by a separate crash-worthy barrier, railing or guardrail.

13.2.2.13 Approach Slabs

The Design-Builder shall disregard AASHTO LRFD section 3.11.6.5 and shall assume a live load surcharge

for the design of the approach slab.

The Design-Builder shall provide an approach slab and sleeper slab at each end of a bridge according to

MDOT Bridge Design Guide 6.20.03A. The Design-Builder shall provide an underdrain system beneath all

approach slabs and around all slab edges according to the MDOT Bridge Design Guides, to reduce water in

embankment fills at bridge abutments.

13.2.2.14 Abutments

The Design-Builder shall apply a water repellant treatment to the top horizontal surfaces of all abutment

bridge seats.

13.2.2.15 Piers

Hammer head pier caps, steel pier caps, and non-redundant, fracture critical-pier caps will not be allowed.

The Design-Builder shall seal pier caps per MDOT Bridge Design Manual 8.06.03.

Pier caps shall extend continuously to the riverbottom. Cap and column type piers will not be allowed.


Addendum #1 13-5

Structures

Pier Noses shall be provided on the upstream and downstream end of all piers. A metal ice breaker shall be

utilized on the upstream end of all piers. See MDOT Bridge Design Guide 5.21.01 for nosing and ice

breaker details.

13.2.2.16 Foundation and Foundation Piling

The Design-Builder shall not use timber piles as foundations for permanent structures.

For spread footings, the Design-Builder shall design substructures and foundations to conform to the MDOT

Bridge Design Manual.

13.2.2.17 Bridge Deck

The Design-Builder shall provide a minimum 2-inch thick HMA wearing surface on top of the concrete

bridge deck. An approved preformed deck waterproofing membrane shall be placed, according to subsection

710.03.C of the MDOT Specifications for Construction, between the HMA wearing surface and the concrete

bridge deck.

The pavement section for the HMA wearing surface shall match the Top Course requirements in Book 2,

Section 11.2.2.3.

13.2.3 Aesthetic Treatment

Not used.

13.2.3.1 Painting Requirements

Not used.

13.2.3.2 Concrete Surface Coating Requirements

Not used.

13.2.3.3 Bridge Railing

The steel railing shall be hot-dip galvanized.

13.2.4 Materials

All bridge materials shall be in accordance with the 2012 MDOT Standard Specifications for Construction

and MDOT Materials Source Guide.

The Design-Builder shall not use steel sheet piling, masonry, timber, or aluminum as load bearing supports

for permanent superstructures or substructures. The use of steel sheet piling will be allowed for earth

retainage.

13.2.4.1 Cast-in-place Concrete

The Design-Builder shall not use lightweight concrete for structural members. The Design-Builder shall

comply with the 2012 MDOT Standard Specifications for Construction pertaining to concrete mix design

requirements.

13.2.4.2 Reinforcing Steel

All reinforcement except reinforcement entirely embedded in the prestressed concrete beams shall be epoxy

coated.

The Design-Builder shall use laps or mechanical splices as required to facilitate continuation of

reinforcement. Welded splices shall not be used.

13.2.4.3 Precast Concrete

The release and final strengths shall be determined by the Design-Builder. The maximum design

compressive strength shall be limited to 7,000 psi.


Addendum #1 13-6

Structures


All necessary permanent and temporary structures including excavation, slopes and embankment shall be

within CCRC ROW and within areas identified on state or federal permits included within this RFP.

Temporary structures may be constructed outside of the ROW if written permission is obtained from the land

owner.

The attachment of temporary concrete barrier (TCB) to the proposed bridge deck during construction staging

is prohibited.

Waterproof all joints in concrete against earth per the MDOT Standard Specifications for Construction.

Longitudinal bridge deck construction used to facilitate part-width construction must be located along a

permanent lane line.

Box Culvert Waterproofing

All joints in concrete against earth material shall be waterproofed per the MDOT Standard Specifications for

Construction. This is including, but not limited to, all parallel and transverse joints on the top surface of the

concrete box culverts. These joints shall be treated with cold applied culvert joint sealer per Section 406.03

of the MDOT Standard Specifications for Construction.

All concrete surfaces, not treated with cold applied culvert joint sealer, in contact with earth material and

located above the OHWM, as defined in Book 2, Section 1, shall be waterproofed per the MDOT Special

Provision for Substructure Horizontal Surface Sealer. At a minimum, this includes the top of all concrete

box culverts and the inside faces of concrete headwalls. Concrete surfaces near joints that will receive cold

applied culvert joint sealer shall be free of waterproofing sealer.

Eye Bolts

The Design-Builder shall furnish and install galvanized or stainless steel eye bolts spaced every 25 feet along

the downstream face of the proposed structure for Sea Lamprey for the entire length of the structure which

meets the following requirements:

• The bolt diameter shall be a minimum of 1”

• The inside hole diameter shall be a minimum of 2”

• The embedded length shall be a minimum of 6” if cast in concrete

• The Eye Bolts shall be adhesive anchored according to the manufacturers recommendations if post-

installed

13.3.1 Removal of Existing Structure

Not used.

13.3.2 Field and Shop Painting of Structural Steel

Not used.

13.3.3 Structural Metals

Not used.

13.3.4 Bracing and Steel Sheet Piling

The Design-Builder shall provide temporary and/or permanent bracing required during construction per the

Design-Builder’s design.

13.4 Deliverables

See Book 2, Section 2.5.


Addendum #1 13-7

Structures

EXHIBIT 2-13-A

Box Culvert Elevation


Addendum #1 18-5

Maintenance of Traffic

maintains overall safety and mobility within the work zone. No work shall begin prior to acceptance of the

“Work Zone Traffic Control Plan”. Additional time required to obtain an accepted “Work Zone Traffic

Control Plan” shall not be cause for delay or impact claims. All costs associated with obtaining an

acceptable plan, providing and executing all parts of the accepted plan including required traffic control

devices, or resolving an incomplete or unacceptable plan shall be borne by the Design-Builder.

The “Work Zone Traffic Control Plan” shall be submitted as part of the Temporary Traffic Control Plans

(TTCP) within the Transportation Management Plan (TMP).


18.3.1 Design-Builder’s Responsibility

18.3.1.1 General

The Design-Builder shall be responsible for maintenance of traffic starting at 12:01 a.m. on the day work

begins on the Project while traffic control devices are present in the work zone. The traffic control devices

must be continually and adequately monitored and maintained to ensure proper placement and the safe and

efficient flow of all construction traffic and motorists into and out of the Project as stated in the Mobility

Policy. Such responsibility shall continue during all periods where Work is being performed that impact

traffic. CCRC may, in writing, temporarily suspend such responsibility in conjunction with an official

suspension.

The temporary runaround shall have a minimum posted speed limit of 25 MPH. Proper advanced signing

will be required to slow traffic from existing 55 MPH speed limit.

The Design-Builder shall provide written notice to CCRC ten (10) Working Days prior to closing, restricting,

or detouring traffic, and prior to stage changes. Advanced messaging on 1½ Mile Road shall be provided.

This signing shall be erected a minimum of five (5) Working Days prior to the closure, restriction, detour or

stage change, and shall note the closure duration and covered when not in use. Advanced messaging shall be

included in the MOT plans.

18.3.1.2 Traffic Control Devices

All traffic control devices shall conform to the current version of the MMUTCD.

All temporary signs, plastic drums, and Type III barricades used for maintaining traffic shall comply with the

MDOT Standard Specifications for Construction. The Design-Builder shall provide the Engineer with

certification and an FHWA acceptance letter stating that the materials and devices meet the requirements

specified in the MDOT Standard Specifications for Construction.

The Design-Builder shall be responsible for implementing a field identification system to identify all

temporary signs, arrow boards, barricades and PCMS used on this Project. Identification shall be located as

allowed by the MMUTCD and shall include the name of the Design-Builder.

The Design-Builder shall routinely maintain all traffic control devices. The Design-Builder shall be

responsible for replacing any damaged or lost traffic control devices, including, but not limited to, plastic

drums, Type A signs, Type B signs, Type III barricades, PCMS, lighted arrows, high-intensity lights,

Temporary Concrete Barrier, and Temporary Concrete Barrier Endings.

The Design-Builder shall be responsible for protecting the work area and must supply the necessary traffic

control devices apart from those called for on the Design-Builder’s plans to delineate the work area from the

adjacent property.

All Test Level 1, Test Level 2, and Test Level 3 traffic control devices shall be NCHRP 350 compliant or

meet the requirements of the Manual for Assessing Safety Hardware (MASH).

18.3.1.3 1½ Mile Road Traffic

Two (2) lanes of traffic must be maintained at all times during construction (one lane in each direction). A

temporary runaround may be used to maintain traffic while construction of the proposed structure takes


Addendum #1 18-6

Maintenance of Traffic

place. The temporary runaround can be an addition to the existing causeway, or a standalone causeway

parallel to the existing causeway. Lanes shall be a minimum of 11 feet wide with a minimum of 2 feet of

shoulder.

Traffic on the temporary runaround shall be protected from the water’s edge using guardrail or temporary

concrete barrier. Reuse of the existing guardrail will be allowed on the temporary runaround. Traffic on the

existing roadway must remain protected from the water’s edge at all times. The temporary runaround may

be a paved or gravel road.

The Design-Builder shall create a global signing plan, which provides temporary signing on, at minimum,

the following arterials that alert motorists of the Work:

• westbound Sugar Island Rd (east of S Whitehead Rd)

• northbound S Whitehead Rd (south of Sugar Island Rd)

• southbound Riverside Dr (north of Ferry Dock)

• northbound Riverside Dr (south of Ferry Dock)

18.3.1.4 Pavement Markings During Construction

The Design-Builder shall be responsible for logging existing pavement markings prior to removing the

markings for stage construction. A copy of the log is to be submitted to CCRC prior to removing the

markings. Upon completion of the Project, the surface streets shall be returned to their original configuration

with material replaced in kind and marked accordingly.

The Design-Builder shall remove conflicting pavement markings prior to placing temporary pavement

markings. Over-painting of existing markings with temporary markings will not be allowed.

When existing pavement markings are removed, temporary pavement markings shall be placed before

opening lanes to traffic.

Temporary, Type R markings shall be used on all pavements where the traffic patterns are subject to change

and on pavements not being removed or resurfaced. Temporary, Type NR markings shall be used on all

pavements where the traffic patterns are not subject to change and on pavements being removed in later

stages.

All temporary special markings shall be Regular Dry.

18.3.1.5 Emergency Vehicle Access

At a minimum, the Design-Builder shall provide emergency vehicle access points at each end of the Project.

Emergency vehicle access shall meet the following design standards:

Design Standard Emergency Vehicle Access

Design Vehicle S-BUS-40 (AASHTO 2004)

Roadway Type 6 in minimum Class 21AA, compacted per standards

Clear Roadway Width 20 feet min.

Special Features:

1. The maximum grade shall be 8 percent with 4 percent as the maximum in turn around areas.

2. The vertical clearance shall meet at a minimum 16 feet, 3 inches.

3. Emergency vehicle access path must be free from obstructions at all times to minimize emergency

response times. No parking of vehicles, equipment, or stockpiling of materials shall be allowed along the

emergency access roadway. The Design-Builder may use this as a haul road, but at the first notice of an

approaching emergency vehicle, the Design-Builder shall remove vehicles from the emergency path and

stop using the emergency access roadway until the emergency vehicle leaves the area.

APPLICABLE STANDARDS

BOOK 3




1 ½ Mile Road


Addendum #1

October 6, 2014

MDOT Design-Build Project Book 3 – Little Rapids Habitat Restoration

Addendum #1 17

Book 3

EXHIBIT 3-2-A

MDOT Special Provisions

Cofferdams ....................................................................................................................................................... 18

Dynamic Pile Testing ....................................................................................................................................... 20

Foundation Piling, Load Factor Design ............................................................................................................ 24

Monitoring Structure ........................................................................................................................................ 28

Slope Restoration, Non-Freeway ...................................................................................................................... 30

Slope Restoration, Wetland .............................................................................................................................. 33

Static Load Test ................................................................................................................................................ 37

Steel Sheet Piling .............................................................................................................................................. 41

Substructure Horizontal Surface Sealer ............................................................................................................ 43

12DS704(E485)

MICHIGAN DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISION

FOR

COFFERDAMS SPECIAL DES:AM 1 of 2 APPR:RWS:EMB:06-19-13

a. Description. This work consists of designing, furnishing, installing, dewatering, maintaining, and final cut-off of cofferdams coordinated with the staged construction requirements for the project. The working drawings and design calculations must be prepared and sealed by a Professional Engineer, licensed in the State of Michigan. Perform the work in accordance with section 704 of the Standard Specifications for Construction, the 2002 AASHTO Standard Specifications for Highway Bridges 17th Edition (“AASHTO” hereafter), the plans and this special provision.

b. Materials. Provide materials in accordance with subsections 704.02 and 707.02 of the Standard Specifications for Construction. Provide hardware and adhesives, for use in anchoring the sheet piling to existing concrete, suitable for the load requirements of the installation.

c. Construction. Design, prepare working drawings and installation plan, install and cut off the cofferdams. Design the cofferdams and adjacent excavations to support live loads. Design cantilever or braced steel sheet piling walls using the following software: SPW 911 by PileBuck International Inc.; SupportIT by GTSoft Ltd.; or CivilTech Software Shoring Suite. Use of other software will be reviewed by the Department and requires approval by the Engineer prior to use. Hand calculations and/or spreadsheet calculations will not be accepted for steel sheet piling design unless special conditions are present, which will require approval by the Engineer prior to use. Hand calculations and/or spreadsheet calculations (with example hand calculations) for design of anchors, deadman, bracing sections, weld details and connections are acceptable. Assume a live load surcharge of 360 psf for design of cofferdams adjacent to traffic and/or construction equipment purposes. If cofferdams are adjacent to spread footings, design cofferdams using a uniform surcharge equal to the applied footing pressure as shown on the plans. The calculated and measured deflection of the sheeting must not exceed 2 inches. Include supporting calculations for the cofferdams including: sheeting sections, sheeting tip elevations, bracing and anchor sections, connections, and weld details. The design must consider and provide supporting calculations for all stages of construction. Ensure that the design is prepared by the Contractor’s designer; and the designer is a Professional Engineer, licensed in the State of Michigan. Submit the design and supporting calculations to the Engineer for review and approval not less than 30 calendar days prior to beginning of work. Obtain the Engineer’s approval of the cofferdam design prior to beginning installation. The Department will require 10 calendar days for each review cycle and revisions may be required following each review. No extension of time or additional compensation will be granted due to delays in preparing the final working drawings, calculations and material specifications or securing approval from the Department. An exception may be granted for an extension of time only in the case that the Department’s review of a submittal exceeded 10 calendar days and if it can be shown that such a delay impacts the final project completion date.

Addendum #1 Book 3 - Exhibit 3-2-A

18

12DS704(E485) DES:AM 2 of 2 06-19-13

Install the cofferdams for this project in stages that match the staged construction of the project. The limits and sequence of cofferdam construction are shown conceptually on the plans; however, the Contractor’s design and installation plan will take precedence. Cut off cofferdams, shown to be left in place, at the elevations specified on the plans. Remove completely, cofferdams not shown to be left in place.

d. Measurement and Payment. The completed work, as described, will be measured as a lump sum and paid for at the contract price using the following pay items:

Pay Item Pay Unit

Cofferdam, Special (Structure No.)...................................................................... Lump Sum Cofferdam, Left in Place, Special (Structure No.) ............................................... Lump Sum


19

12DS705(E475)


SPECIAL PROVISION

FOR

DYNAMIC PILE TESTING OAK:JJP 1 of 4 APPR:CER:RWS:06-19-13

a. Description. This work consists of engaging an independent dynamic pile testing consultant with personnel qualified in accordance with this specification to instrument and monitor driven piles using dynamic testing with signal matching. The dynamic testing and analysis is to be performed on piles driven in accordance with section 705 of the Standard Specifications for Construction. Perform this work as specified herein and as shown in the contract or as directed by the Engineer. See subsection 705.01 of the Standard Specifications for definitions applying to this work.

b. Materials. Provide all necessary materials and hardware required to instrument and monitor the test piles with the required dynamic testing equipment.

c. Construction. Perform dynamic testing with signal matching to monitor instrumented production and test piles as required by the contract or when the required nominal pile driving resistance is greater than 600 kips as directed by the Engineer. Dynamic testing consists of instrumenting and monitoring piles during pile driving. The dynamic testing work must be in accordance with the latest AASHTO LRFD Bridge Design Specifications unless modified herein. Dynamic pile testing must be performed on the end of driving (EOD) and/or beginning of re-drive (BOR) of the test piles as directed by the Engineer. Signal matching analysis utilizing the case method is required to determine the nominal pile driving resistance (Rndr) and absolute refusal criteria for production piles. Engage an independent dynamic pile testing consultant (Testing Firm) with personnel qualified in accordance with subsection c.2 of this special provision. Prior to testing, the Engineer will review and approve the proposed independent Testing Firm’s assigned personnel experience and qualifications, details of the testing method, equipment list, and test results analysis method. Provide the Testing Firm all available details of the subsurface conditions, pile dimensions and properties, and pile driving systems.

1. Equipment. The equipment must conform to the requirements of ASTM D 4945. All equipment necessary for instrumenting and monitoring piles, such as strain gages, accelerometers, cable, installation tools, etc., must be furnished by the Testing Firm.

2. Personnel. The Testing Firm must perform dynamic pile testing and analysis utilizing

qualified personnel. An engineer with a minimum of 2 years dynamic pile testing and analysis experience or who has achieved advanced or better certification under the High-Strain Dynamic Pile Testing Examination and Certification process of the Pile Driving Contractors Association and Foundation QA must be in charge of the dynamic testing operation and signal matching analysis either onsite or by remote connection. A Professional Engineer licensed in the State of Michigan must be in charge of the dynamic testing operation and signal matching analysis. All analysis and submittals must be sealed by the licensed Professional Engineer in charge.


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12DS705(E475) OAK:JJP 2 of 4 06-19-13

3. Pile Driving Modeling. The Testing Firm must perform preconstruction pile driving

modeling using the GRL Wave Equation Analysis Program (GRLWEAP) and prepare a report summarizing the results. The report must be submitted to the Engineer for approval a minimum of 14 days prior to driving the test piles. The wave equation analysis must be used to assess the ability of all proposed pile driving systems to install piles to nominal pile driving resistance and to install piles to the minimum penetration depth while within the allowable driving stresses. The report must include a drivability graph relating nominal pile driving resistance, blow count, and driving stresses to depth. The report must also include a bearing graph relating nominal pile driving resistance with blow count versus nominal pile driving resistance and stroke. An inspector’s chart should also be included to assist the Engineer in determining the required nominal pile driving resistance at other field observed hammer strokes. Acceptability of the wave equation report and the adequacy of the analyses will be determined by the Engineer.

Approval by the Engineer of the proposed pile driving system will be based upon the GRLWEAP analysis indicating that the proposed system can develop the specified nominal pile driving resistance outlined in subsection 705.03.A.2 of the Standard Specifications for Construction and not exceed the maximum pile driving stress outlined in Table 705-1 while meeting minimum pile penetration depth requirements. The Testing Firm must provide pile driving criteria based on wave equation analyses and any anticipated resistance changes after driving (setup or relaxation) subject to revision based upon static pile load testing and additional dynamic pile testing field measurements.

If any changes or modifications are made to the approved pile driving system, additional wave equation analyses and reports in accordance with this section must be submitted at no additional cost to the Department.

4. Dynamic Pile Testing. Dynamic pile testing involves monitoring the response of a pile

subjected to heavy impact applied by the pile hammer at the pile head. The Testing Firm must provide information on the driving stresses, nominal pile driving resistance, structural integrity and hammer efficiency. All field testing and measurements must be made in the presence of the Engineer.

The Testing Firm must install two sets of strain transducers and accelerometers near the top of each pile being tested and must use a compatible measuring and recording system to record the data during pile driving. The Engineer must approve the method of fixing and positioning the field equipment. If the level of the instrumentation reaches 1 foot above the ground surface, water surface or a pile template then driving must be halted to remove the gages from the test pile. If additional driving is required, the pile must be spliced and the gages must be reattached near the top of the next pile segment prior to resuming pile driving.

The Testing Firm must monitor pile driving stresses to prevent pile damage and to ensure pile integrity and structural resistance. If the testing equipment indicates overstressing (defined in Table 705-1 of the Standard Specifications for Construction) or pile damage, the Contractor and/or Testing Firm must immediately discontinue pile driving and notify the Engineer.

If the testing equipment indicates that the measured pile stresses during driving exceed the maximum pile driving stress then a new pile driving system, modification of the existing pile driving system or new pile installation procedures must be proposed by the Contractor. Approval by the Engineer of any proposed changes to the pile driving system or pile installation procedures will be based upon the results of additional wave equation analyses as previously


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12DS705(E475) OAK:JJP 3 of 4 06-19-13

outlined at no additional cost to the Department.

5. Dynamic Measurement and Analysis. Monitoring of pile driving must commence when pile driving begins and continue until the minimum pile length or practical refusal is reached, whichever penetration is greater unless the Testing Firm determines additional driving will damage the pile. The data must be recorded and processed immediately in the field. For each pile tested, perform pile driving analysis using signal matching software for a selected blow at the end of driving to determine the nominal pile driving resistance and relative resistance from end bearing and skin friction along the pile.

If nominal pile driving resistance determined at the end of driving is less than required, perform a restrike test on the pile. The time interval between end of driving and beginning of re-drive must be determined by the Engineer. During re-drive, instrument and monitor the pile similar to during end of drive conditions. For each re-drive test, perform pile driving analysis using signal matching software for a selected blow from the beginning of re-drive to determine nominal pile driving resistance and relative resistance from end bearing and skin friction along the pile.

Perform the re-drive test with a warmed up pile hammer as defined in subsection 705.03.C.2 of the Standard Specifications for Construction. The test must consist of striking the pile for a number of blows determined by the Testing Firm unless the dynamic testing indicates overstressing or pile damage. If such overstressing or pile damage is indicated, the Contractor must immediately discontinue driving and notify the Engineer. Additional driving may be required by the Engineer in the event beginning of re-drive testing indicates pile resistance below the nominal value specified.

The Engineer may request use of pile driving monitoring equipment and software on additional piles if inconclusive results are obtained or unusual driving conditions are encountered. Claims by the Contractor for delays or costs associated with additional testing will not be allowed.

6. Results. The Testing Firm must prepare preliminary and final reports for each dynamic

pile test for the Engineer’s review.

A. The preliminary report must include the following, at minimum:

(1) GRLWEAP bearing graph and inspector’s chart showing blow count versus nominal pile driving resistance and stroke used for determining the nominal pile driving resistance of the piles. The graph and chart must be developed based on the results of the dynamic testing and signal matching data. This blow count versus resistance relation will be considered along with any static load test results from the pile (if obtained) to establish the blow count versus nominal pile driving resistance relation that will be used for production piles. The Engineer will review the static load test results and dynamic pile analysis results and set the driving criteria for production piles for a given pile driving hammer. Both the maximum force and maximum transferred energy calculated by GRLWEAP must match within 10 percent of those calculated by the signal matching. The GRLWEAP bearing graph must be delivered to the Engineer for approval within 2 working days after completion of driving the test piles at any single substructure unit. This information must also be documented in the appropriate reports listed below.

(2) A report summarizing the dynamic testing and signal matching results for each

test pile. Additionally, the Testing Firm must supply a CD containing all test data for each substructure test pile. These reports must be sent to the Engineer no later than 3


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12DS705(E475) OAK:JJP 4 of 4 06-19-13

working days after dynamic pile tests have been completed at any given substructure unit or static pile load test location.

B. A final report must be submitted within 2 weeks of completing the dynamic testing for

a given pile driving hammer used for the project. At minimum, the report must include a summary of the findings from the dynamic testing and associated signal matching computer program and the developed GRLWEAP bearing graphs. The data must consist of blow counts, pile stresses, nominal pile driving resistance, hammer energies, and hammer strokes for each 1-foot depth increment. The Testing Firm must supply a CD containing a copy of the final report and all associated documentation.

d. Measurement and Payment. The completed work, as described, will be measured and paid for at the contract unit price using the following pay items:

Pay Items Pay Unit

Test Pile, Furn Dynamic Analysis Equipment ............................................................... Each Test Pile, Dynamic Analysis .......................................................................................... Each

Test Pile, Furn Dynamic Analysis Equipment will be measured and paid for each mobilization of the Testing Firm’s equipment and personnel from the Testing Firm’s office to the project site. Approval from the Engineer is required prior to any mobilization.

Test Pile, Dynamic Analysis will be measured and paid for each pile designated in the contract

plans or by the Engineer as a test pile when dynamic testing with signal matching is specified. Test

Pile, Dynamic Analysis includes all materials, tools, labor, engineering analysis, and documentation necessary to determine the test pile nominal pile driving resistance and driving

stresses according to this specification. The contract unit price for Test Pile, Dynamic Analysis will be in addition to the contract unit price(s) for piles furnished and driven.

Payment for beginning of re-drive is included in pay item Test Pile, Dynamic Analysis. Subsequent re-drives, if necessary, will be paid for as extra work. No additional compensation will be granted for the following items due to the provisions of this specification: out-of-sequence moves of pile driving equipment, delays, down-time, idle equipment, and labor or additional splices for production piles. No unit price adjustment will be made in the event of increased or decreased contract quantities for dynamic testing and analysis.


23

12DS705(E950)


SPECIAL PROVISION

FOR FOUNDATION PILING, LOAD FACTOR DESIGN

DES:AM 1 of 4 APPR:RWS:MJF:08-27-13

a. Description. This work consists of furnishing and driving steel piles. Delete section 705 of the Standard Specifications for Construction. The following definitions apply to this work: Minimum Pile Length. The length between pile cutoff elevation and minimum pile penetration

elevation shown on the plans. Estimated Pile Length. The length shown on the plans used as a guide for estimating the

work and ordering test piles in cases where the dynamic formula is specified. Test Pile. A pile driven at a location shown on the plans to determine pile driving

characteristics. Ordered Pile Length. The length determined from test pile results. For steel piles, the

Contractor will determine the ordered length. Design Pile Length. The predetermined length specified on the plans for piles. Practical Refusal. A bearing value of 150 percent of the required bearing determined by the

dynamic formula according to subsection c.4 of this special provision. Absolute Refusal. A bearing value of 200 percent of the required bearing determined by the

dynamic formula according to subsection c.4 of this special provision.

b. Materials. Provide materials in accordance with the following:

Foundation Piles .......................................................................................................... 906 Steel piles must consist of structural steel shapes of the section provided on the plans or by authorization. Use either new or used steel piles in good condition.

c. Construction.

1. Equipment. Support pile hammers in leads. Allow the hammer free movement in the leads, rigged to hold the pile and hammer in alignment during driving. Drive piles with equipment that will ensure an evenly distributed hammer blow on the pile and prevent damage while driving.

Do not use drop hammers for driving permanent piling.

Use pile hammers with a minimum rated energy of not less than 13,000 foot-pounds per


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12DS705(E950) DES:AM 2 of 4 08-27-12

blow. Furnish an operator's manual and manufacturer's specifications for the hammer proposed for use.

Equip pile hammers with a bonnet or cap that will accurately and securely hold the top of the pile in the correct position relative to the hammer and distribute the blow from the ram over the entire top area of the pile.

2. Test Piles. Test piles are not required when the plans show the design pile length.

When test piles are required, determine the ordered pile lengths from the test pile results. Furnish steel piles of sufficient lengths to obtain the specified bearing capacity and penetration.

Before driving test piles, complete the excavation or embankment to within 2 feet of the proposed grade at the test pile locations. Drive the test piles to the minimum pile length or to practical refusal, whichever penetration is greater.

3. Driving Methods.

A. General. Drive piles after the excavation is complete. Where piles are to be

driven through fills, compact the embankment to the bottom of the concrete substructure unit. Do not drive piles within a radius of 25 feet of newly placed concrete until the concrete has attained at least 75 percent of its specified minimum strength. Drive all piles for a given foundation unit with the same hammer, under the same operating conditions, and with the same cushion material used to drive the test piles.

B. Obstructions. If an impenetrable obstruction is encountered when driving a pile,

choose either of the following courses of action:

(1) Remove the pile, and if reusable according to the Engineer, adjust it laterally (side to side) and redrive. Redrive according to subsection c.3.F of this special provision except for this lateral adjustment. The total length of pile driven, including the length of pile embedded in the ground and removed, will be measured for payment.

(2) Cut off the pile at the lowest practical elevation and drive another pile

adjusted laterally (side to side). Drive according to subsection c.3.F of this special provision except for this lateral adjustment. The total length of pile driven, including the length of pile that was cut off and left in the ground, will be measured for payment.

If unable to bypass the impenetrable obstruction using either course of action, remove or otherwise clear the obstruction. Provide rock chisels, extractors, core barrels, or other equipment necessary to clear obstructions. The removal of obstructions that require this special equipment will be paid for as extra work.

C. Penetration. When the plans specify the design pile length, drive the piles to the

design pile penetration unless absolute refusal is reached at a depth less than the design pile penetration, but greater than the minimum pile penetration.

When the plans specify the estimated pile length, drive the piles to the specified bearing


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12DS705(E950) DES:AM 3 of 4 08-27-12

resistance but not less than the minimum pile penetration.

Methods used to advance the piles beyond absolute refusal, if required to attain penetration determined necessary by the Engineer, will be considered as extra work. Discontinue the method used for advancing the pile beyond absolute refusal 3 feet from the final tip elevation unless otherwise directed by the Engineer.

D. Splicing. Furnish steel piles in full length sections or splice them in accordance

with the current FUSP 12SP705(A), Pile Splicing and FUSP 12SP705(B), Quality Control Plan for Welding Foundation Splices. Piling may be furnished in any length and field spliced as necessary to provide sufficient length to obtain required bearing or penetration.

E. Accuracy. Drive piles for foundation work with a variation of not more than 1/4

inch per foot from the vertical or from the batter line shown on the plans. After driving, the position of each pile at cutoff elevation must be within 6 inches of the position shown on the plans. However, the distance between the edge of all piles and the outline of the superimposed concrete should be not less than 9 inches.

Cut off piles normal to the longitudinal axis of the pile and within 1 inch of the elevation specified. Drive pile bents so that the piles can be adjusted to the positions and elevations shown on the plans without damaging or overstressing.

F. Redriving. If piles are heaved up during driving of adjacent piles, redrive them to

the required bearing capacity or penetration. Adjust upheaval or settlement of material between the piles to the correct elevation before placing concrete for the foundation.

4. Determining Bearing Value. When the bearing value is to be computed by pile

penetration, use the following dynamic formula:

Formula 1

in which:

Formula 2

where:

P = Bearing value in pounds. S = The average penetration in inches per blow for the last 10 blows of the hammer. Wr = Weight of striking parts of hammer (ram) in pounds. Wp = Weight of parts being driven, includes the anvil (if any), driving helmet, driving

cap, mandrel, pile weight, etc.in pounds. k= Impact loss coefficient based on properties of the hammer cushion material. Use

the following for the cushioning materials. (The Engineer must approve other cushioning materials.)

0.68 Aluminum 0.66 Cast Polyamide/Nylon 0.64 Phenolic Laminates/Micarta 0.58 Kevlar Laminates


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12DS705(E950) DES:AM 4 of 4 08-27-12

E = The manufacturer's rated maximum energy expressed in foot-pounds subject to

the following conditions.

When using a close-top type of diesel hammer, use the maximum equivalent energy in calculating bearing only when the hammer is on the verge of "floating" atop the pile. If this floating action is unattainable, furnish an instrument to measure the bounce chamber pressure and resulting hammer output.

When using double-acting or differential-acting steam (air) hammers, the dynamic formula is applicable only when the required pressure specified by the manufacturer is delivered at the hammer. When the pressure at the hammer is below that specified, adjust the energy downward using the following relationship before calculating the bearing value:

E = H(Wr + Ap) Formula 3

where:

H = Height of fall in feet. Wr = Weight of striking parts of hammer (ram) in pounds. A = Area of piston, in square inches, for double-acting hammers (smaller piston for

differential-acting hammers). P = Steam (air) pressure at the hammer in pounds per square inch.

5. Cleaning Steel Piles. Where steel piles are to be embedded 1 foot or more in

structural concrete, exclusive of tremie concrete, clean all dirt and loose scale from the portion to be embedded.

d. Measurement and Payment. The completed work, as described, will be measured and

paid for at the contract unit price using the following pay items:

Pay Item Pay Unit

Pile, Steel, Furn and Driven, __ inch, LFD .................................................................. Foot Test Pile, Steel, __ inch, LFD .................................................................................... Each Pile Driving Equipment, Furn, LFD (Structure No.) ........................................... Lump Sum

1. Pile, Steel, Furn and Driven, __ inch, LFD will be measured by length of all piling

left in place below cutoff. This length will include the length of pile that was embedded in the ground, and then removed, in attempting to bypass an impenetrable obstruction. Steel piles will not include the length of the pile point extending beyond the pile. Piling may be furnished in any desired length and field spliced as necessary to provide sufficient length to obtain required bearing or penetration.

2. Test Pile, Steel, __ inch, LFD will be in addition to the contract unit price(s) for piles

furnished and driven.

3. Pile Driving Equipment, Furn, LFD includes furnishing and removing equipment and equipment operating costs for driving piles for length of pile driven. Pile Driving Equipment, Furn, LFD will be measured as a unit for each structure.


27

12DS700(G540)


SPECIAL PROVISION

FOR MONITORING STRUCTURE

DES:GEF 1 of 2 APPR:SCK:CER:04-08-14

a. Description. This work consists of furnishing all the necessary labor, materials, and equipment to monitor structure movement during construction, and to assure that movements are continuously measured as set forth in this special provision.

b. Structure Monitoring. The monitoring system includes at least one total station and software which monitors by using target prisms mounted on the structure at critical points. The monitoring system must have the capability to display all information on the site, in local mode and in a remote mode via the Internet on a Geographical Information System. The required accuracy is ±0.005 feet up to 300 foot distance, for all three spatial coordinates (northing, easting, and elevation). Retain the services of a consulting firm with personnel to conduct the following structure monitoring requirements.

1. Submitting of monitoring plans and weekly reports, installation and monitoring of the monitoring equipment, and collection and interpretation of survey data must be performed by personnel with the following qualifications:

A. Must have at least 2 years of experience in the operation of the proposed

monitoring equipment and interpretation of survey data produced by such equipment.

B. Must have installed, operated, monitored and interpreted data on at least three projects that involved monitoring and evaluating the effects of settlement on structures.

The qualifications must be submitted to the Engineer for review and approval at least 1 week prior to the start of monitoring.

2. Ensure the software has the capability to process the data, compensate for self

movement of the instrument or changes of atmospheric conditions (temperature, pressure, humidity), and present the data in a concise graphical format. Ensure the data is continuously available for rapid interpretation. Ensure the software is programmable for threshold movement alarm levels to highlight excessive movement. The appropriate alarm levels will be established by the Engineer. Requirements include:

A. Capability for views of each target prism.

B. Display of sensor value graphs, activated by clicking on target views.

C. Display of multiple graphs simultaneously.

D. Large array of possibilities for configuration of each view including number and

type of targets, and configuration of the corresponding icons.


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12DS700(G540) DES:GEF 2 of 2 04-08-14

E. Display of alarms.

c. Construction. The Contractor’s consultant must develop a detailed monitoring program, install all the necessary monitoring equipment, monitor continuously on a 7-day, 24-hour basis during construction operations, and interpret monitoring survey data. Continuous monitoring via remote system with weekly routine site checks in person to ensure system reliability is acceptable. The consultant must respond to and correct system errors or malfunctions (including power loss, data corruption, system software issues, or target damage) within 24 hours. During periods of non operation the consultant must ensure continuous data collection via other methods (manual survey) as necessary, until the system resumes operation. The consultant’s monitoring program must be submitted to the Engineer for approval 1 week prior to the start of construction. The following items must be met.

1. The instrumentation and target prism locations, monitoring procedures, and a description of the monitoring devices and/or the manufacturer’s brochures must be included in the submitted plan.

2. The structure will be monitored for movement in all three spatial coordinates

(northing, easting, and elevation), on all piers and abutment walls, and up to two additional locations as determined by the Engineer. The monitoring system will provide 15-minute interval readings of each survey point on a continuous, 24-hour period. The data will be available in real time over the Internet or file transfer protocol (FTP) server for authorized MDOT personnel access.

3. When the instantaneous (single measurement) or cumulative structure movement of

any target prism location exceeds the alarm thresholds established:

A. The Engineer and Contractor must be notified immediately.

B. Cumulative movement exceeding 0.03 feet as indicated by monitoring will require the Contractor to cease operations immediately.

C. Proposed stabilization methods and remediation of settlement will be submitted

to the Engineer for approval. The Contractor has complete responsibility for the monitoring and prevention of consequent settlement and/or damage to the existing structure, and for stabilization and/or remediation of settlement resulting from operations. Stabilization and use of different construction methods will be at the Contractor’s expense.

d. Measurement and Payment. The completed work, as described, will be measured as a lump sum and paid for at the contract price using the following pay item:

Pay Item Pay Unit

Monitoring Structure (Structure Number) .......................................................... Lump Sum Monitoring Structure (Structure Number) includes furnishing all the necessary material, labor, and equipment for continuous 24 hour monitoring of structure movement during the construction operations.. No additional compensation for idled equipment or lost production due to settlement and subsequent work required to stabilize the structure, will be allowed.


29

12RC816(A265)


SPECIAL PROVISION

FOR SLOPE RESTORATION, NON-FREEWAY

C&T:DMG 1 of 3 C&T:APPR:TWK:DBP:04-25-12

a. Description. This work consists of preparing all lawns and slopes on non-freeway projects designated for slope restoration on the plans or as directed by the Engineer and applying topsoil, fertilizer, seed, mulch with mulch anchor, mulch blanket, high velocity mulch blanket and permanent turf reinforcement mat to those areas. Turf establishment must be in accordance with section 816 of the Standard Specifications for Construction and Standard Plan R-100 Series, except as modified herein or otherwise directed by the Engineer.

b. Materials. The materials and application rates specified in sections 816 and 917 of the Standard Specifications for Construction apply unless modified by this special provision or otherwise directed by the Engineer. The following materials must be used on this project:

1. Seeding mixture as called for on the plans

2. Fertilizer, Chemical Nutrient, Class A

3. Topsoil Surface, Furnished or Salvaged, 4 inch. Remove any stones greater than 1/2 inch in diameter or other debris from all topsoil.

4. Mulch and Mulch Anchoring, Mulch Blanket and High Velocity Mulch Blanket

5. Permanent Turf Reinforcement Mat (TRM) must be 100 percent synthetic and consist of

100 percent ultraviolet (UV) stabilized polyolefin fibers sewn between two layers of black UV stabilized polypropylene netting with polyolefin thread. The TRM must meet the following “minimum average roll value” requirements:

Property Test Method Requirement Mass/Unit Area ASTM D 6566 10 oz/syd Ultraviolet Stability @ 1000 hrs ASTM D 4355 80 percent Tensile Strength (MD) ASTM D 6818 165 lbs/ft

Acceptance. Supply a Test Data Certification for the permanent TRM from one of the following manufacturers:

Recyclex - American Excelsior Co., Arlington, TX (800) 777-7645 P300 - North American Green, Poseyville, IN (800) 772-2040 Landlok 450 - Propex, Inc., Chattanooga, TN (800) 621-1273 PP5-10 - Western Excelsior, Mancos, CO (800) 833-8573

c. Construction. Construction methods must be in accordance with subsection 816.03 of the

Standard Specifications for Construction. Begin this work as soon as possible after final grading of the areas designated for slope restoration but no later than the maximum time frames stated in


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12RC816(A265) C&T:DMG 2 of 3 04-25-12

subsection 208.03 of the Standard Specifications for Construction. It may be necessary, as directed by the Engineer, to place materials by hand. Shape, compact and assure all areas to be seeded are weed free prior to placing topsoil. Place topsoil to the minimum depth indicated above, to meet proposed finished grade. If the area being restored requires more than the minimum depth of topsoil to meet finished grade, this additional depth must be filled using topsoil or, at the Contractor’s option, embankment. Furnishing and placing this additional material is included in this item of work. Topsoil must be weed and weed seed free and friable prior to placing seed. Remove any stones greater than 1/2 inch in diameter or other debris. Apply seed mixture and fertilizer to prepared soil surface. Incorporate seed into top 1/2 inch of topsoil Apply mulch at a rate of 2 tons per acre. Place Mulch Anchoring over the mulch at a rate specified in subsection 816.03.F of the Standard Specifications for Construction. Mulch Blanket and High Velocity Mulch Blanket must be placed in accordance with subsection 816.03.H of the Standard Specifications for Construction and as shown on Standard Plan R-100 Series. Areas constructed with the TRM must be installed on prepared (seeded) grades as shown on the plans in strict accordance with the manufacturer’s published installation guidelines. The top edge of the TRM must be anchored in a minimum 6 inch deep trench. Operation of equipment on the slope will not be allowed after placement of the TRM. No credit for splices, overlaps, tucks or wasted material will be made. If an area washes out after this work has been properly completed and approved by the Engineer, make the required corrections to prevent future washouts and replace the topsoil, fertilizer, seed and mulch. This replacement will be paid for as additional work using the applicable contract items. If an area washes out for reasons attributable to the Contractor’s activity or failure to take proper precautions, replacement will be at the Contractor’s expense. The Engineer will inspect the seeded turf to ensure the end product is well established, weed free, in a vigorous growing condition, and contains the species called for in the seeding mixture. If the seeded turf is not well established at the end of the first growing season, the Contractor is responsible to re-seed until the turf is well established and approved by the Engineer. If weeds are determined by the Engineer to cover more than 10 percent of the total area of slope restoration, the Contractor must provide weed control in accordance with subsection 816.03.J of the Standard Specifications for Construction. Weed control will be at the Contractor’s expense with no additional charges to the project.

d. Measurement and Payment. The completed work, as described, will be measured and paid for at the contract unit price using the following pay item:

Pay Item Pay Unit

Slope Restoration, Type __ ............................................................................. Square Yard

1. Place Slope Restoration, Type A in all areas not described in the other types of slope restoration and will be measured by area in square yards in place. Slope Restoration, Type A


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12RC816(A265) C&T:DMG 3 of 3 04-25-12

includes all labor, equipment and materials required to install Topsoil Surface, Furnished or Salvaged; Fertilizer, Chemical Nutrient, Class A; Seeding Mixture; and Mulch and Mulch Anchoring which will not be paid for separately but is included in the contract unit price for Slope Restoration, Type A.

2. Place Slope Restoration, Type B parallel (6 feet minimum) to the edge of the roadway,

in areas that have a 1 on 3 slope and in any ditch with a grade less than 1.5 percent, or as directed by the Engineer. Slope Restoration, Type B will be measured by area in square yards in place. Slope Restoration, Type B includes all labor, equipment and materials required to install Topsoil Surface, Furnished or Salvaged; Fertilizer, Chemical Nutrient, Class A; Seeding Mixture; and Mulch Blanket which will not be paid for separately but is included in the contract unit price for Slope Restoration, Type B.

3. Place Slope Restoration, Type C in areas that have a 1 on 2 slope, any ditch with a

grade of 1.5 percent to 3 percent or as directed by the Engineer. Slope Restoration, Type C will be measured by area in square yards in place. Slope Restoration, Type C includes all labor, equipment and materials required to install Topsoil, Furnished or Salvaged; Fertilizer, Chemical Nutrient, Class A; Seeding Mixture; and High Velocity Mulch Blanket which will not be paid for separately but is included in the contract unit price for Slope Restoration, Type C.

4. Place Slope Restoration, Type D in areas that have a slope steeper than 1 on 2, any

ditch with a grade steeper than 3 percent or as directed by the Engineer. Slope Restoration, Type D will be measured by area in square yards in place. Slope Restoration, Type D includes all labor, equipment and materials required to install Topsoil, Furnished or Salvaged; Fertilizer, Chemical Nutrient, Class A; Seeding Mixture; and TRM which will not be paid for separately but is included in the contract unit price for Slope Restoration, Type D.


32

12DS816(C125)


SPECIAL PROVISION

FOR SLOPE RESTORATION, WETLAND

DES:DMT 1 of 4 C&T:APPR:LML:JLB:06-06-12

a. Description. This work consists of preparing wetlands designated for slope restoration on the plans or as directed by the Engineer and applying topsoil and seed. Plant establishment must be in accordance with section 816 of the Standard Specifications for Construction and Standard Plan R-100 Series, except as modified herein or otherwise directed by the Engineer.

b. Materials. Use the materials and application rates specified in sections 816 and 917 of the Standard Specifications for Construction unless modified by this special provision or otherwise directed by the Engineer. Use the following materials on this project:

1. Use seeding mixtures and rates as follows:

Permanent Grasses/Sedges/Rushes

Scientific Name Common Name Ounces/Acre

PLS

Carex comosa Bristly Sedge 2.50

Carex lacustris Common Lake Sedge 0.25

Carex lurida Bottlebrush Sedge 4.00

Carex vulpinodea Brown Fox Sedge 6.00

Eleocharis ovata Blunt Spike Rush 1.00

Leersia oryzoides Rice Cut Grass 3.00

Juncus effusus Common Rush 1.00

Scirpus acutus Hard-stemmed Bulrush 2.50

Scirpus pungens Chairmaker's Rush 4.00

Scirpus validus Great Bulrush 6.00

Total 30.25

Temporary Cover

Scientific Name Common Name Ounces/AcrePLS

Avena sativa Common Oat 360.00

Lolium multiflorum Annual Rye 100.00

Total 460.00


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12DS816(C125) DES:DMT 2 of 4 06-06-12

Forbs

Scientific Name Common Name Ounces/Acre

PLS

Acorus calamus Sweet Flag 0.50

Alisma spp. Water Plantain (Various Mix) 2.00

Asclepias incarnata Swamp Milkweed 1.50

Cephalanthus occidentalis Buttonbush 0.50

Decodon verticillatus Swamp Loosestrife 0.50

Eupatorium maculatum Spotted Joe-Pye Weed 0.50

Hibiscus spp. Rosemallow (Various Mix) 3.00

Iris virginica Blue Flag 6.00

Lobelia cardinalis Cardinal Flower 0.25

Lobelia siphilitica Great Blue Lobelia 1.50

Lycopus americanus Common Water Horehound 0.25

Mimulus ringens Monkey Flower 1.00

Peltandra virginica Arrow Arum 16.00

Penthorum sedoides Ditch Stonecrop 0.50

Polygonum spp. Pinkweed (Various Mix) 0.50

Pontederia cordata Pickerel Weed 10.00

Sagittaria latifolia Common Arrowhead 2.00

Sparganium americanum American Bur Reed 1.00

Sparganium eurycarpum Common Bur Reed 4.00

Verbena hastata Blue Vervain 1.00

Total 52.50

Ensure all of the seeds are genotypes from the North Central States only (Michigan, Ohio, Indiana, Wisconsin, Minnesota and Iowa).

The Engineer will inspect the seed before individual packages are opened. Ensure the viability of each seed species is a minimum of 70 percent. Use standard germination procedures and/or tetrazolium test to determine viability. Ensure the purity of each seed species is a minimum of 70 percent.

Submit to the Engineer copies of seed orders no later than 30 days after the award of the contract. The documentation from the supplier of seed must show the state where the seed was grown and the quantities of each species that the Contractor has secured for the job.

2. Fertilizer is not required.

3. Topsoil Surface, Salvaged, 6 inch. Remove any stones greater than 1/2 inch in

diameter or other debris from all topsoil. Use on-site wetland topsoil only.

4. Mulch or mulch blanket is not required.

c. Construction. Use construction methods in accordance with subsection 816.03 of the Standard Specifications for Construction and as required by the MDEQ permit, with the following exceptions:

1. Fertilization is not required.


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12DS816(C125) DES:DMT 3 of 4 06-06-12

2. Sow the grasses, sedges, and forbs in the fall any time after October 1st, but before the

ground freezes. No other Seasonal Limitations for seeding will be permitted.

3. Sow the seed evenly over a seed bed that has been prepared for seeding at a rate of 33.92 pounds/acre. Use the following method of application to ensure even distribution of the seed: divide the entire quantity of seed into two parts and apply each part separately to the entire area so the second part is applied perpendicular to the first part.

4. Set seed by rolling with a weighted roller or cultipacker within 12 hours after seeding.

Setting the seed will not be required when wetland contains excessive amounts of moisture as determined by the Engineer.

Begin this work as soon as possible after final grading of the areas designated for slope restoration but no later than the maximum time frames stated in subsection 208.03 of the Standard Specifications for Construction. It may be necessary, as directed by the Engineer, to place materials by hand. Shape, compact, and assure all areas to be seeded are weed free prior to placing topsoil. Place topsoil to the minimum depth indicated above, to meet proposed finished grade. If the area being restored requires more than the minimum depth of topsoil to meet finished grade, this additional depth must be filled using topsoil or, at the Contractor’s option, embankment. Furnishing and placing this additional material is included in this item of work. Topsoil must be weed and weed seed free and friable prior to placing seed. Remove any stones greater than 1/2 inch in diameter or other debris. Apply seed mixture to prepared soil surface. Incorporate seed into top 1/2 inch of topsoil. If an area washes out after this work has been properly completed and approved by the Engineer, make the required corrections to prevent future washouts and replace the topsoil and seed. This replacement will be paid for as additional work using the applicable pay items if not attributable to the Contractors activities or failure to take proper precautions. If an area washes out for reasons attributable to the Contractor’s activity or failure to take proper precautions, replacement will be at the Contractor’s expense. The Engineer will inspect the seeded area to ensure the end product is well established, weed free, in a vigorous growing condition, and contains the species called for in the seeding mixture. If the seeded area is not well established at the end of the first growing season, reseed until the area is well established and approved by the Engineer. If weeds are determined by the Engineer to cover more than 10 percent of the total area of slope restoration, provide weed control in accordance with subsection 816.03.J of the Standard Specifications for Construction. Weed control will be at the Contractor’s expense with no additional charges to the project.

d. Measurement and Payment. The completed work as described will be measured and paid for at the contract unit price using the following pay item.

Pay Item Pay Unit


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12DS816(C125) DES:DMT 4 of 4 06-06-12

Slope Restoration, Wetland ............................................................................ Square Yard

Place Slope Restoration, Wetland in the 5 foot land clearing area as described on the plans. It will be measured by area in square yards in place. Slope Restoration, Wetland includes all labor, equipment, and materials required to install Topsoil Surface, Salvaged and Seeding Mixture, which will not be paid for separately but are included in the contract unit price for Slope Restoration, Wetland.


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12DS705(E575)


SPECIAL PROVISION

FOR STATIC LOAD TEST

OAK:JJP 1 of 4 APPR:CER:RWS:07-02-13

a. Description. This work consists of verifying the nominal pile driving resistance (Rndr) for driven steel piles by pre-production static load tests and dynamic testing with signal matching. The requirements for dynamic testing with signal matching are discussed in the Special Provision for Dynamic Pile Testing, except as modified herein. Furnish all materials, products, accessories, tools, equipment, services, transportation, labor and supervision, and manufacturing techniques required for static load testing of the driven piles. A minimum of two static pile load tests with corresponding dynamic pile testing are to be performed for each individual pile driving hammer that is to be used at the site. Include facilities for observing the load tests and measuring the pile movements in accordance with the standard specifications and ASTM D 1143, and as modified by this special provision. The testing program must be under the direction of a Professional Engineer licensed in the State of Michigan, hired by the Contractor. The Contractor’s Testing Engineer must have at least three projects of similar scope completed over the last 5 years. Conduct pre-production static load tests at locations shown on the project plans or as required by the Engineer. In addition, perform dynamic testing with signal matching on all static load test piles and regular production test pile locations shown on the plans or as directed by the Engineer. The dynamic testing will be paid for under the Special Provision for Dynamic Pile Testing. The static load tests and related dynamic analyses with signal matching for a given pile driving hammer must be conducted prior to installing production piles using that specific pile driving hammer. The ultimate test load to be applied on the static load test pile must be equivalent to 100 percent of the nominal pile driving resistance noted on the plans (1.0 x Rndr). The load test consists of the application of the load placed upon a suitable platform, with suitable apparatus for accurately measuring the test load and the settlement of the pile under each increment of load, as specified in ASTM D 1143. Notify the Engineer 3 working days prior to the performance of any load testing, and a representative from MDOT’s Geotechnical Services Section is to be on site prior to the start of any load testing. The Engineer may require that static load testing be applied to any pile deemed necessary, and static load tests are not necessarily restricted to static load test pile locations identified on the plans.

b. Materials. Use materials that conform to the standard specifications and ASTM D 1143.

c. Construction.


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12DS705(E575) OAK:JJP 2 of 2 07-02-13

1. Construction Submittals: Prepare and submit to the Engineer, for review of completeness and conformance, the following items.

A. Detailed plan of the load test reaction frame and loading platform with

dimensions and a description of the testing setup. This must include all drawings, details, and structural design calculations necessary to clearly describe the proposed test methods, reaction load systems capacity and equipment setup, types and accuracy of apparatus to be used for applying and measuring the test loads and pile top movements.

B. Submit calibration reports for each load cell, jack and pressure gauge. The

calibration reports must have been performed by an independent laboratory within 30 calendar days of the start of the initial load test. The calibration curves for the load cell and pressure gauge must be included.

C. Proposed start date and time schedule for the static load tests and dynamic

testing.

D. Static load testing must not commence until the appropriate submittals have been received, reviewed, and approved in writing by the Engineer. Allow the Engineer 3 weeks for review and comment of the submittals after a full set has been received. Note that any additional time or delay caused by incomplete or unacceptable submittals will not be cause for delay or impact claims.

All costs associated with incomplete or unacceptable submittals will be the responsibility of the Contractor.

2. Pre-field Testing Meeting. A pre-field testing meeting will be scheduled by the

Engineer and held approximately 1 week after the construction submittals as mentioned previously have been received. MDOT, Contractor, bridge designer, and pile load test instrumentation specialist or testing specialist (if applicable) must attend the meeting. Attendance and participation is mandatory. The pre-field testing meeting will be conducted to clarify the construction requirements for the work, to coordinate the construction schedule and activities, and to identify contractual relationships and delineation of responsibilities amongst the parties involved.

3. Testing Equipment and Data Recording. Testing equipment must include dial

gauges, dial gauge support, jack and pressure gauge, electronic load cell, and a reaction frame. Additionally, the Contractor may be required to install up to two telltales or electronic strain gauges on each test pile, with related signal wires and wire protection, as directed by the Engineer. Provide a description of the test setup in accordance with subsection c.1 of this special provision. Align the jack, bearing plates, and stressing anchorage such that unloading and repositioning of the equipment will not be required during the test. The jack and pressure gauge must have a pressure range not exceeding twice the anticipated maximum test pressure. Jack ram travel must be sufficient to allow the test to be done without resetting the equipment. Monitor the test load hold periods during the load test with both the pressure gauge and the electronic load cell to ensure constant load is maintained on the pile. Any loss of load which, in the opinion of the Engineer, materially affects the test results will invalidate such results and another load test will be required at no additional cost to the MDOT.


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12DS705(E575) OAK:JJP 3 of 3 07-02-13

Measure the pile top movement and telltales (if applicable) with a dial gauge capable of measuring to 0.001 inch. The dial gauge must have a travel sufficient to allow the test to be done without having to reset the gauge. Visually align the gauge to be parallel with the axis of the pile and support the gauge independently from the jack, pile and reaction frame. Use a minimum of four dial gauges on the pile and one dial gauge on each telltale within the test setup. The required load test data must be recorded by the Contractors Testing Engineer.

4. Static Load Tests. Perform static load tests at the locations specified on the design

plans or designated by the Engineer. Perform the required static load tests on sacrificial additional piles that are not a part of the final substructure support design. The static load test pile must be driven to attain 1.1 x Rndr indicated on the plans (practical refusal) using the required wave equation and dynamic analyses with signal matching. The static load test is not to be performed less than 5 days after the test pile was driven unless approved by the Engineer. A pile determined by the Engineer as a defective or damaged pile must not be load tested.

When a method which requires anchor piles is used, the anchor piles must not be located closer to the test loaded pile than the minimum distance stated in ASTM D 1143. Production piles must not be used as anchor piles. After completion and acceptance of the static load test, anchor piles must be either removed or cut off as directed by the Engineer.

5. Test Load Schedule. All test loads must be applied concentrically and must be kept

uniform by constant attention to and evaluation of load and gauge readings and jacking applications. The driven pile must not be disturbed for at least 12 hours prior to the application of any portion of the test load. A seating load equal to five percent of the nominal pile driving resistance must initially be applied to the pile for 5 minutes and then unloaded. The dial gauges must be reset at this time. The load test must then commence with load increment applications equivalent to five percent of the nominal pile driving resistance to be verified. Measurements of pile movement will be made by the Contractor’s Testing Engineer to an accuracy of 0.001 inches for a period 10 minutes for each load increment, unless otherwise directed by the Engineer. The pile movement must be measured and recorded at 1, 2, 3, 4, 5, 6, 10 minutes for each of the load increments. However, when the load level reaches 80 percent of Rndr hold the load for a minimum of one hour or longer if directed by the Engineer. For deflection measurements taken between 10 minutes and 60 minutes measure and record pile movement at 10 minute intervals. Once the full test load is applied and held for 10 minutes, the load must be removed in decrements of 20 percent of the nominal driving resistance with each loading decrement held for a period of 15 minutes. Readings during the unloading must be taken at 1, 4, 8, and 15 minute intervals.

A. Pile Acceptance Criteria. When the applied test loading reaches the required

nominal pile driving resistance as noted on the plans, top of the pile vertical movement must not exceed the elastic strain of the pile plus 0.15+0.008B, inches, measured at the top of the pile. The elastic strain must be calculated utilizing the equation of PL/AE for the installed length and cross section of pile, and B is the pile width in inches.

At the end of the 80 percent of Rndr 1-hour hold test load increment, test piles must have a creep rate not exceeding 0.05 inch/log cycle time (1 to 10 minutes) or 0.10 inch/log cycle time (6 to 60 minutes or the last log cycle if held longer). The creep rate must be linear or decreasing throughout the creep load hold period.


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12DS705(E575) OAK:JJP 4 of 4 07-02-13

6. Testing Results. The test data, including tabular and graphical results, must be summarized in report form, sealed by the Contractor’s Testing Engineer, and submitted to the Engineer within 48 hours of each load test completion. Once all the static load test data and dynamic testing has been completed and submitted to the Engineer, if results are satisfactory the Engineer will provide the Contractor written acceptance of the load test piles and subsequent driving criteria for production piles within 2 weeks of the testing program completion.

If results of the load tests are not satisfactory, the Engineer will make arrangements for such corrective changes as deemed necessary that may include redesign of the foundations, adjustments to final set driving criteria, or additional load tests. No compensation will be allowed for any delay or inconvenience caused by corrective changes or redesign. Additional testing will be paid at the contracted unit rate.


paid for at the contract unit price using the following pay item:

Pay Item Pay Unit

Test Pile, Static Load Test .......................................................................................... Each Test Pile, Static Load Test will be measured and paid for each pile designated on the plans or by the Engineer as a static load test pile. Payment for Test Pile, Static Load Test includes furnishing all labor, equipment, instruments, tools, documentation, and incidentals necessary to complete the work as specified. The contract unit price for Test Pile, Static Load Test will be in addition to the contract unit price(s) for piles furnished and driven, and dynamic analysis with signal matching.


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12DS704(E020)


SPECIAL PROVISION

FOR STEEL SHEET PILING, TEMPORARY, SPECIAL

DES:GEF 1 of 2 APPR:CER:RWS:05-07-13

a. Description. This work consists of designing, furnishing, installing, maintaining, removing and/or cutting off the sheet piling and bracing, anchors, deadman, whalers, related materials, and equipment required to maintain support of the sheeting and adjacent embankment and coordinated with the staged construction requirements at this site. Perform the work in accordance with section 704 of the Standard Specifications for Construction, the AASHTO Standard Specifications for Highway Bridges 17th Edition (“AASHTO” hereafter), the plans and this special provision.

b. Materials. Provide materials in accordance with subsections 704.02 and 707.02 of the Standard Specifications for Construction.

c. Construction. Design, prepare working drawings, install and maintain the temporary steel sheet piling. Design cantilever or braced steel sheet piling walls interaction with the soil using the following software: SPW 911 by PileBuck International Inc.; SupportIT by GTSoft Ltd.; or CivilTech Software Shoring Suite. The use of other software will be reviewed by the Department and requires approval by the Engineer prior to use. Hand calculations and/or spreadsheet calculations will not be accepted for steel sheet piling design unless special conditions are present, which will require approval by the Engineer prior to use. Hand calculations and/or spreadsheet calculations (with example hand calculations) for design of anchors, deadman, bracing sections, weld details and connections is acceptable. Design the steel sheet piling, ground anchors, deadman, bracing sections, and adjacent excavations to support traffic. Assume a live load surcharge of 360 psf for design of steel sheet piling adjacent to traffic and/or construction equipment. The calculated and measured maximum deflection of the steel sheet piling must not exceed 2 inches. Include supporting calculations for the steel sheet piling including: sheeting, anchors, deadman, bracing sections, welded or bolted connection details, sheeting tip elevations, calculated deflection of sheeting sections, all connections and embedment depth. The design must consider and provide supporting calculations for all stages of construction. If ground anchors are used, a load testing program must be submitted and reviewed by the Department with the design submittal. The Contractor’s designer must reference FHWA Publication No. FHWA-IF-99-015 (Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored System) in the design and load testing program. All ground anchors, regardless of anchor type, must be load tested. All ground anchors and deadman must be prestressed and locked off. Ground anchors and deadman that cannot be prestressed to the required load and locked off cannot be used. Ensure that the design is prepared by the Contractor’s designer; and the designer is a Professional Engineer, licensed in the State of Michigan. Submit the design and supporting calculations to the Engineer for review and approval not less than 30 calendar days prior to


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12DS704(E020) DES:GEF 2 of 2 05-07-13

beginning of work. Obtain the Engineer’s approval of the steel sheet piling design prior to beginning installation. The Department will require 10 calendar days for each review cycle and revisions may be required following each review. No extension of time or additional compensation will be granted due to delays in preparing the final working drawings, calculations and material specifications or securing acceptance from the Department. An exception may be granted for an extension of time only in the case that the Department’s review of a submittal exceeded 10 calendar days and if it can be shown that such a delay impacts the final project completion date. Alternate temporary retaining wall design options may be considered for this project by the Engineer provided that alternate designs are prepared and submitted in accordance with this special provision. All alternate temporary retaining wall design options must conform to AASHTO and FHWA specifications and/or guidelines. Install the sheet piling for this project in stages that match the staged construction of the project. The limits and sequence of steel sheet piling construction are shown conceptually on the plans however, the Contractor’s design and installation plan will take precedence. When no longer needed, remove the sheet piling; or cut down during the staged construction as shown on the plans or as approved by the Engineer.

d. Measurement and Payment. The completed work, as described, will be measured and paid for at the contract unit price using the following pay items:

Pay Item Pay Unit

Steel Sheet Piling, Temp, Special .................................................................. Square Foot Steel Sheet Piling, Temp, Left in Place, Special ........................................... Square Foot

Steel Sheet Piling, Temp, Special and Steel Sheet Piling, Temp, Left in Place, Special quantities will be computed based on the area of required earth retention. The vertical dimension for computing areas will be the difference in ground elevation at the sheeting line or the planned foundation excavation limit at the sheeting line, whichever is less. Unless shown on the plans, the lateral limits will be determined by the design. When earth is retained on both sides of the same steel sheet piling during different construction stages, the quantity will be computed from the stage requiring the largest area of earth retention and not the sum of the area of required earth retention for each stage. All horizontal measurements will be made along the sheet piling alignment without allowance for the structural shapes of the separate sections.


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12RC710(A075)


SPECIAL PROVISION

FOR SUBSTRUCTURE HORIZONTAL SURFACE SEALER

C&T:JAB 1 of 1 C&T:APPR:JFS:DBP:10-19-11

a. Description. This work consists of furnishing and applying penetrating epoxy resin based concrete sealers to the top horizontal surface of concrete pier caps, abutment bridge seats, and other locations as specified on the plans. The standard specifications apply except as modified herein.

b. Materials. Select the two-component penetrating epoxy concrete sealer from the approved list below:

Company / Product Phone No.

Polycarb / Mark 124 866-765-9227 E-Bond / E-Bond 120 954-566-6555 Conspec / Spec-seal 888-977-9600 Unitex / Pro-Poxy 200 (Federal color gray #16376) 800-821-5846

c. Construction. Surface preparation and application must conform to the manufacturer’s

recommendations, except as modified by this special provision.

1. Surface Preparation. Ensure all concrete to be sealed is at least 28 days old. Ensure all concrete to be sealed is dry and free from contamination such as oil, grease, latence, and curing compounds. Clean with a light abrasive blasting followed by oil-free compressed air. Water blasting or wire brushing is not permitted.

2. Application. Apply the concrete sealer according to manufacturer’s

recommendations. Two coats of sealer, at the manufacturer’s recommended application rate, are required.


paid for at the contract unit price using the following pay item:

Pay Item Pay Unit

Substructure Horizontal Surface Sealer (Structure Number __) .....................Square Yard

1. Substructure Horizontal Surface Sealer (Structure Number __) includes all labor, equipment, and materials to prepare the substrate concrete surface and apply two coats of sealer according to this special provision. No compensation will be made to the Contractor for surplus materials.


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