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Keystone Parkway #07-08D CIB
PROJECT MANUAL FOR CITY OF CARMEL, INDIANA PROJECT: Keystone Parkway and 126th Street Interchange (Project No. 07-08D) Prepared by: 7260 Shadeland Station, Indianapolis, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 MARCH 2008 IF THERE ARE ANY QUESTIONS CONCERNING THE CONTRACT DOCUMENTS, PLEASE CONTACT CRAIG M. PARKS, PE IN20030661.C2 TABLE OF CONTENTS SUBJECT PAGES NOTICE TO BIDDERS NTB-1 INSTRUCTIONS TO BIDDERS ITB-1 BIDDER'S ITEMIZED PROPOSAL AND DECLARATIONS BID-1 POST BID SUBMITTAL POST-BID-1 BID BOND BB-1 MAINTENANCE BOND MB-1 PAYMENT BOND PMB-1 PERFORMANCE BOND PFB-1 AGREEMENT A-1 ADDITIONAL REQUIREMENTS AR-1 City of Carmel Sample Forms AR-2 Common Construction Wage Rates AR-7 STANDARD GENERAL CONDITIONS (INCORPORATED BY REFERENCE) Article 1 - Abbreviations and Definitions G-1 Article 2 - Preliminary Matters G-5 Article 3 - Contract Documents G-7 Article 4 - Availability of Lands; Physical Conditions G-8 Article 5 - Bonds and Insurance G-13 Article 6 - CONTRACTOR’s Responsibilities G-17 Article 7 - Work by Third Parties G-28 Article 8 - OWNER’s and ENGINEER’s Status During Construction G-29 Article 9 - Changes in the Work G-31 Article 10 - Change of Contract Price G-32 Article 11 - Change of Time; Liquidated Damages; Delays and Hindrances G-36 Article 12 - Warranties, Test and Defective Work G-38 Article 13 - Payments to CONTRACTOR and Completion G-41 Article 14 - Suspension of Work and Termination G-48 TOC - 1 IN20060661.C1.TOC.DOC Article 15 - Dispute Resolution G-50 Article 16 - Miscellaneous G-52 Attachment A to Article 15 G-58 SUBJECT PAGES TECHNICAL SPECIFICATIONS SP-1 Qualification of Contractors TS-1 SP-2 Applicable Specifications TS-2 SP-3 Manual on Uniform Traffic Control Devices TS-3 SP-4 Bridge Numbers for Pay Items TS-4 SP-5 Geotechnical Evaluation Report TS-5 SP-6 As Built Traffic Signal Plans TS-6 SP-7 Revised Field Office Equipment Specifications TS-7 SP-8 Statements about Existing Conditions TS-8 SP-9 Use of Cones in Lieu of Drums TS-9 SP-10 Traffic Control Changes and On-Call Maintenance TS-10 SP-11 Work Hour Restrictions TS-11 SP-12 Intermediate Completion Date TS-12 SP-13 Keystone Lane Closure Times TS-13 SP-14 Maintenance of Traffic for Crossover, Culvert and Shoulder Construction TS-14 SP-15 Schedule of Operations and Traffic Control Plan TS-15 SP-16 Traffic Stoppages for Overhead Installations TS-16 SP-17 Failure to Complete on Time for Intermediate Completion TS-17 SP-18 Failure to Complete on Time for Calendar Completion TS-18 SP-19 Coordination with City Services TS-19 SP-20 Temporary Erosion Control Measures TS-20 SP-21 Temporary Curb Inlet Protection TS-21 SP-22 Catch Basin Hoods TS-22 SP-23 Reporting Subcontract Payments TS-23 SP-24 Determination and Extension of Contract Time TS-24 SP-25 BLANK TS-25 TOC - 2 IN20060661.C1.TOC.DOC SP-26 BLANK TS-26 SP-27 Cost Reduction Incentive TS-27 SP-28 Stockpiled Materials TS-28 SP-29 BLANK TS-29 SP-30 Recycled Foundry Sand TS-30 SP-31 Clearing Right of Way TS-31 SP-32 Sawcutting TS-32 SP-33 BLANK TS-33 SP-34 Removal of Existing Traffic Signal Equipment TS-34 SP-35 Election to Produce Recycled Concrete Aggregate TS-35 SP-36 General Bridge Requirements TS-36 SP-37 B Borrow and Structure Backfill TS-37 SP-38 Flowable Backfill TS-38 SP-39 Chemical Modification of Soils TS-39 SP-40 Existing Section Corners TS-40 SP-41 Material Testing TS-41 SP-42 HMA Revisions for 2008 TS-42 SP-43 Profilograph TS-43 SP-44 Concrete Pavement TS-44 SP-45 HMA for Approaches TS-45 SP-46 Concrete Curb Ramps TS-46 SP-47 Detectable Warning Elements TS-47 SP-48 Cable Interduct TS-48 SP-49 Topsoil TS-49 SP-50 BLANK TS-50 SP-51 Irrigation conduit TS-51 SP-52 Removal of Guardrail TS-52 SP-53 Spare Parts Package for Guardrail End Treatment TS-53 SP-54 Guardrail Blockouts TS-54 SP-55 Spare Parts Package for Impact Attenuators TS-55 SP-56 Capping Cut and Fill Slopes Steeper Than 3:1 TS-56 SP-57 Concrete Bridge Railing in Road Plans TS-57 SP-58 Dynamic Pile Load Test TS-58 TOC - 3 IN20060661.C1.TOC.DOC SP-59 Pile Driving and Equipment Data Form TS-59 SP-60 Mechanically Stabilized Earth Retaining Walls TS-60 SP-61 Modular Concrete Block Retaining Walls TS-61 SP-62 Temporary Retaining Wall TS-62 SP-63 Permanent Earth Retention Systems for Cut Wall Applications TS-63 SP-64 Ornamental Railing TS-64 SP-65 Imprinted Concrete TS-65 SP-66 Formliner TS-66 SP-67 Masonry Coating TS-67 SP-68 Concrete Staining TS-68 SP-69 Anti-graffiti Coating TS-69 SP-70 Bridge Mounted Street name Sign TS-70 SP-71 Mock Ups TS-71 SP-72 Cure and Seal TS-72 SP-73 BLANK TS-73 SP-74 BLANK TS-74 SP-75 Drainage Structures TS-75 SP-76 Sanitary Sewer Manholes TS-76 SP-77 Storm Sewer Pipe TS-77 SP-78 Pipe End Sections TS-78 SP-79 Manhole Covers TS-79 SP-80 Certification for Temporary Traffic Control Devices TS-80 SP-81 Material Used for Temporary Ingress/Egress to Properties TS-81 SP-82 Worksite Additional Penalty Signs TS-82 SP-83 Traffic Control Device Report Form TS-83 SP-84 Temporary Concrete Traffic Barriers TS-84 SP-85 Temporary Pavement Markings TS-85 SP-86 Traffic Signal Equipment Salvaged by the Department TS-86 SP-87 Delay Amplifiers TS-87 SP-88 Miscellaneous Equipment TS-88 SP-89 Electrical Insulation Sealant TS-89 SP-90 Traffic Vehicle Detection Loop Shape TS-90 SP-91 Snowplowable Raised Pavement Markers TS-91 TOC - 4 IN20060661.C1.TOC.DOC SP-92 Roundabout Pavement Markings TS-92 SP-93 Decorative Street Signs TS-93 SP-94 Decorative Street Lighting TS-94 SP-95 Mongoose Lighting TS-95 SP-96 Encapsulated Lens High Intensity Reflective Sheeting TS-96 SP-97 Reflective Lenses for Snowplowable Raised Pavement Markers TS-97 SP-98 Traffic Signal Materials and Equipment TS-98 SP-99 Architectural Finishes TS-99 SP-100 Shop Drawing Review TS-100 SP-101 Price Adjustment for Architectural Coatings TS-101 SP-102 BLANK TS-102 TOC - 5 IN20060661.C1.TOC.DOC NOTICE TO BIDDERS City of Carmel, Indiana Department Board of Public Works and Safety One Civic Square City of Carmel, Indiana 46032 Project: Keystone Parkway and 126th Street Interchange City of Carmel Project #07-08D Notice is hereby given that the Board of Public Works and Safety for the City of Carmel, Hamilton County, Indiana will receive sealed bids for the above described “Project” at the office of the Clerk Treasurer, One Civic Square, Carmel, Indiana (City Hall) 10:00 AM Local Time on or before April 9, 2008, and commencing as soon as practicable thereafter on the same date such bids will be publicly opened and read aloud in the Council Chambers of City Hall. No late bids will be accepted. All bids and proposals shall be properly and completely executed on the proposal forms provided with the plans and specifications, which will include the non-collusion affidavit as required by the State of Indiana. The bid envelope must be sealed and have the words “BID – Keystone Parkway and 126th Street Interchange, City of Carmel Project #07-08D”. A bid bond or certified check in an amount not less than ten percent (10%) of the amount bid must be submitted with each bid. A one hundred percent (100%) performance and payment bond will also be required of the successful bidder. It is intended that actual construction of all work divisions shall be started as soon as practicable, and each bidder shall be prepared to enter promptly into a construction contract, furnish a performance bond, and begin work without delay in the event the award is made to him. A pre-bid conference for discussions of the Project, the bidding requirements and other important matters will be held on April 2nd at 9:00 AM in the Caucus Room on the 2nd Floor of City Hall (One Civic Square). All prospective bidders are encouraged to attend the pre-bid conference. The Project consists of, but is not necessarily limited to, the following: Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. Contract Documents for the Project have been assembled into one bound project manual, which together with drawings, may be examined at the following locations: City of Carmel Department of Engineering - 1st Floor One Civic Square Carmel, IN 46032 (317) 571-2441 NTB-1 IN20030661.C2.FE.DOC American Structurepoint, Inc 7260 Shadeland Station Indianapolis, IN 46256 (317) 547-5580 A compact disk with electronic (.PDF) files of all project drawings and project manuals may be obtained from American Structurepoint, Inc. These files include full-size and half-size drawings, geotechnical report and project specifications for Carmel Projects 07-08A and 07-08D. There will be no charge for the compact disc. Paper copies of drawings and project manuals must be obtained from American Structurepoint, Inc., at the address stated above, upon the payment of $300.00 for each set. Each set includes one half-size set of road and bridge plans, geotechnical report, and project specifications for both the 106th Street and 126th Street interchanges (Projects 07-08B and 07-08D). Payment must be by check. NO CASH ACCEPTED. Make checks payable to American Structurepoint, Inc. All payments and costs of Contract Documents are non-refundable. Electronic copies of such drawings and project manuals may be obtained from American Structurepoint, Inc. These sets include full-size and half-size drawings, geotechnical report and project specifications placed on a compact disc. There will be no payment required for the compact disc. . Bidders shall assure they have obtained complete sets of drawings and Contract Documents and shall assume the risk of any errors or omissions in bids prepared in reliance on incomplete sets of drawings and Contract Documents. This Project will be funded by the City of Carmel. Wage rates for the Project shall not be less than the current prescribed scale of wages as determined by the Common Construction Wage Committee in accordance with I.C. 5-16-7, and included in the Project Manual. For special accommodations needed by handicapped individuals planning to attend the pre-bid conference or public bid opening meeting, please call or notify the City of Carmel, Engineer’s Office, at (317) 571-2441, at least forty-eight (48) hours prior thereto. No bidder may withdraw any bid or proposal within a period of thirty (30) days following the date set for receiving bids or proposals. The Carmel Board of Public Works and Safety reserves the right to hold any or all bids or proposals for a period of not more than thirty (30) days and said bids or proposal shall remain in full force and effect during said period. The City of Carmel reserves the right to reject and/or cancel any and all bids, solicitations and/or offers in whole or in part as specified in the solicitations when it is not in the best interests of the governmental body as determined by the purchasing agency in accordance with IC 5-22-18-2 ___________________________ Diana L. Cordray Clerk-Treasurer Publication Dates: March 21st and 28th, 2008 NTB-2 IN20030661.C2.FE.DOC INSTRUCTIONS TO BIDDERS City of Carmel OWNER: City of Carmel by and through its Board of Public Works and Safety Project/Work: Keystone Parkway and 126th Street Interchange Carmel Project No. 07-08D Owner’s Representative: Michael McBride PE, City Engineer One Civic Square Carmel, IN 46032 Designed By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, IN 46256-3957 Attn: Craig Parks, PE (317) 547-5580 Fax: (317) 543-0270 Copyright © 1966-2007 by American Structurepoint, Inc. 1. GENERAL 1.1. Submission of a Bid shall constitute an unconditional Agreement and acknowledgment by the Bidder to be bound by all terms and conditions set forth herein and in any of the Documents assembled or referred to in the bound Project Manual of which these Instructions To Bidders are a part. 1.2. Sample forms are included in the Project Manual to acquaint Bidders with the form and provisions of various Bid Documents and other Documentation required by the Contract Documents to be executed, completed and submitted by some or all Bidders, either as part of a Bid Submission or after the Bid Date. Such sample forms are not to be detached from the Project Manual, filled out, or executed. Separate copies of such forms and any other required Documentation prescribed by the Contract Documents have been or will be furnished separately by the OWNER and must be obtained directly from the Department of Engineering, One Civic Square, First Floor, Carmel, Indiana 46032. 1.3. Instructions and requirements printed on any sample form included in the Project Manual or any form not so included but required to be completed, signed or furnished by a Bidder as part of a Bid Submission or after receipt and opening of Bids shall be deemed requirements established by these Instructions To Bidders to the same extent as if fully restated herein. 1.4. All communications for the administration of the Contract shall be as set forth in the General Conditions and, in general, shall be through the City of Carmel, Department of Engineering. ITB-1 IN20030661.C2.FE.DOC 1.5. The Unit Cost Schedule included as “Part 3” hereof is to be completed for the Project Bid. The construction completion time is described in the Technical Specifications and is as follows: Notification of Plan to Award April 14, 2008 Contract Approval and Notice to Proceed April 25, 2008 Project Start Date: April 25, 2008 Intermediate Completion Date: December 1, 2008 Final Project Completion Date: June 30, 2009 2. DEFINITIONS The following definitions shall apply to these Instructions to Bidders (ITB): 2.1. Bidder - Any person or entity who submits a Bid. 2.2. Bid - A written proposal submitted by a Bidder as part of the form prescribed herein offering to perform and complete the Work and to fulfill all other requirements of the Contract Documents for one or more specified prices. 2.3. Bid Documents - All Documents and completed forms required to be submitted by a Bidder with and as integral parts of a Bid Submission, whether or not included as sample forms assembled in the Project Manual of which these Instructions To Bidders are a part. Such Bid Documents are listed and more fully described in ITB Section 5.3 hereof. 2.4. Bid Date - The date when Bids are to be received, opened, and publicly read aloud as established by the Notice To Bidders as may be modified by Addenda. 2.5. Bid Submission - All Documents presented by a Bidder for receipt and opening on the Bid Date. 2.6. Contract Documents - The Agreement and any exhibits thereto (sometimes referred to as “Contract”), Addenda (which pertain to the Contract Documents), Instructions to Bidders, Advertisement, Notice to Bidders, Contractor’s Bid (including Documentation accompanying the Bid and any post-Bid Documentation submitted prior to the Notice of Award), Notice to Proceed, the Bonds, the Standard General Conditions, the Additional Requirements Section, any supplemental conditions, the Specifications and the Drawings as the same are more specifically identified in the Agreement. 2.7. ENGINEER - The City of Carmel, acting by and through its Board of Public Works and Safety. 2.8. OWNER - The City of Carmel acting by and through its Board of Public Works and Safety and the Department of Engineering. 2.9. Project - The total construction of one or more improvements or structures of which the Work to be provided under the Contract Documents may be the whole, or a part, as indicated elsewhere in the Contract Documents. ITB-2 IN20030661.C2.FE.DOC 2.10. Project Manual - The bound set of Documents, sample forms, and Contract Documents (excluding plans and Addenda) approved by the OWNER for the Work and/or Project described in the Notice To Bidders and of which these Instructions To Bidders are a part. 2.11. Standard General Conditions - City of Carmel Standard General Conditions for Construction Contracts, 2003. 2.12. Work - The entire construction or the various separately identifiable parts thereof, required to be furnished under the Contract Documents. The Work is the result and product of performing services, furnishing labor and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. In all other respects, terms used herein shall have the meanings as stated in the Standard General Conditions or other Contract Documents. 3. EXAMINATION OF SITE AND DOCUMENTS 3.1. Before the Bid Date, all Bidders shall carefully and thoroughly examine and inspect the entire site of the proposed Work and adjacent premises and the various means of approach and access thereto by means of a site inspection visit, and make all necessary investigations to inform themselves thoroughly as to the facilities necessary for delivering, placing and operating the necessary construction equipment, and for delivering and handling materials at the site, and shall inform themselves thoroughly as to any and all actual or potential difficulties, hindrances, delays and constraints involved in the commencement, prosecution and completion of the proposed Work in accordance with the requirements of the Contract Documents. 3.2. It shall be the sole responsibility of Bidders to make borings, test pits and to conduct such other investigations at or near the site of the proposed Work as they deem necessary to determine the character, location and amount of materials to be encountered or other subsurface conditions which could affect the manner, cost or time required to perform the Work. 3.3. Bidders shall carefully and thoroughly examine the plans, specifications and other Contract Documents and/or Project Manual as available in the locations stated in the Notice to Bidders and shall assume the full risk of their own judgments as to the nature, quality and amount of the whole of the Work to be done, and for the price Bid must assume all risk of any and all variances or errors in any computation or statement of amounts or quantities necessary to complete the Work in strict compliance with the Contract Documents. 3.4. Elevations of the existing ground surface or structures at the site of the Work as shown on the plans are believed to be reasonably correct, but are not guaranteed to be absolutely so and are presented only as an approximation. Bidders shall satisfy themselves as to the correctness of all elevations. 3.5. Information stated or depicted on plans concerning the location, dimensions, depth, and other characteristics of underground structures and utilities is given only as general information and shall not be construed or relied upon by Bidders as a representation or assurance that such structures or utilities will be found or encountered as plotted, or that ITB-3 IN20030661.C2.FE.DOC such information is complete or accurate. Therefore, Bidders shall satisfy themselves by such means as they may deem proper as to the location of all structures and utilities that may be encountered in construction of the Work and shall bear the risk of the number, type, location, dimensions and depth of all structures and utilities thus encountered. 4. CLARIFICATIONS AND ADDENDA 4.1. If a Bidder finds conflicts, errors, discrepancies, or ambiguities in the Contract Documents or any sample form, or if the Bidder is in doubt as to the intended meaning of any portion or provision therein, the Bidder shall at once give written notice thereof to the OWNER’s Representative, at least seven (7) consecutive calendar days prior to the Bid Date. No Bidder shall be allowed any extra compensation or time extension by reason of any conflict, error, discrepancy, or ambiguity of which the Bidder had actual knowledge or reasonably should have known and which he/she failed to report within the period and in the manner required by these Instructions To Bidders. 4.2. No material changes, clarifications, or interpretations of the Contract Documents will be issued except by written or graphic Addenda mailed or delivered to record holders of Contract Documents not less than three (3) calendar days prior to the Bid Date. All such Addenda must be acknowledged by the Bidder and will become a part of the Contract Documents. The OWNER will not be responsible for or bound by any oral or written interpretations or clarifications of the Contract Documents that anyone presumes to make on its behalf, except by an Addendum issued in accordance with this Section. 5. BID SUBMISSION 5.1. All Bid Documents shall be placed within a sealed envelope that shall be plainly labeled on the outside with the words “BID – Keystone Parkway and 126th Street Interchange, City of Carmel Project #07-08D” on the lower left-hand corner as indicated on the Notice to Bidders and also include the name and address of the Bidder on the envelope. If forwarded by mail, the sealed envelope must be enclosed in another envelope addressed to: City of Carmel, Clerk-Treasurer’s Office, One Civic Square, Carmel, Indiana 46032. 5.2. All Bid Documents as herein prescribed must be submitted with, and as integral parts of, each Bid Submission and shall be subject to all requirements of the Contract Documents, including drawings and these Instructions To Bidders. Bid Documents must be properly filled in and completed in every material respect and without interlineations, excisions, special conditions, qualifications or exceptions. Each Bid Document requiring a signature shall be signed by an individual duly authorized to execute such Document on Bidder’s behalf. A Bid executed by a corporation, joint venture, or other entity with an assumed name shall have the legal and correct name thereof followed by the word “by” and the signature and title of the officer or other person authorized to sign for it and a corporate resolution or similar document authorizing such officer to bind the entity. ITB-4 IN20030661.C2.FE.DOC 5.3. The Bid Documents to be thus submitted by each Bidder shall consist of both of the following (5.3.1, 5.3.2): 5.3.1. Bidder’s Itemized Proposal and Declarations. A sample of this form is included in the Project Manual and must be utilized by all Bidders. Such Document includes and consists of the following constituent “Parts”: “Part 1 - Bidder Information” “Part 2 - Proposal (Bid)” “Part 3 - Contract Items and Unit Prices” “Part 4 - Contract Documents and Addenda” “Part 5 - Exceptions” “Part 6 - Financial Statement” “Part 7 - Additional Declarations” “Part 8 - Non-Collusion Affidavit” “Part 9 - Signatures” 5.3.2. Bid Security in the form of a Bid Bond or Certified Check in an amount not less than ten percent (10%) of the Bid price. Such Bid Security shall serve as security to insure the execution of the Agreement and the furnishing of other required Documents by the successful Bidder, including Performance and Payment Bonds. A sample Bid Bond form is included in the Project Manual and such form, or such other form as may be approved in advance by OWNER, shall be utilized if such a bond is furnished as Bid Security. A Bid Bond shall be executed by a surety company licensed to transact such business in the State of Indiana and qualified as a surety under the underwriting limitations on the current list of “Surety Companies Acceptable on Federal Bonds,” as published in the US Treasury Department Circular No. 570; the Bidder shall also furnish as part of the Bid Submission a signed power of attorney establishing the authority of the person executing such Bid Bond on behalf of the surety. Bid Security shall be held until the Contract is executed with the successful Bidder. In the event that all Bids are rejected, the Bid Security of all Bidders will be returned upon request. No “Annual” Bid bonds, cash deposits or cashiers’ checks will be accepted. 5.4. Bids may be withdrawn in person by a Bidder during normal hours of business prior to the time fixed for opening of Bids. In the event of a valid withdrawal of a Bid, the Bid Security of the withdrawing Bidder will be returned promptly. No Bid may be withdrawn after opening of Bids has commenced except after expiration of such period following the Bid Date as is specifically provided in the Notice to Bidders or as otherwise governed by law, plus any extension thereof as provided elsewhere in these Instructions To Bidders. 5.5. Bids will be received up to the time specified in the Notice to Bidders. Bids received after that time will be returned unopened. All Bids will be stamped showing the date and time received. ITB-5 IN20030661.C2.FE.DOC 6. POST-BID REQUIREMENTS Within three (3) business days of notification by OWNER, the apparent lowest responsive Bidder will be required to submit additional Documents and satisfy additional requirements as conditions to such Bidder being found by the OWNER to be a responsible Bidder, as follows: 6.1. Proof of Insurability. The Bidder shall furnish: (1) proof of insurance showing existing coverage in accordance with the terms and amounts stated in the General Conditions, or (2) a letter or statement certifying that, in the event that the Bid is awarded by the OWNER, an insurance company will provide the required coverage to the Bidder submitting the Bid. Such proof of insurance or the letter/statement shall be issued by a financially responsible insurance company authorized to do business in the State of Indiana. 6.2. Surety Letter of Intent. The Bidder shall furnish a written statement or letter from a Surety company licensed to transact such business in the State of Indiana and qualified as a surety under the underwriting limitations on the current list of “Surety Companies Acceptable on Federal Bonds”, as published in U.S. Treasury Department Circular No. 570 which assures the OWNER that, in the event the Bid is accepted and a Contract is awarded by OWNER, said Surety will execute and deliver both a Performance Bond and Payment Bond as required by the Contract Documents. 6.3. Joint Venture Agreement. If the Bidder is a joint venture, partnership or other combination of two or more persons or entities, the Bidder shall submit a copy of the joint venture or other Agreement by which such joint venture, partnership, or other association has been formed, executed by all such participating persons or entities. If the Bid is signed by less than all parties that comprise the Bidder, suitable written evidence of the authority of such signing party to bind all such parties must also be furnished. 6.4. Manufacturers List. The Bidder shall submit a completed Manufacturers list on the form provided in these Bid Documents. 6.5. Subcontractors List. The Bidder shall submit a completed Subcontractors list on the form provided in these Bid Documents to the City Engineer’s office within 24 hours of bid opening. 7. BID EVALUATION AND AWARD 7.1. Award of the Contract will be made to the lowest, most responsive and most responsible Bidder where the Bid is reasonable and does not exceed the funds available for the Project. The OWNER reserves the right to reject all Bids and may waive or allow a Bidder to correct errors, omissions or other irregularities in Bid Documents that are found not to have afforded the Bidder a substantial competitive advantage over other Bidders. 7.2. The OWNER shall have the right to reject any Bid if investigation of the Bidder fails to satisfy the OWNER that such Bidder is properly qualified to carry out the obligations and complete the Work. Any or all Bids will be rejected if there is reason to believe that collusion exists among Bidders. ITB-6 IN20030661.C2.FE.DOC 7.3. For Contract Items and Unit Price, estimated quantities and unit prices will serve as the basis for determining the proposed price of each Bid. Patent math errors in statements of Unit Prices or Totals may be corrected by the OWNER or ENGINEER, in which case the corrected amounts will be used for the purpose of Bid evaluation, comparison and other award considerations. However, neither the OWNER nor the ENGINEER shall be required to discover or correct any error or omission in a Bid and the Bidder shall assume the risk of and be bound to the consequences of any such error or omission. 7.4. The OWNER may, at its sole option, award the Contract to a Bidder on a conditional basis to afford the Bidder additional time and opportunity to submit required Documents or to fulfill other requirements. In such case, the OWNER will furnish to the Bidder a notice of conditional award that will establish (i) the additional conditions to be fulfilled for the award to become effective, and (ii) the time limit within which such conditions shall be satisfied. If the Bidder fails to satisfy the conditions in the manner and within the time specified in such notice, the OWNER may declare such Bidder to be non- responsive and award the Contract, conditionally or unconditionally, to another Bidder. Time limitations governing the OWNER’s award of the Contract shall be extended for such additional period as may be required to effectuate the conditional award procedure set forth in this sub-section, and no Bid may be withdrawn during such period of extension. 8. CONTRACT EXECUTION; SUBMITTALS 8.1. Within three (3) business days after the award notice, the successful Bidder shall sign and deliver at least five (5) counterparts of the Agreement, utilizing the form thereof included in the Project Manual and make delivery thereof to the OWNER, along with other Documents as prescribed by the Contract Documents. After execution and delivery of the Agreement and other required Documents, and acceptance thereof by the OWNER, the Bid Security furnished by each Bidder will be returned to the respective Bidders upon request. 8.2. If the Bidder fails or neglects to execute and deliver the Agreement and other required Documents as prescribed by the preceding sub-section, the Bidder shall be deemed to have repudiated the Contract and thereupon the award shall be null and void; and the Bid Security provided by the Bidder shall be forfeited to and retained by the OWNER as liquidated damages for such failure of the Bidder to execute the Contract, it being understood and agreed that the character and amount of actual damages sustained by the OWNER cannot reliably be ascertained and measured and that the amount of the Bid Security is intended as a reasonable prospective estimate of such actual damages. 8.3. Concurrently with the execution and delivery of the Agreement to the OWNER, or within such other period as the OWNER may prescribe, the successful Bidder (CONTRACTOR) shall submit the following as conditions to the Bidder’s right to proceed with and receive payment for any Work: 8.3.1. A complete list of all Subcontractors to be used on the Work; 8.3.2. A one hundred percent (100%) Performance Bond, a one hundred percent (100%) Payment Bond and a ten percent (10%) Maintenance Bond as prescribed by the ITB-7 IN20030661.C2.FE.DOC General Conditions or other Contract Documents. Such bonds shall be executed utilizing the sample forms included in the Project Manual or alternative forms approved in advance by the OWNER. Indemnification clauses between successful Bidder and the Surety shall not be binding upon the OWNER; 8.3.3. The preliminary schedules required by Paragraph 2.7 of the Standard General Conditions; 8.3.4. A schedule of wages to be paid by the Bidder and his/her Subcontractors to laborers for the Work; and 8.3.5. Other post-Bid submittals required by the Contract Documents. 9. LIQUIDATED DAMAGES 9.1. The Contract Documents provide for the payment of liquidated damages in the event of unexcused failure by the CONTRACTOR to complete the Work within the time required by the Contract Documents. 9.2. The per diem rate(s) of liquidated damages established by the preceding sub-section have been determined and are intended as reasonable prospective estimate(s) of the type and amount of actual damages that the OWNER may sustain in the event of such delay(s). Submission of a Bid shall constitute an unconditional acknowledgment and Agreement by the Bidder that such liquidated damages are fair and reasonable and do not and will not constitute a penalty, and that such liquidated damages may be assessed and recovered by the OWNER as against the successful Bidder and its Surety in lieu of actual damages for delayed completion. END OF INSTRUCTIONS TO BIDDERS ITB-8 IN20030661.C2.FE.DOC BIDDER’S ITEMIZED PROPOSAL AND DECLARATIONS City of Carmel Instructions To Bidders: This form shall be utilized by all Bidders, except as otherwise specifically provided, all Parts shall be fully and accurately filled in and completed and notarized. Project: Keystone Parkway and 126th Street Interchange, City of Carmel Project #07-08D Proposal For Construction of : Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. Date: _______________________________ To: City of Carmel, Indiana, Board of Public Works and Safety BID-1 IN20030661.C2.FE.DOC PART 1 BIDDER INFORMATION (Print) 1.1 Bidder Name: 1.2 Bidder Address: Street Address: City: State: Zip: Phone: Fax: 1.3 Bidder is a/an [mark one] Individual Partnership Indiana Corporation Foreign (Out of State) Corporation; State: Joint Venture Other 1.4 [The following must be answered if the Bidder or any of its partners or joint venture parties is a foreign corporation. Note: To do business in or with the City of Carmel, Indiana, foreign corporations must register with the Secretary of the State of Indiana as required by the Indiana General Corporation Act as stated therein and expressed in the Attorney General’s Opinion #2, dated January 23, 1958.] .1 Corporation Name: .2 Address: .3 Date registered with State of Indiana: .4 Indiana Registered Agent: Name: Address: BID-2 IN20030661.C2.FE.DOC BID-3 IN20030661.C2.FE.DOC PART 2 BID PROPOSAL 2.1 Base Bid The undersigned Bidder proposes to furnish all necessary labor, machinery, tools, apparatus, materials, equipment, service, and other necessary supplies, and to perform and fulfill all obligations incident thereto in strict accordance with and within the time(s) provided by the terms and conditions of the Contract Documents for the above described Work and Project, including any and all addenda thereto, for the Unit Prices applicable to the Contract Items as stated in Part 3 hereof, which Unit Prices, when multiplied by estimated unit quantities for such Contract Items, total Dollars ($_________________). The Bidder acknowledges that evaluation of the lowest Bid shall be based on such price and further acknowledges that the unit quantities listed in Part 3 of this Proposal are estimates solely for the purpose of Bid evaluation and Contract award, and are not to be construed as exact or binding. The Bidder further understands that all Work which may result on the Contract shall be compensated for on a Unit Price basis and that the OWNER and ENGINEER cannot and do not guarantee the amount or quantity of any item of Work to be performed or furnished under the Contract. 1 CONSTRUCTION ENGINEERING LS 1 2 MOBILIZATION AND DEMOBILIZATION LS 1 3 CLEARING RIGHT OF WAY LS 1 4 TRAFFIC SIGNAL EQUIPMENT, REMOVE EACH 1 5 PAVEMENT REMOVAL SYS 14,933 6 GUARDRAIL, REMOVE LFT 492 7 CENTER CURB, CONCRETE, REMOVE SYS 109 8 EXCAVATION, COMMON CYS 92,491 9 EXCAVATION, UNCLASSIFIED CYS 4,800 10 TEMPORARY EROSION AND SEDIMENT CONTROL, CURB INLET PROTECTION EACH 55 11 TEMPORARY CHECK DAM, REVETMENT RIPRAP TON 46 12 TEMPORARY DITCH INLET PROTECTION EACH 12 13 TEMPORARY SEDIMENT TRAP TON 239 14 TEMPORARY SILT FENCE LFT 1,429 15 SUBGRADE TREATMENT, TYPE I SYS 47,395 16 B BORROW CYS 2,830 17 STRUCTURE BACKFILL, TYPE 1 CYS 15,204 18 STRUCTURE BACKFILL, TYPE 3 CYS 6,503 19 COMPACTED AGGREGATE, NO. 53, BASE TON 9,076 20 SUBBASE FOR PCCP CYS 1,522 21 DENSE GRADED SUBBASE CYS 12 22 COMPACTED AGGREGATE NO. 53, TEMPORARY FOR DRIVEWAYS TON 58 23 MILLING, ASPHALT, 1 1/2 IN. SYS 11,678 24 PROFILOGRAPH, HMA LS 1 25 HMA SURFACE, TYPE A TON 136 26 HMA SURFACE, TYPE C TON 770 27 HMA INTERMEDIATE, TYPE A TON 414 28 HMA INTERMEDIATE, TYPE C TON 1,119 29 HMA INTERMEDIATE, OG, TYPE C TON 1,185 30 HMA BASE, TYPE C TON 3,059 31 HMA INTERMEDIATE, OG, TYPE D TON 4,430 32 HMA FOR TEMPORARY PAVEMENT TON 4,756 33 HMA SURFACE, TYPE D TON 3,225 34 HMA INTERMEDIATE, TYPE D TON 3,410 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 35 HMA BASE, TYPE D TON 13,681 36 HMA WEDGE AND LEVEL, TYPE D TON 271 37 ASPHALT FOR TACK COAT TON 38 38 CORING, PCCP LS 1 39 PCCP, 12 IN. SYS 5,831 40 PCCP TRUCK APRON, 7 IN. SYS 535 41 PCCP, 4 IN.SYS 202 42 D-1 CONTRACTION JOINT LFT 3,975 43 PCCP PATCHING, FULL DEPTH SYS 109 44 CONCRETE IMPRINTING SFT 8,496 45 GUARDRAIL TRANSITION TYPE TGB EACH 1 46 IMPACT ATTENUATOR, R2, W1, TL-3 EACH 2 47 IMPACT ATTENUATOR, R2, W2, TL-3 EACH 2 48 IMPACT ATTENUATOR SPARE PARTS PACKAGE, R2, W1, TL-3, STAGE 1 EACH 2 49 IMPACT ATTENUATOR SPARE PARTS PACKAGE, R2, W1, TL-3, STAGE 2 EACH 2 50 IMPACT ATTENUATOR SPARE PARTS PACKAGE, R2, W2, TL-3, STAGE 1 EACH 2 51 IMPACT ATTENUATOR SPARE PARTS PACKAGE, R2, W2, TL-3, STAGE 2 EACH 2 52 GUARDRAIL END TREATMENT, OS EACH 1 53 GUARDRAIL END TREATMENT, OS, SPARE PARTS PACKAGE, STAGE 1 EACH 1 54 GUARDRAIL END TREATMENT, OS, SPARE PARTS PACKAGE, STAGE 2 EACH 1 55 ORNAMENTAL RAILING LFT 3,362 56 BARRIER DELINEATOR EACH 54 57 FENCE, FARM FIELD, 47 IN. LFT 316 58 CURB RAMP, CONCRETE, C SYS 114 59 CURB RAMP, CONCRETE, G SYS 44 60 CURB RAMP, CONCRETE, L SYS 45 61 CONCRETE SIDEWALK, 4 IN. SYS 271 62 INTEGRAL CONCRETE CURB LFT 495 63 CONCRETE CURB, MODIFIED LFT 628 64 CURB AND GUTTER, B LFT 1,022 65 CURB AND GUTTER TYPE II LFT 2710 66 CURB AND GUTTER, B, MODIFIED LFT 5200 67 CURB AND GUTTER TYPE III LFT 611 68 CURB TURNOUT EACH 1 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 69 CONCRETE ROLL CURB LFT 278 70 INTEGRAL CONCRETE CURB, TYPE B LFT 1,889 71 HMA FOR APPROACHES, TYPE A TON 395 72 PCCP FOR APPROACHES, 6 IN. SYS 101 73 GEOTEXTILES SYS 123 74 RIPRAP, CLASS 1 TON 22 75 RIPRAP, REVETMENT TON 46 76 MOBILIZATION AND DEMOBILIZATION FOR SEEDING EACH 2 77 MULCHED SEEDING, T, CONVENTIONAL MIX SYS 6,774 78 EROSION CONTROL BLANKET SYS 107 79 MULCHED SEEDING, U SYS 13,547 80 WATER kGAL 33 81 TOP SOIL CYS 5,176 82 SODDING, NURSERY SYS 8,223 83 IRRIGATION CONDUIT LFT 500 84 CONCRETE BRIDGE RAILING TRANSITION, TPS-2 EACH 1 85 REINFORCED CONCRETE MOMENT SLAB, 12 IN. SYS 2,643 86 MODIFIED PS-2 BRIDGE RAIL, TYPE I LFT 1,227 87 MODIFIED 33 IN. BRIDGE RAIL LFT 2,159 88 ANTI-GRAFFITI PROTECTIVE COATING SFT 60,425 89 SURFACE SEAL SFT 36,540 90 CUT WALL B SFT 10,723 91 CUT WALL C SFT 10,954 92 TEMPORARY RETAINING WALL LS 1 93 PIPE, REINFORCED CONCRETE, CIRCULAR, 36 IN. LFT 83 94 PIPE, TYPE 4, CIRCULAR, 6 IN. LFT 7,313 95 PIPE, UNDERDRAIN OUTLET, 6 IN. LFT 159 96 PIPE, REINFORCED CONCRETE, CIRCULAR, 12 IN. LFT 683 97 PIPE, REINFORCED CONCRETE, CIRCULAR, 15 IN. LFT 1,112 98 PIPE, REINFORCED CONCRETE, CIRCULAR, 18 IN. LFT 1,292 99 PIPE, REINFORCED CONCRETE, CIRCULAR, 24 IN. LFT 1,092 100 PIPE, REINFORCED CONCRETE, CIRCULAR, 42 IN. LFT 120 101 PIPE, REINFORCED CONCRETE, CIRCULAR, 48 IN. LFT 750 102 PIPE, REINFORCED CONCRETE, CIRCULAR, 60 IN. LFT 1,226 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 103 PIPE, REINFORCED CONCRETE, CIRCULAR, 66 IN. LFT 319 104 CONCRETE ANCHOR, 48 IN. EACH 1 105 VIDEO INSPECTION FOR PIPE LFT 6,677 106 OUTLET PROTECTOR, 2 EACH 6 107 VIDEO INSPECTION FOR UNDERDRAINS LFT 3,000 108 AGGREGATE FOR UNDERDRAINS CYS 763 109 GEOTEXTILES FOR UNDERDRAIN SYS 8,572 110 A2000 6 IN. PVC, PERFORATED LFT 3,300 111 CASTING, ADJUST TO GRADE EACH 2 112 CAP INLET EACH 2 113 INLET, E7 EACH 4 114 INLET, J10 EACH 8 115 INLET, M10 EACH 3 116 INLET, R13 EACH 1 117 CATCH BASIN, K10 EACH 13 118 MANHOLE, C4 EACH 15 119 MANHOLE, C7 EACH 1 120 MANHOLE, F4 EACH 1 121 STRUCTURE, MANHOLE, RECONSTRUCT LFT 11 122 MANHOLE, N4 EACH 1 123 MANHOLE, N15 EACH 3 124 MANHOLE, L4 EACH 5 125 MANHOLE, C10 EACH 2 126 MANHOLE, K4 EACH 3 127 MANHOLE, K5 EACH 1 128 MANHOLE, M4 EACH 3 129 MANHOLE, J4 EACH 3 130 CATCH BASIN, C15 EACH 1 131 MANHOLE, M5 EACH 1 132 MANHOLE, M15 EACH 3 133 MANHOLE, J15 EACH 2 134 CATCH BASIN, HA-5 EACH 10 135 MASONRY COATING SFT 36,540 136 CONCRETE STAINING SFT 23,885 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 137 FACE PANELS, CONCRETE SFT 15,991 138 WALL ERECTION SFT 15,991 139 LEVELING PAD, CONCRETE LFT 1,222 140 COARSE AGGREGATE, NO. 8 TON 4,502 141 MODULAR BLOCK WALL WITH GROUND REINFORCEMENT SYS 572 142 MODULAR BLOCK WALL ERECTION SYS 572 143 TEMPORARY PAVEMENT MESSAGE MARKING, LANE INDICATION ARROW EACH 1 144 CONSTRUCTION SIGN, C EACH 2 145 ROAD CLOSURE SIGN ASSEMBLY EACH 6 146 TEMPORARY PAVEMENT MARKING, REMOVABLE, 4 IN. LFT 17,982 147 TEMPORARY PAVEMENT MARKING, REMOVABLE, 8 IN. LFT 6,559 148 DETOUR ROUTE MARKER ASSEMBLY EACH 18 149 CONSTRUCTION SIGN, A EACH 39 150 CONSTRUCTION SIGN, B EACH 5 151 FLASHING ARROW SIGN DAY 510 152 MAINTAINING TRAFFIC LS 1 153 BARRICADE, III-A LFT 228 154 BARRICADE, III-B LFT 96 155 TEMPORARY TRAFFIC BARRIER, TYPE 1 LFT 3,090 156 TEMPORARY TRAFFIC BARRIER, TYPE 1, ANCHORED LFT 296 157 TEMPORARY TRAFFIC BARRIER, TYPE 2, ANCHORED LFT 2,725 158 TEMPORARY CHANGEABLE MESSAGE SIGN EACH 2 159 SIGN POST, SQUARE, 1, REINFORCED ANCHOR BASE LFT 500 160 SIGN, PANEL, WITH LEGEND SFT 160 161 SIGN, SHEET, RELOCATE EACH 3 162 WIDE FLANGE SIGN POST SUPPORT FOUNDATION, VII EACH 8 163 SIGN, SHEET, ENCAPSULATED LENS WITH LEGEND, 0.080 IN. SFT 202 164 SIGN, SHEET, ENCAPSULATED LENS WITH LEGEND, 0.100 IN. SFT 136 165 STRUCTURAL STEEL, BREAKAWAY LBS 1,352 166 DECORATIVE STREET SIGN ASSEMBLY DIRECTIONAL, INSTALLED EACH 4 167 DECORATIVE STREET SIGN ASSEMBLY, INSTALLED EACH 4 168 TRANSPORTATION OF SALVAGEABLE SIGNAL EQUIPMENT LS 1 169 WIRE, NO. 4 COPPER, IN PLASTIC DUCT, IN PLASTIC CONDUIT, 4 1/C LFT 167 170 CONDUIT, PVC, 2 IN. LFT 167 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 171 CONDUIT, STEEL, GALVANIZED, 2 IN. LFT 965 172 WIRE, NO. 4 COPPER, IN PLASTIC DUCT, IN CONDUIT, 4 1/C LFT 965 173 HANDHOLE, LIGHTING EACH 9 174 LIGHT STANDARD FOUNDATION, 3 FT. DIA. X 8 FT. EACH 30 175 JUNCTION BOX EACH 2 176 WIRE, NO.4, COPPER, IN PLASTIC DUCT, IN TRENCH, 4 1/C LFT 6,535 177 UNDERPASS CIRCUIT INSTALLATION, 1 LUMINAIRE EACH 2 178 SERVICE POINT, II EACH 2 179 TRANSITION FITTINGS, GALVANIZED STEEL CONDUIT TO PLASTIC EACH 4 180 CONNECTOR KIT, UNFUSED EACH 34 181 CONNECTOR KIT, FUSED EACH 34 182 MULTIPLE COMPRESSION FITTING, NON-WATERPROOFED EACH 81 183 MULTIPLE COMPRESSION FITTING, WATERPROOFED EACH 20 184 INSULATION LINK, NONWATERPROOFED EACH 68 185 INSULATION LINK, WATERPROOFED EACH 36 186 CABLE DUCT MARKER EACH 14 187 POLE CIRCUIT CABLE, 1 C NO. 10 STRANDED COPPER LFT 2,160 188 CABLE INTERDUCT LFT 1,355 189 HANDHOLE EACH 5 190 LUMINAIRE, ROADWAY, METAL HALIDE, 250 WATT, PORT HURON EACH 21 191 LUMINAIRE, ROADWAY, METAL HALIDE, 250 WATT, MONGOOSE EACH 13 192 LUMINAIRE, UNDERPASS, WALL MOUNTED, METAL HALIDE, 150 WATT EACH 2 193 LIGHT FOUNDATION, BRIDGE MOUNT, WITH GROUNDING EACH 4 194 LIGHT POLE, 30 FT. E.M.H. DUAL 1.5 FT. MAST ARM, BREAKAWAY BASE EACH 13 195 LIGHT POLE, 30 FT. E.M.H., 8 FT. MAST ARM, TRANSFORMER BASE, DECORATIVE POLE, MAST ARM, AND BASE EACH 17 196 LIGHT POLE, 15 FT. E.M.H., 4 FT. MAST ARM, TRANSFORMER BASE, DECORATIVE POLE, MAST ARM, AND BASE EACH 4 197 LINE, THERMOPLASTIC, DOTTED, YELLOW, 4 IN., 2 FT. LINE, LFT 52 198 PAVEMENT MESSAGE MARKINGS, REMOVE EACH 11 199 TRANSVERSE MARKINGS, THERMOPLASTIC, CROSSWALK, WHITE, 24 IN. LFT 380 200 LINE, EPOXY, SOLID, WHITE, 4 IN. LFT 2,516 201 LINE, EPOXY, SOLID, YELLOW, 4 IN. LFT 2,650 202 TRANSVERSE MARKING, REMOVE LFT 53 203 LINE, THERMOPLASTIC, BROKEN, WHITE, 4 IN. LFT 2,586 204 LINE, THERMOPLASTIC, SOLID, WHITE, 4 IN. LFT 8,546 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 205 LINE, THERMOPLASTIC, SOLID, WHITE, 8 IN. LFT 2,586 206 LINE, THERMOPLASTIC, SOLID, WHITE, 24 IN. LFT 239 207 LINE, PAINT, BROKEN, WHITE, 4 IN. LFT 1,586 208 LINE, PAINT, SOLID, WHITE, 4 IN. LFT 7,764 209 LINE, PAINT, SOLID, YELLOW, 4 IN. LFT 7,118 210 LINE, REMOVE LFT 1,875 211 TRANSVERSE MARKINGS, EPOXY, SOLID, YELLOW, CROSSHATCH LFT 60 212 LINE, EPOXY, SOLID, WHITE, 6 IN. LFT 309 213 PAVEMENT MESSAGE MARKINGS, EPOXY, LANE INDICATIONS ARROWS EACH 2 214 PAVEMENT MESSAGE MARKINGS, EPOXY, FISHHOOK LANE INDICATION ARROWS EACH 6 215 LINE, THERMOPLASTIC, SOLID, WHITE, 6 IN. LFT 798 216 LINE, THERMOPLASTIC, SOLID, YELLOW, 4 IN. LFT 9,791 217 TRANSVERSE MARKINGS, THERMOPLASTIC, SOLID YELLOW, CROSSHATCH LFT 97 218 TRANSVERSE MARKINGS, THERMOPLASTIC, STOP LINE, 24 IN. LFT 28 219 TRANSVERSE MARKINGS, THERMOPLASTIC, "SHARKS TEETH" LFT 100 220 PAVEMENT MESSAGE MARKINGS, THERMOPLASTIC, LANE INDICATION ARROW EACH 4 221 PAVEMENT MESSAGE MARKINGS, THERMOPLASTIC, WORD (ONLY) EACH 4 222 PAVEMENT MESSAGE MARKINGS, THERMOPLASTIC, FISHHOOK LANE INDICATION ARROWS EACH 4 223 SNOWPLOWABLE RAISED PAVEMENT MARKER EACH 240 224 LINE, THERMOPLASTIC, SOLID, YELLOW, 8 IN. LFT 575 225 LINE, THERMOPLASTIC, BROKEN, WHITE, 12 IN., 3 FT. STRIPE - 3 FT. GAP LFT 126 226 LINE, THERMOPLASTIC, BROKEN, WHITE, 6 IN., 3 FT. STRIPE - 3 FT. GAP LFT 63 227 LINE, EPOXY, SOLID, YELLOW, 8 IN. LFT 638 228 LINE, THERMOPLASTIC, DOTTED, WHITE, 4 IN., 2 FT. LINE, 4 FT. LFT 58 229 RETAINING WALL MOCK UP LS 1 230 BRIDGE RAIL MOCK UP LS 1 231 FLAT-WORK MOCK UP LS 1 232 FORMLINER, WALL PANELS SFT 37,666 233 FORMLINER, MODIFIED PS-2 RAILING FOR ROADWAYS, FRONT FACE LFT 2,159 234 FORMLINER, 33 IN. BRIDGE RAIL FOR RAMPS, REAR FACE LFT 1,227 235 CONTROLLER, RESET TIMING EACH 2 236 SIGN, SHEET, ENCAPSULATED LENS WITH LEGEND, 0.080 IN. SFT 35 237 CONTROLLER, REWIRE EACH 2 238 TRAFFIC SIGNAL HEAD, 3-SECTION, LED (G, Y, R,) EACH 2 UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 239 TRAFFIC SIGNAL HEAD, 3 FACE, 12 IN. RED, AMBER ARROW, GREEN ARROW EACH 5 240 TRAFFIC SIGNAL HEAD, 5-SECTION, LED (G, Y, R, GA, YA) EACH 1 241 1c/14 ROADWAY LOOP WIRE LFT 484 242 SIGNAL CABLE 5c/14 GA LFT 303 243 SIGNAL CABLE 7c/14 GA LFT 40 244 SIGNAL CABLE 2c/16 GA, SHIELDED LFT 478 245 DETECTOR HOUSING EACH 1 246 SAWCUT FOR ROADWAY LOOP & SEALANT LFT 158 247 LOAD SWITCH EACH 1 248 CONSTRUCTION ENGINEERING LS 1 249 MOBILIZATION AND DEMOBILIZATION LS 1 250 EXCAVATION, DRY CYS 85 251 B BORROW CYS 29 252 AGGREGATE FOR END BENT BACKFILL CYS 116 253 DENSE GRADED SUBBASE CYS 45 254 CONCRETE IMPRINTING SFT 7,452 255 ORNAMENTAL RAILING LFT 207 256 CURB, INTEGRAL, CONCRETE LFT 171 257 REINFORCED CONCRETE BRIDGE APPROACH SYS 270 258 GEOTEXTILES SYS 318 259 DYNAMIC PILE LOAD TEST EACH 2 260 TEST PILE, RESTRIKE EACH 2 261 TEST PILE EACH 2 262 PILE TIP, STEEL H EACH 60 263 PILE TIP, STEEL H, HP 12 X 74 LFT 4,680 264 CONCRETE, A, SUBSTRUCTURE CYS 190 265 CONCRETE, B, FOOTINGS CYS 89 266 REINFORCING BARS LBS 55,734 267 REINFORCING BARS, EPOXY COATED LBS 182,386 268 CONCRETE, C, SUPERSTRUCTURE CYS 849 269 CONCRETE, C, RAILING CYS 39 270 STRUCTURAL MEMBERS, CONCRETE I-BEAM, II, 36 IN. X 12 IN. LFT 1,642 271 SURFACE SEAL SFT 15,160 BRIDGE ITEMS UNIT PRICE TOTAL City of Carmel PART 3 CONTRACT ITEMS AND UNIT PRICES Project No. 07-08D Keystone Parkway and 126th Street Interchange ITEM NO.DESCRIPTION UNIT QUANTITY 272 ANCHOR PLATE, AP 1 EACH 64 273 PIPE, END BENT DRAIN, 6 IN. LFT 424 274 MASONRY COATING LS 5,390 275 CONDUIT, PVC, 2 IN. LFT 215 276 CONCRETE STAINING SFT 277 277 STREET NAME SIGN, BRIDGE MOUNTED, DECORATIVE EACH 2 278 FORMLINE, SPECIALTY, CITY SEAL EACH 2 279 FORMILINER, BRIDGE RAIL, REAR FACE LFT 207 280 FORMILINER, BRIDGE RAIL, FRONT FACE LFT 207 TOTAL: 281 PRICE ADJUSTMENT FOR ARCHITECTURAL SURFACE COATINGS SFT 23,855 SUBMITTED BY: SIGNATURE TITLE: ADDRESS: PART 4 CONTRACT DOCUMENTS AND ADDENDA 4.1 The Bidder agrees to be bound by the terms and provisions of all Contract Documents as defined in the Standard General Conditions and incorporates such Contract Documents herein by reference. 4.2 The Bidder acknowledges receipt of the following addenda: ADDENDUM NUMBER DATE BID-5 IN20030661.C2.FE.DOC PART 5 EXCEPTIONS Instructions To Bidders: 5.1 The Bidder shall fully state each exception taken to the Specifications or other Contract Documents in Section 5.3 of this Part. 5.2 Bidder is cautioned that any exception taken by Bidder and deemed by OWNER to be a material qualification or variance from the terms of the Contract Documents may result in this Bid being rejected as non-responsive. 5.3 Exceptions: BID-6 IN20030661.C2.FE.DOC PART 6 FINANCIAL STATEMENT 6.1 Attachment of Bidder’s financial statement is mandatory. Any Bid submitted without said financial statement as required by statute shall thereby be rendered invalid. The financial statement provided hereunder to OWNER must be specific enough in detail so that OWNER can make a proper determination of the Bidder’s capability for completing the Work/Project if awarded. Information on Bidder’s company and financial statement shall be consistent with the information requested on the State Board of Accounts Forms No. 96a and No. 102, entitled “Standard Questionnaires and Financial Statement for Bidders”. BID-7 IN20030661.C2.FE.DOC PART 7 ADDITIONAL DECLARATIONS 7.1 Bidder certifies for itself and all its subcontractors compliance with all existing laws of the United States and the State of Indiana prohibiting the discrimination against any employee or applicant for employment or subcontract work in the performance of the Work contemplated by the Agreement with respect to hire, tenure, terms, conditions, or privileges of employment or any matter directly or indirectly related to employment or subcontracting because of race, religion, color, sex, handicap, national origin, ancestry, age, disabled veteran status, or Vietnam era veteran status. The City of Carmel reserves the right to collect a penalty as provided in IC 5-16-6-1 for any person discriminated against. 7.2 The Bidder certifies that he/she has thoroughly examined the site of the Project/Work and informed himself/herself fully regarding all conditions under which he/she will be obligated to operate and that in any way affect the Work, and knows, understands and accepts the existing conditions. The Bidder further certifies that he/she has thoroughly reviewed the Contract Documents, including all Addenda, and has had the opportunity to ask questions and obtain interpretations or clarifications concerning Contract Documents. BID-8 IN20030661.C2.FE.DOC PART 8 NON-COLLUSION AFFIDAVIT The individual person(s) executing this Bid Proposal, being first duly sworn, depose(s) and state(s) that the Bidder has not directly or indirectly entered into a combination, collusion, undertaking or agreement with any other Bidder or person (i) relative to the price(s) proposed herein or to be bid by another person, or (ii) to prevent any person from bidding, or (iii) to induce a person to refrain from Bidding; and furthermore, this Bid Proposal is made and submitted without reference to any other bids and without agreement, understanding or combination, either directly or indirectly, with any persons with reference to such bidding in any way or manner whatsoever. PART 9 SIGNATURES [Signature by or on behalf of the Bidder in the spaces provided below shall constitute execution of each and every Part of this Itemized Proposal and Declarations Document. SIGNATURE MUST BE PROPERLY NOTARIZED.] Bidders Name: Written Signature: Printed Name: Title: Important - Notary Signature and Seal Required in the Space Below STATE OF _____________________ SS: COUNTY OF ____________________ Subscribed and sworn to before me this ______ day of _____________________, 20 ___. My commission expires: _________ (Signed)____________________________ Printed:_____________________________ Residing in ___________________ County, State of______________________ BID-9 IN20030661.C2.FE.DOC POST BID SUBMITTAL SEE ITB SECTION 6.4 MANUFACTURERS LIST Instructions To Bidders: The Bidder shall enter, in the spaces provided below, the name of the manufacturer of equipment that the Bidder proposes to furnish for each item of equipment listed in the Manufacturers List which follows. The Bidder shall enter the name of only one manufacturer for each listed equipment item. Failure to enter a manufacturer’s name for each listed equipment item may render the Bid non-responsive if it is determined that such omission is material by affording the Bidder a substantial advantage over other Bidders. Upon award of a contract, each listed equipment item shall be furnished by the named manufacturer, unless changes are specifically authorized. Equipment substitutions will be permitted only with the OWNER’s prior consent. Preliminary acceptance of equipment listed by the manufacturer’s name shall not in any way constitute a waiver of the Drawing and Specification requirements covering such equipment. Acceptance will be based on full conformity with the Drawings and Specifications covering the equipment. Equipment Item (Contract Items) Manufacturer ______________________________________________________________________________ POSTBID-1 IN20030661.C2.FE.DOC POST BID SUBMITTAL SEE SECTIONS ITB 6.5 SUBCONTRACTORS LIST Instructions To Bidders: The Bidder shall enter the names and the type of work to be done in the Subcontractors List which follows for each Subcontractor that the Bidder proposes to use for the Work who will be providing work for an agreed price of five percent (5%) or greater of the amount Bid as stated above in Part 2. Only one Subcontractor shall be listed for each work item. Upon award of a contract, the named Subcontractors shall be employed to perform the work, unless changes are specifically authorized by the OWNER. Failure to furnish all information requested may render the Bid non-responsive if it is determined that such omission is material by affording the Bidder a substantial advantage over other Bidders. Except as otherwise specifically stated by the Bidder in this Part, omission of any names of Subcontractors herein shall constitute an affirmative representation and statement that the Bidder proposes to use his own work forces for most of the Work such that he will have no Subcontractors providing work in the amount of five percent (5%) or greater of the amount Bid. Subcontractor Name Work Price (use additional sheets if necessary) POSTBID-2 IN20030661.C2.FE.DOC BID BOND City of Carmel Instructions To Bidders Bidders may use this form or other form containing the same material conditions and provisions as approved in advance by OWNER/Obligee. Bidder/Surety must attach a signed, certified and effective dated copy of the Power of Attorney or Attorney-In-Fact establishing the authority of the person(s) signing this Bid Bond on behalf of the Surety. Surety company executing this bond shall appear on the most current list of “Surety Companies Acceptable on Federal Bonds,” as specified in the U.S. Treasury Department Circular 570, as amended, and be authorized to transact business in the State of Indiana. KNOW ALL MEN BY THESE PRESENTS, that the undersigned “Bidder”: and “Surety”: [Name] [Address] , a corporation chartered and existing under the laws of the State of ______________________________, and authorized to do business in the State of Indiana, are held and firmly bound unto the City of Carmel, Indiana (“Obligee”) in the full and just sum equal to ten percent (10%) of the price stated in the Bid Proposal described in Part 2, including accepted alternates, if any, to be paid upon demand of the Obligee, together with interest at the maximum legal rate from date of demand and any attorney fees and court costs incurred by Obligee to enforce this instrument, to which payment well and truly to be made we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally and firmly by these presents. Ten percent (10%) of the price stated in the Bid Proposal is $_________________. WHEREAS, the Obligee has solicited Bids for certain Work for or in furtherance of construction of public improvements described generally as Keystone Parkway and 126th Street Interchange Carmel Project No. 07-08D Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. pursuant to plans, specifications and other “Contract Documents” included as parts of and designated by such solicitation; and BB-1 IN20030661.C2.FE.DOC WHEREAS, the Bidder has submitted to the Obligee a Bid Proposal to perform such Work. NOW THEREFORE: The conditions of this obligation are such that if the Bid Proposal be accepted, with or without conditions, the Bidder shall within such time thereafter as prescribed by the Contract Documents (i) fulfill all conditions of such award that remain to be fulfilled, (ii) execute a Contract in accordance with the Bid Proposal and in the form and manner required by the Contract Documents, and (iii) thereafter provide all bonds, and other Documentation required by the Contract Documents to be delivered to Obligee prior to commencing Work, including without limitation a sufficient and satisfactory Performance Bond and Payment Bond payable to Obligee, each in an amount of one hundred percent (100%) of the total Contract price as awarded and in form and with surety satisfactory to said Obligee, then this obligation to be void; otherwise to be and remain in full force and virtue in law, and the Surety shall, upon failure of the Bidder to comply with any or all of the foregoing requirements within the time specified above and as prescribed by the Contract Documents, immediately pay to the Obligee, upon demand, the amount hereof, in good and lawful money of the United States of America, not as a penalty, but as liquidated damages. IN TESTIMONY THEREOF, the Bidder and Surety have caused this instrument to be duly signed and sealed this day of , 20 . This Bid Bond shall bind the undersigned Surety whether or not also signed by the Bidder. “Bidder” “Surety” By: By: Printed: Printed: Countersigned: BB-2 IN20030661.C2.FE.DOC MAINTENANCE BOND City of Carmel Instructions: Successful Bidder must use this form or other form containing the same material conditions and provisions as approved in advance by OWNER. Date of Bond must not be prior to date of Contract. If CONTRACTOR is a Partnership, all partners should execute bond. Surety company executing this bond shall appear on the most current list of “Surety Companies Acceptable on Federal Bonds,” as specified in the U.S. Treasury Department Circular 570, as amended, and be authorized to transact business in the State of Indiana. KNOW ALL MEN BY THESE PRESENTS: that “CONTRACTOR”: ____________________________________________________________________ and “Surety”: [Name] [Address] a corporation chartered and existing under the laws of the State of ______________________________, and authorized to do business in the State of Indiana, are held and firmly bound unto the City of Carmel, Indiana hereinafter called OWNER, in the penal sum of ____________________________________ Dollars, ($______________) in lawful money of the United States, for the payment of which sum well and truly to be made, together with interest at the maximum legal rate from date of demand and any attorney fees and court costs incurred by Obligee to enforce this instrument, we bind ourselves, successors, and assigns, jointly and severally, firmly by these presents. WHEREAS, the CONTRACTOR has entered into a certain Agreement with the OWNER, dated as of the ______ day of _____________________, 20 ____, by which CONTRACTOR has agreed to perform and furnish certain Work for or in furtherance of construction of public improvements described generally as Keystone Parkway and 126th Street Interchange Carmel Project No. 07-08D Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. which Agreement, and the “Contract Documents” as referred to therein, are hereby incorporated herein by reference; MB-1 IN20030661.C2.FE.DOC WHEREAS, CONTRACTOR has installed and completed and met all improvements, installations and requirements applicable to the above described Work, but said improvements and installations have not yet been accepted for public maintenance; and WHEREAS, the OWNER requires a guarantee from the CONTRACTOR against defective materials and workmanship in connection with such maintenance. NOW, THEREFORE, CONTRACTOR warrants the workmanship and all materials used in the construction, installation and completion of said Work, including all improvements and installations thereof, to be of good quality and constructed and completed in a workmanlike manner in accordance with the Agreement and Contract Documents and all local, state and federal laws, ordinances, rules, standards and regulations applicable to said Work; FURTHERMORE, the conditions of the Surety’s obligation hereunder are such that if CONTRACTOR at his own expense, for a period of three (3) years after said Work, improvements and installations are accepted for public maintenance by the OWNER, shall make all repairs or replacements thereto which may become necessary by reason of improper or defective workmanship or materials, or any failure thereof to conform to the provisions of the Agreement or Contract Documents, then Surety’s obligation is to be null and void; otherwise such obligation shall remain in full force and effect. Any repairs or replacements made under this bond shall in like manner be subject to the terms and conditions hereof. CONTRACTOR and Surety covenant that all action required by law to be taken by them to authorize the execution and delivery of this bond have been previously taken, that the officers whose signatures appear below have been fully empowered to execute and deliver this instrument and that once executed and delivered, it shall represent the lawful and binding obligation of the parties. IN WITNESS WHEREOF, this instrument is executed in ______ (number) counterparts, each one of which shall be deemed an original, this the _____ day of ________________, 20_____. CONTRACTOR: [name] By: [signature] [printed name] ATTEST: , [signature] Secretary SURETY: [name] , [signature] Attorney-in-fact , [printed name] [address] MB-2 IN20030661.C2.FE.DOC PAYMENT BOND City of Carmel Instructions: Successful Bidder must use this form or other form containing the same material conditions and provisions as approved in advance by OWNER. Date of Bond must not be prior to date of Contract. If CONTRACTOR is a Partnership, all partners should execute bond. Surety company executing this bond shall appear on the most current list of “Surety Companies Acceptable on Federal Bonds,” as specified in the U.S. Treasury Department Circular 570, as amended, and be authorized to transact business in the State of Indiana. KNOW ALL MEN BY THESE PRESENTS: that “CONTRACTOR”: ____________________________________________________________________ and “Surety”: [Name] [Address] a corporation chartered and existing under the laws of the State of ______________________________, and authorized to do business in the State of Indiana, are held and firmly bound unto the City of Carmel, Indiana hereinafter called OWNER, in the penal sum of ____________________________________ Dollars, ($______________) in lawful money of the United States, for the payment of which sum well and truly to be made, plus interest at the maximum legal rate from date of demand and any attorney fees and court costs incurred by Obligee to enforce this instrument, we bind ourselves, successors, and assigns, jointly and severally, firmly by these presents. WHEREAS, the CONTRACTOR has entered into a certain Agreement with the OWNER, dated as of the ______ day of _____________________, 20 ____, by which CONTRACTOR has agreed to perform and furnish certain Work for or in furtherance of construction of public improvements described generally as Keystone Parkway and 126th Street Interchange Carmel Project No. 07-08D Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. which Agreement, and the “Contract Documents” as referred to therein, are hereby incorporated herein by reference; PMB-1 IN20030661.C2.FE.DOC NOW, THEREFORE, the conditions of this obligation are such that if the CONTRACTOR shall promptly make payments of all amounts due to all Claimants, then this obligation shall be void; otherwise to remain in full force and effect. “Claimant” shall mean any Subcontractor, material supplier or other person, firm, or corporation furnishing materials or equipment for or performing labor or services in the prosecution of the Work provided for in such Agreement, including lubricants, oil, gasoline, coal and coke, repairs on machinery, and tools, whether consumed or used in connection with the construction of such work, and all insurance premiums on said work, and for all labor, performed in such work. PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees: 1. that no defect or irregularity in the contract or in the proceedings preliminary to the letting of the Agreement will operate to release or discharge Surety; 2. that no change, omission, extension of time, alteration or addition to the terms of the Agreement, Contract Documents or to any Work to be furnished thereunder, and no delay by the OWNER in enforcement of the Agreement or this bond shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Agreement, Contract Documents or to the Work; 3. that no final settlement between the OWNER and the CONTRACTOR shall abridge any right of the OWNER hereunder as to any claim that may remain unsatisfied; and 4. that this Payment Bond and Surety shall not be released until one (1) year after the OWNER’s final settlement with the CONTRACTOR. IN WITNESS WHEREOF, this instrument is executed in ______ (number) counterparts, each one of which shall be deemed an original, this the _____ day of ________________, 20_____. CONTRACTOR: [name] By: [signature] [printed name] ATTEST: , [signature] Secretary SURETY: [name] , [signature] Attorney-in-fact , [printed name] [address] PMB-2 IN20030661.C2.FE.DOC PERFORMANCE BOND City of Carmel Instructions: Successful Bidder must use this form or other form containing the same material conditions and provisions as approved in advance by OWNER. Date of Bond must not be prior to date of Contract. If CONTRACTOR is a Partnership, all partners should execute bond. Surety company executing this bond shall appear on the most current list of “Surety Companies Acceptable on Federal Bonds,” as specified in the U.S. Treasury Department Circular 570, as amended, and be authorized to transact business in the State of Indiana. KNOW ALL MEN BY THESE PRESENTS: that “CONTRACTOR”: ____________________________________________________________________ and “Surety”: [Name] [Address] a corporation chartered and existing under the laws of the State of ______________________________, and authorized to do business in the State of Indiana, are held and firmly bound unto the City of Carmel, Indiana hereinafter called OWNER, in the penal sum of ____________________________________ Dollars, ($______________) in lawful money of the United States, for the payment of which sum well and truly to be made, together with interest at the maximum legal rate from date of demand and any attorney fees and court costs incurred by Obligee to enforce this instrument, we bind ourselves, successors, and assigns, jointly and severally, firmly by these presents. WHEREAS, the CONTRACTOR has entered into a certain Agreement with the OWNER, dated as of the ______ day of _____________________, 20 ____, by which CONTRACTOR has agreed to perform and furnish certain Work for or in furtherance of construction of public improvements described generally as Keystone Parkway and 126th Street Interchange Carmel Project No. 07-08D Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. which Agreement, and the “Contract Documents” as referred to therein, are hereby incorporated herein by reference; PFB-1 IN20030661.C2.FE.DOC NOW, THEREFORE, the conditions of this obligation are such that if the CONTRACTOR shall well, truly and faithfully perform his duties, all the undertakings, covenants, terms and conditions of said Agreement whether during the original term thereof, and any extensions thereof which may be granted by the OWNER, with or without notice to the Surety and during any period of guaranty or warranty provided therein or arising thereunder, and if CONTRACTOR shall satisfy all claims and demands incurred under such Contract, and shall fully indemnify and save harmless the OWNER from all costs and damages which he may suffer by reason of failure to do so, and shall reimburse and repay the OWNER all outlay and expense which the OWNER may incur in making good any default, then this obligation shall be void; otherwise to remain in full force and effect. PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees: 1. that no defect or irregularity in the Contract or in the proceedings preliminary to the letting of the Contract will operate to release or discharge Surety; 2. that no change, omission, extension of time, alteration or addition to the terms of the Agreement, Contract Documents or to any Work to be furnished thereunder, and no delay by the OWNER in enforcement of the Agreement or this bond shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Agreement, Contract Documents or to the Work; 3. that no final settlement between the OWNER and the CONTRACTOR shall abridge any right of the OWNER hereunder as to any claim that may remain unsatisfied; and that this Performance Bond and Surety shall not be released until one (1) year after the OWNER’s final settlement with the CONTRACTOR. IN WITNESS WHEREOF, this instrument is executed in ______ (number) counterparts, each one of which shall be deemed an original, this the _____ day of ________________, 20_____. CONTRACTOR: [name] By: [signature] [printed name] ATTEST: , [signature] Secretary SURETY: [name] , [signature] Attorney-in-fact , [printed name] [address] PFB-2 IN20030661.C2.FE.DOC AGREEMENT City of Carmel, Indiana THIS AGREEMENT is made and entered into by and between the City of Carmel, Indiana, acting by and through its Board of Public Works and Safety (“OWNER”) and (“CONTRACTOR”), concerning the project (“Keystone Parkway and 126th Street Interchange City of Carmel Project #07-08D”) described more particularly in Appendix A which is attached hereto and incorporated herein by reference. RECITALS: A. The OWNER has heretofore caused to be prepared certain plans, specifications and other documents (collectively, the “Contract Documents”) as hereinafter listed pertaining to the Project, and the CONTRACTOR has filed a bid proposal (“Proposal”) to furnish labor, tools, material, equipment and/or services, and to perform the work (“Work”) called for in the Contract Documents pertaining to the Project, upon the terms and for the price(s) therein fully stated and set forth; and B. The said Contract Documents accurately and fully describe the terms and conditions upon which the CONTRACTOR is willing to furnish the labor, tools, material, equipment, services, and perform the Work called for by the Contract Documents and in the manner and time and for the price(s) set forth therein. THE OWNER AND CONTRACTOR AGREE AS FOLLOWS: 1.0 Contract Documents 1.1 This Agreement consists of the following Contract Documents all of which are as fully a part of this Agreement as if set out verbatim herein or attached hereto and the same do in all particulars become the Agreement between the parties hereto in all matters and things set forth herein and described: a. This Agreement, including any attachments hereto; b. All Addenda issued prior to receipt of bid proposals, whether or not receipt thereof has been acknowledged by CONTRACTOR in its Proposal; c. The Specifications; d. The Additional Requirements; e. Notice to Bidders; f. Instructions to Bidders; g. Plans and Drawings; h. Performance, Payment and Maintenance Bonds; i. CONTRACTOR’S Itemized Proposal and Declarations; and j. All other documents defined as Contract Documents in any of the above listed documents. A-1 IN20030661.C2.FE.DOC 1.2 In resolving conflicts, errors, discrepancies and disputes concerning the nature, character, scope and/or extent of Work to be performed or furnished by the CONTRACTOR hereunder, or other rights and obligations of the OWNER and/or CONTRACTOR, the provision of a Contract Document expressing the greater quantity, quality or scope of the Work, or imposing a greater obligation upon the CONTRACTOR, or affording a greater right or remedy to OWNER, shall govern, without regard to the party who drafted such provision; otherwise, the Documents shall be given precedence in the order as listed in paragraph 1.1 herein above. 2.0 Contract Price 2.1 The CONTRACTOR shall, in strict conformity with the Contract Documents, furnish all necessary labor, tools, materials, equipment, services, assume and fulfill all obligations, and perform all Work required to construct, complete, and make ready for use by the OWNER at the Unit Prices as quoted in the Proposal for a total contract price not to exceed $ Base Bid, subject to any additions or deletions based on actual approved quantities of the respective unit price items, which price the CONTRACTOR agrees to accept as full payment for all such Work actually performed and accepted as described in the “Contract Items and Unit Prices specification” and other Contract Documents (the “Contract Price”). The CONTRACTOR agrees that each unit price shall be deemed full and complete compensation for all direct and indirect costs for the each respective item of Work, including, without limitation, all materials, labor, supervision, equipment, transportation, warranties, repairs, replacement, overhead, and profit for the item, complete and in place. 2.2 The above stated Contract Price will be paid to the CONTRACTOR in the manner and at such times as set forth in the Contract Documents. 3.0 Contract Time 3.1 It is hereby understood and mutually agreed, by and between the CONTRACTOR and OWNER, that the date of commencement and the time for completion of the Work as specified in the Contract Documents are essential conditions of this Agreement. 3.2 The CONTRACTOR agrees that the Work shall be commenced no later than the date indicated in the Notice to Proceed to be provided by OWNER to CONTRACTOR and that the Work shall be performed regularly, diligently and without interruption at such a rate of progress as will insure “Substantial Completion” of the Project, including completion of performance testing and such remedial work as may be required by the OWNER, by the dates specified in the Contract Documents. 3.3 The CONTRACTOR and OWNER acknowledge and agree that the time allotted by this Agreement for the performance and completion of the Work is reasonable and takes into account any and all risks and adverse conditions which may befall the CONTRACTOR hereunder. 4. Effective Date This Agreement shall be deemed effective as of the date and year on which the last of the parties hereto, or their representative, executes same. A-2 IN20030661.C2.FE.DOC 5. Miscellaneous Provisions 5.1 OWNER’s Property Any and all documentation (other than original tracings and original calculations) generated by CONTRACTOR pursuant to this Agreement shall be considered OWNER’s exclusive property and shall be disclosed only to OWNER and to no other person without OWNER’s prior express written consent. CONTRACTOR shall keep confidential all working and deliberative material pursuant to IC 5-14-3-4. 5.2 Termination Except as expressly stated to the contrary herein, this Agreement may be suspended and/or terminated upon such terms as are set forth in Article 14 of the City of Carmel, Standard General Conditions for Construction Contracts 2003 (the “General Conditions”), as incorporated herein by this reference. In the event any amount allegedly due hereunder is disputed and such dispute is not resolved to OWNER’s satisfaction within ten (10) business days after notice of such dispute is given to CONTRACTOR, OWNER shall pay such amount as is in dispute, under protest, into the City Court of Carmel, which Court shall hold such money until notified of a resolution signed by both parties hereto or until a final judgment is entered thereon. 5.3 Binding Effect OWNER and CONTRACTOR and their respective officers, officials, partners, successors, executors, administrators, assigns, and legal representatives are bound by this Agreement to the other party hereto and to the officers, officials, partners, successors, executors, administrators, assigns and legal representatives of such other party in all respects as to all covenants, agreements and obligations contained and/or incorporated herein. 5.4 No Third Party Beneficiaries Nothing contained herein shall be construed to give any rights or benefits hereunder to anyone other than OWNER or CONTRACTOR. 5.5 Relationship The relationship of the parties hereto shall be as provided for in this Agreement, and CONTRACTOR, as well as its agents, employees, contractors, subcontractors, outside sources and other persons shall in no fashion be deemed to be an employee of OWNER. Furthermore, CONTRACTOR shall be solely responsible for payment to or for its agents, employees, contractors, subcontractors, outside sources and other persons all statutory, contractual and other compensation, benefits and obligations due thereto, and OWNER shall not be responsible for same. Rather, the Contract Price to be paid hereunder by OWNER to CONTRACTOR shall, subject to the terms and conditions hereof, be the full and maximum compensation and monies required of OWNER to be paid to CONTRACTOR pursuant to this Agreement. A-3 IN20030661.C2.FE.DOC 5.6 Insurance CONTRACTOR shall maintain such bonds and insurance as are set forth in Article 5 of the General Conditions. 5.7 Indemnification CONTRACTOR shall indemnify and hold harmless OWNER, its officers, officials, employees, agents and legal representatives, from all losses, liabilities, claims, judgments and liens, including, but not limited to, all costs, expenses and attorney fees, arising out of any intentional or negligent act or omission of CONTRACTOR and/or any of its agents, employees, contractors, subcontractors, outside sources and/or other persons in the performance of this Agreement. The failure to do so shall constitute a material breach of this Agreement. This indemnification obligation shall survive the termination of this Agreement. 5.8 Setoff In addition to any right of setoff provided by law, all amounts due CONTRACTOR shall be considered net of indebtedness of CONTRACTOR to OWNER, and OWNER may deduct any amounts due or to be come due from CONTRACTOR to OWNER from any sums due or to become due from OWNER to CONTRACTOR hereunder. 5.9 Government Compliance CONTRACTOR agrees to comply with all present and future federal, state and local laws, executive orders, rules, regulations, codes and ordinances which may be applicable to CONTRACTOR’s performance of its obligations under this Agreement, and all relevant provisions thereof are incorporated herein by this reference. CONTRACTOR agrees to indemnify and hold harmless OWNER from any loss, damage or liability resulting from any violation of such laws, orders, rules, regulations, codes and/or ordinances. This indemnification obligation shall survive the termination of this Agreement. 5.10 Severability. If any provision of this Agreement is held to be invalid, illegal, or unenforceable by a court of competent jurisdiction, that provision shall be stricken and all other provisions of this Agreement that can operate independently of such stricken provision shall continue in full force and effect. 5.11 Notice. Any notice, invoice, order, or other correspondence required or permitted to be sent under or pursuant to this Agreement shall be in writing and either hand-delivered or sent by postage prepaid, US Certified mail, return receipt requested, addressed to the parties at the following address: OWNER: CONTRACTOR: A-4 IN20030661.C2.FE.DOC City of Carmel ______________________________ Board of Public Works and Safety ______________________________ One Civic Square ______________________________ Carmel, IN 46032 ______________________________ Attention: Michael McBride, PE, City Engineer (with a copy to City Attorney, Department of Law, same address) Notwithstanding the above, a Notice To Cease All Work issued under or pursuit to Paragraph 5.2 hereinabove may be orally given, as long as such notice is thereafter followed by written notice as provided in this Paragraph 5.11 within five (5) business days of the date of such oral notice. 5.12 Governing Law This Agreement shall be governed by and construed in accordance with the laws of the State of Indiana, except for its conflict of laws provisions, as well as with all municipal ordinances and codes of the City of Carmel. The parties further agree that, in the event a lawsuit is filed hereunder, they waive any rights to a jury trial they may have, agree to file any such lawsuit in an appropriate court in Hamilton County, Indiana only, and agree that such court is the appropriate venue for and has jurisdiction over same. 5.13 Waiver Any delay or partial inaction on the part of OWNER in exercising or pursuing any right and/or remedy provided hereunder or by law shall not operate to waive any such rights or remedies. 5.14 Exhibits All exhibits and/or appendices referenced herein, whether marked “Exhibit”, “Appendix”, or by some other title, shall be considered a part of this Agreement. 5.15 Prior Agreements This Agreement contains all of the agreements of the parties hereto with respect to the subject matter hereof, and supersedes all prior negotiations, representations, and/or contracts, either oral or written, respective thereto. 5.16 Representation and Warranties Each party hereto represents and warrants that it is authorized to enter into this Agreement and that such party, in executing this Agreement, has the authority to bind such party or the party that it represents, as the case may be. 5.17 Headings All headings and sections of this Agreement are inserted for convenience only and do not form a part of this Agreement nor limit, expand or otherwise alter the meaning of any provisions hereof. A-5 IN20030661.C2.FE.DOC 5.18 Advice of Counsel The parties warrant that they have read this Agreement and understand it, are fully aware of their respective rights, have had the opportunity for the advice and assistance of an attorney throughout the negotiation of this Agreement, and enter into this Agreement freely, voluntarily and without any duress, undue influence, coercion or promise of benefit, except as expressly set forth herein. 5.19 Entire Agreement This Agreement, together with any attachments hereto or referenced herein, constitutes the entire agreement between Vendor and City with respect to the subject matter hereof, and supersedes all prior oral or written representations and agreements regarding same. Notwithstanding any other term or condition set forth herein, but subject to paragraph 5.10 hereof, to the extent any term or condition contained in any exhibit attached to this Agreement conflicts with any term or condition contained in this Agreement, the term or condition contained in this Agreement shall govern and prevail, unless the parties hereto, or their successors in interest, expressly and in writing agree otherwise. This Agreement may only be modified by written amendment executed by both parties hereto, or their successors in interest. A-6 IN20030661.C2.FE.DOC IN WITNESS WHEREOF, the parties hereto set their hand on the dates below written : OWNER: CITY OF CARMEL, INDIANA by and through its Board of Public Works and Safety CONTRACTOR: BY: James Brainard, Presiding Officer BY: Date: ____________ Printed Name: Mary Ann Burke, Member Title: Date: Date: Lori Watson, Member Date: ATTEST: Diana Cordray, Clerk-Treasurer Date: A-7 IN20030661.C2.FE.DOC APPENDIX A PROJECT: Keystone Parkway and 126th Street Interchange WORK: As described by the Project plans and Contract Documents including, but not limited to: Construction of a teardrop-shaped roundabout interchange at the intersection of Keystone Parkway and 126th Street, reconstruction of Keystone Parkway segments running north and south of the 126th Street interchange and reconstruction of portions of 126th Street directly east and west of the interchange. DESIGN BY: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, IN 46256-3957 (317) 547-5580 Fax: (317) 543-0270 Copyright © 1966-2007 by American Structurepoint, Inc. OWNER’S REPRESENTATIVE: Michael McBride, PE City Engineer City of Carmel One Civic Square Carmel, IN 46032 A-8 IN20030661.C2.FE.DOC ADDITIONAL REQUIREMENTS Following are sample forms proposed to be used for the issuance of change orders, field orders, and work directive changes. Questions regarding the procedure for development, submittal, and processing of these forms can be addressed by contacting the City of Carmel Engineering Department. Procedure for the development, submittal, and processing of these forms will be discussed during the pre-construction conference. AR-1 IN20030661.C2.FE.DOC CITY OF CARMEL OWNER: CITY OF CARMEL FIELD ORDER NUMBER DATE: PROJECT NAME: PROJECT NO: You are hereby directed to execute promptly this Field Order, which interprets the Contract Documents or orders minor changes in the Work without change in Contract Price or Contract Time. If you consider that a change in Contract Price or Contract Time is required, please submit your itemized proposal to the ENGINEER immediately and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, this Field Order will in that event be superseded by a Change Order. __________________________________________________________________ Description: Attachments: __________________________________________________________________ ENGINEER: Approved By: _______________________________________ Owners Representative Date: ___________________________________ AR-2 IN20030661.C2.FE.DOC CITY OF CARMEL TO: WORK DIRECTIVE CHANGE NO.______________ DATE: ______________________________________ PROJECT NAME:_____________________________ PROJECT NO.: _______________________________ Specification Reference Drawing Reference: DESCRIPTION OF WORK COVERED BY THIS DIRECTIVE CHANGE: REASON FOR THIS ORDER: AUTHORIZATION: THIS WORK DIRECTIVE CHANGE AUTHORIZES THE WORK TO BE COMPLETED AS OUTLINED. A Contract Change Order in the amount of $______________ will be issued to you in the near future to cover this Work Directive Change. PROJECT COMPLETION DATE: ADD/DEDUCT/UNCHANGED ___________ DAYS. By:_______________________________ Approved By: Owner’s Representative CITY OF CARMEL BOARD OF PUBLIC WORKS AND SAFETY By:__________________________ James Brainard, Mayor By:__________________________ Mary Ann Burke, Member By:__________________________ Lori Watson, Member DATE:_________________________ ATTEST: ____________________________ Date: ____________________________ Diana L. Cordray, Clerk-Treasurer AR-3 IN20030661.C2.FE.DOC CITY OF CARMEL TO: REQUEST FOR PROPOSAL NO DATE: PROJECT NAME: PROJECT NO.: Specification Reference: Drawing Reference: _____________ Drawing Date: ____________ Identification of Attachments: Please submit within fifteen (15) calendar days of this request date a proposal showing increase, decrease or no change in Contract Price and/or Contract Time. Proposal shall be accompanied by four (4) copies of breakdown showing quantities, cost of material, equipment, labor, overhead, profit and basis for the additional time if any. DESCRIPTION OF PROPOSED CHANGE COVERED BY THIS REQUEST: REASON FOR CHANGE: SPECIAL INSTRUCTIONS: THIS REQUEST DOES NOT AUTHORIZE YOU TO PROCEED WITH THE ABOVE WORK NOR STOP PREVIOUSLY SCHEDULED WORK. Upon approval a Contract Change Order and a Notice To Proceed will be issued. Please state in your proposal the effect the acceptance of this Request will have on the Project’s Substantial Completion and Final Completion, if accepted within ___ days of proposal due date. YOUR PROPOSAL DUE DATE: _____________________________________ By: _____________________________________ _________________ Engineer Date Approved By: _________________________________ Owners Representative AR-4 IN20030661.C2.FE.DOC CITY OF CARMEL TO: CONTRACT CHANGE REQUEST NO.: DATE: PROJECT NAME: FROM: IT IS REQUESTED THAT A CONTRACT CHANGE BE MADE TO THE ABOVE REFERENCED CONTRACT. 1. SCOPE OF WORK (USE ADDITIONAL PAGES IF REQUIRED. ALSO LIST OTHER CONTRACTS INVOLVED.) __________________________________________________________ __________________________________________________________ 2. REASON FOR CHANGE: _____________________________________________________________ _____________________________________________________________ 3. APPROXIMATE COST CHANGE TO CONTRACT PRICE: _____________________ 4. WILL THE CONTRACT NEED ADDITIONAL CONTRACT TIME TO COMPLETE THE CHANGE IN WORK SCOPE? _____ -YES _____ -NO _____ -(CALENDAR DAYS) 5. WILL THE CONTRACTOR NEED ADDITIONAL PERSONNEL TO COMPLETE THE CHANGE IN WORK SCOPE? _____ -YES _____ -NO IF NO, TRADE(S): _____________________________________ NO. OF PERSONNEL: _________________________________ DURATION: ______________________________________ 6. IDENTIFICATION OF ATTACHMENTS: ___________________________________________________________ ___________________________________________________________ DATE: _______________________ DATE: ________________________ PREPARED REVIEWED BY:____________ REVIEWED BY:____________________________ ENGINEER Comments and Recommendation: ____________________________________________________________________ ____________________________________________________________________ AR-5 IN20030661.C2.FE.DOC CITY OF CARMEL TO: CONTRACT CHANGE ORDER NO.: DATE: PROJECT NAME: CITY REQ. NO.: CITY PO NO.: CITY PO DATE: ______ ______________________________________________________________________________ I. You are directed to make the following changes in this Contract: (Brief Description) SCHEDULED ADJUSTMENT ITEM AMOUNT (+) OR (-) DAYS II. The following referenced Documents further describe the changes outlined in Paragraph I, and are to be considered a part of this Change Order: R.F.P.: ________ W.D.C. No.: _______ Other:_____________________________________________________________________ The changes result in the following adjustment of Contract Price and Contract Time: Contract Price prior to this Change Order $_______________________ Contract Price will be increased/decreased by this Change Order $_______________________ New Contract Price including this Change Order $_______________________ Contract Time Prior to this Change Order ______ Days _______ Completion Date Net increased/decreased resulting from this Change Order_____ Days Current Contract Time including this Change Order_____ Days _______ Completion Date This Change Order is for full and final settlement of all direct, indirect, impact costs and time extensions incurred at any time resulting from the performance of the changed work. The Above Changes Are Recommended The Above Changes Are Accepted: Approved: ENGINEER CONTRACTOR James Brainard, Mayor Address Address Mary Ann Burke, Member City/State/Zip City/State/Zip Lori Watson, Member By: _____________________ By: _____________________ ATTEST: Phone:__________________ Phone:__________________ Diana Cordray, Clerk- Treasurer Date:___________________ Date:___________________ Date: _________________ AR-6 IN20030661.C2.FE.DOC AR-7 IN20030661.C2.FE.DOC AR-8 IN20030661.C2.FE.DOC AR-9 IN20030661.C2.FE.DOC AR-10 IN20030661.C2.FE.DOC CITY OF CARMEL STANDARD GENERAL CONDITIONS FOR CONSTRUCTION CONTRACTS 2003 ARTICLE 1 - ABBREVIATIONS AND DEFINITIONS 1.1 Abbreviations: The following abbreviations have the following meanings: AA - Aluminum Association AASHTO - American Association of State Highway & Transportation Officials ACI - American Concrete Institute AFBMA - Anti Friction Bearing Manufacturers Association AGA - American Gas Association AGMA - American Gear Manufacturers Association AHDGA - American Hot Dip Galvanizer Association AISC - American Institute for Steel Construction AISI - American Iron and Steel Institute ANSI - American National Standards Institute ARI - American Refrigeration Institute ASCE - American Society of Civil Engineers ASHRAE - American Society of Heating, Refrigeration & Air Conditioning Engineers ASME - American Society of Mechanical Engineers ASTM - American Society of Testing and Materials AWPI - American Wood Preservers Institute AWS - American Welding Society AWWA - American Water Works Association CBRI - Copper and Brass Research Institute CS - Commercial Standard (U.S. Department of Commerce) FTI - Facing Title Institute Fed. Spec. FS - Federal Specification (U.S.) IEEE - Institute of Electrical and Electronic Engineers IPCEA - Insulated Power Cable Engineers Association MSS - Manufacturers Standardization Society of the Valve and Fitting Industry NCMA - National Concrete Masonry Association NEC - National Electric Code (U.S.) NEMA - National Electrical Manufacturers Association NFPA - National Fire Protection Association NPC - National Plumbing Code PS - United States Product Standards SAE - Society of Automotive Engineers SCPI - Structural Clay Products Institute UL - Underwriters Laboratories 1.2 Definitions: Wherever used and not otherwise defined in these General Conditions or in other Contract Documents, the following terms have the meanings indicated which are applicable to both the singular and plural thereof: Addenda/Addendum - Written or graphic instruments issued prior to the opening of Bids which clarify, correct or change the Bidding documents or the Contract Documents. Agreement -The written Agreement between OWNER and CONTRACTOR covering the Work to be performed; other Contract Documents are attached to the Agreement and made a part thereof as provided therein sometimes referred to as “Contract”. G-1 IN20030661.C2.GC2003.DOC Application for Payment - The form prescribed or approved by OWNER which is to be used by CONTRACTOR in requesting progress or final payments and which is to include an approved schedule of values and/or such other supporting documentation as is required by the Contract Documents. Architect or Architect/ENGINEER - The person or other entity designated as ENGINEER by the Contract Documents. Bid Documents - Documents required to be submitted with the Bid. Bids - The offer or proposal of the Bidder submitted on the prescribed form setting forth the prices for the Work to be performed. Bonds - Bid, Performance, Payment and Maintenance Bonds and other instruments of suretyship. The term shall include letters of credit as applicable. Change Order - A document issued on or after the Effective Date of the Agreement, signed by CONTRACTOR and OWNER and which authorizes an addition, deletion or revision in the Work, or an adjustment in the Contract Price or the Contract Time. Contract Documents - The Agreement and any exhibits thereto, Addenda (which pertain to the Contract Documents), Instructions to Bidders, Advertisement, or Notice to Bidders, CONTRACTOR’s Bid (including documentation accompanying the Bid and any post-Bid documentation submitted prior to the Notice of Award), Notice to Proceed, the Bonds, the Standard General Conditions, the Additional Requirements Section, any supplemental conditions, the Specifications and the Drawings as the same are more specifically identified in the Agreement, together with all Amendments, Modifications, and Supplements issued pursuant to Sections 3.4 and 3.5 on or after the Effective Date of the Agreement. Contract Price - The moneys payable by OWNER to CONTRACTOR under the Contract Documents as stated in the Agreement. Contract Time - The number of days (computed as provided in Section 16.2) or the date stated in the Agreement for the completion of the Work. CONTRACTOR - The person, firm or corporation with whom OWNER has entered into the Agreement. Defective - An adjective which when modifying the word Work refers to Work that is (i) unsatisfactory, faulty or deficient, in that it does not strictly conform to the requirements of the Contract Documents, (ii) does not meet the requirements of any inspection, reference standard, test or approval referred to in the Contract Documents, or (iii) has been damaged prior to ENGINEER’s recommendation of final payment (unless responsibility for the protection thereof has been assumed by OWNER at Substantial Completion in accordance with Sections 13.10 or 13.12). G-2 IN20030661.C2.GC2003.DOC Drawings - The drawings which show the character and scope of the Work to be performed and which have been prepared or approved by ENGINEER and are referred to in the Contract Documents. Effective Date of the Agreement - The date indicated in the Agreement on which it becomes effective, but if no such date is indicated, it means the date on which the Agreement is signed and delivered by the last of the two parties to sign and deliver. ENGINEER - The person, firm or corporation named, employed or designated as such by the OWNER to act as such and designated to observe the Work, acting directly or through duly authorized representatives. Field Order - A written order issued by ENGINEER or OWNER which orders minor changes in the Work in accordance with Section 8.5 but which does not involve a change in the Contract Price or the Contract Time. Furnish - Purchase and deliver to the work site. When used in connection with the terms “Work” or services, the term shall also mean perform. Install - Incorporate into the Work equipment and materials furnished by others or the CONTRACTOR. Laws and/or Regulations - Laws, rules, regulations, ordinances, codes, administrative actions and/or orders of any court or governmental agency or unit. Notice of Award - The written notice by OWNER to the apparent successful Bidder stating that upon compliance by the apparent successful Bidder with the conditions precedent enumerated therein, within the time specified, OWNER will sign and deliver the Agreement. Notice to Proceed - A written notice given by OWNER to CONTRACTOR (with a copy to ENGINEER) fixing the date on which the Contract Time will commence to run and on which CONTRACTOR shall start to perform CONTRACTOR’s obligation under the Contract Documents. OWNER - The City of Carmel, Indiana, acting by and through the agency or Department designated in the Agreement or other documents issued in solicitation of Bids; and such term shall also Include the Project Manager or other duly appointed representative of such agency or department but shall not include ENGINEER. Partial Utilization - The placement of a portion of the Work in service, or beneficial occupancy and use thereof, for the purpose for which it is intended (or a related purpose) before Substantial Completion of all the Work. Project - The total construction of one or more improvements or structures of which the Work to be provided under the Contract Documents may be the whole, or a part, as indicated elsewhere in the Contract Documents. Provide - Furnish and install. G-3 IN20030661.C2.GC2003.DOC Resident Project Representative - The authorized representative of ENGINEER who is assigned to the site or any part thereof. Shop Drawings - All drawings, diagrams, illustrations, schedules and other data which are specifically prepared by or for CONTRACTOR, to illustrate some portion of the Work and all illustrations, diagrams and other information prepared by a Supplier and submitted by CONTRACTOR to illustrate material or equipment for some portion of the Work. Specifications - Those portions of the Contract Documents consisting of written general or technical descriptions of materials, equipment, construction systems, standards, quality, quantity and workmanship as applied to the Work, including the performance thereof, and certain administrative details applicable thereto. Standard General Conditions - City of Carmel Standard General Conditions for Construction Contracts, 1997. Subcontractor - An individual, firm or corporation having a direct contract with CONT’RACTOR or with any other Subcontractor for the performance of a part of the Work at the site. Substantial Completion - The stage of construction where, in the opinion of OWNER, the Work (or specified portion thereof) is sufficiently complete, in accordance with the Contract Documents, so that the Work (or specified part) can be occupied, placed into service or otherwise utilized by OWNER for the purpose for which it was intended. Substantial Completion may be evidenced by a certificate thereof issued by the ENGINEER and signed by the OWNER. Supplier - A manufacturer, fabricator, supplier, distributor, material man or vendor who furnishes materials or equipment to the site of the Work pursuant to a contract with the CONTRACTOR or a Subcontractor and who does not perform labor or services for Installation thereof at the site of the Work. Underground Facilities - All pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels or other manmade facilities or structures, and any encasements containing such facilities, which have been installed at or below the surface of the ground for the purpose of furnishing, storing, removing or transmitting electricity, gases, steam, liquid petroleum products, telephone or other communications, cable television, computer signals or data, sewage, drainage , traffic or other control systems, or water. Unit Price Work - Work to be paid for on the basis of unit prices established by the Contract Documents or by Change Order. Work - The entire construction, or the various separately identifiable parts thereof, required to be furnished under the Contract Documents. The Work is the result and product of performing services, furnishing labor and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. G-4 IN20030661.C2.GC2003.DOC Work Directive Change - A written directive to CONTRACTOR, issued on or after the Effective Date of the Agreement and signed by OWNER, making any change in the Work within the general scope of the Contract Documents, including but not limited to changes (i) In the Specifications (including drawings and designs), (ii) In the time, method or manner of performance of Work, (iii) in facilities, equipment, materials, services or site, and (iv) directing acceleration in the performance of the Work. A Work Directive Change will not by itself change the Contract Price or the Contract Time, but is evidence that the parties expect that the change directed or documented by a Work Directive Change will be incorporated in a subsequently issued Change Order. Written Amendment - A written amendment of the Contract Documents, signed by OWNER and CONTRACTOR on or after the Effective Date of the Agreement and normally dealing with the non-engineering or non-technical rather than strictly Work-related aspects of the Contract Documents. ARTICLE 2 - PRELIMINARY MATTERS 2.1 Delivery of Bonds. When CONTRACTOR delivers the executed Agreements to OWNER, CONTRACTOR shall also deliver to OWNER such bonds as CONTRACTOR may be required to furnish in accordance with Article 5. 2.2 Delivery of Insurance. When CONTRACTOR delivers the executed Agreements to OWNER, CONTRACTOR also shall deliver to OWNER, with a copy to ENGINEER, certificates of Insurance (and other evidence thereof as requested by OWNER) which CONTRACTOR is required to purchase and maintain in accordance with Article 5, and OWNER shall deliver to CONTRACTOR certificates (and other evidence of insurance requested by CONTRACTOR) which is required to purchase and maintain in accordance with Article 5. 2.3 Copies of Documents. Unless otherwise specified, OWNER shall furnish to CONTRACTOR five (5) copies of the Contract Documents as are reasonably necessary for the execution of the Work. Additional copies will be furnished, upon request, at the cost of reproduction. 2.4 Commencement of Contract Times Notice to Proceed. Subsequent to or concurrently with the execution of the Agreement, OWNER shall give CONTRACTOR a written Notice to Proceed specifying the date on which CONTRACTOR shall commence the Work. The date designated in the Notice to Proceed shall be the date on which the Contract Time will commence to run. 2.5 Starting the Project. CONTRACTOR shall start to perform the Work on the date designated In the Notice to Proceed, but no Work shall be done at the site prior to the date of the Notice to Proceed. 2.6 Before Starting Construction. Before undertaking each part of the Work, CONTRACTOR shall carefully study and compare the Contract Documents and check and verify pertinent figures, standards, quantities, materials, field measurements, access, and other requirements or conditions affecting the work, CONTRACTOR shall promptly G-5 IN20030661.C2.GC2003.DOC report in writing to ENGINEER any conflict, error, discrepancy or other adverse condition or circumstance which CONTRACTOR may discover, and shall obtain a written interpretation or clarification from ENGINEER before proceeding with any Work affected thereby. CONTRACTOR shall assume all risks and bear all costs associated with any conflicts, errors, ambiguities, discrepancies or conditions which are not discovered due to his failure to conduct such study and comparison, or which are discovered but not reported as required by this Section. 2.7 Initial Schedule and Submissions. Within ten (10) days after the Effective Date of the Agreement CONTRACTOR shall submit to ENGINEER for review: 2.7.1 A proposed progress schedule indicating the starting and completion dates of the various stages of the Work to be performed under this Contract. This schedule shall be in the form of an Arrow Diagram and shall reflect the Contract completion date. ENGINEER will review the proposed progress schedule to determine conformity to the Contract Documents. During the course of performing the Work, CONTRACTOR shall, at least monthly, submit to ENGINEER a revised progress schedule indicating any anticipated change from the original or previously revised progress schedule. The revised schedule shall include provisions for performing Work authorized under approved Change Orders. ENGINEER will review the original and revised progress schedules for general conformity with the Contract Documents and will make recommendations to the OWNER concerning approval thereof; however the review, approval or other action taken by ENGINEER or OWNER in respect of such schedules shall not relieve the CONTRACTOR of it’s obligations to perform the Work within the Contract Time. If CONTRACTOR shall fail to adhere to the approved original or revised progress schedule, except when due to Excusable Delays for which a claim has been submitted by CONTRACTOR and approved by OWNER, he shall promptly adopt such other or additional means and methods of construction and commit such additional manpower, equipment and other resources as necessary to make up for the time lost and to assure completion of the Work in accordance with the Contract Documents. 2.7.2 A preliminary submittal schedule showing proposed dates for submission of required Shop Drawings, samples and product data. Such schedule shall also include such durations as prescribed by ENGINEER to account for anticipated time allotments for review, approval or other action upon submittals by ENGINEER and additional allowances for resubmittals by CONTRACTOR; and 2.7.3 A preliminary schedule of values for all of the Work which will include quantities and prices of items aggregating the Contract Price and will subdivide the Work into component parts in sufficient detail to serve as the basis for progress payments during construction. Such prices will include an appropriate amount of overhead and profit applicable to each Item of Work, which will be confirmed in writing by CONTRACTOR at the time of submission. 2.8 Preconstruction Conference. Before CONTRACTOR starts the Work at the site, a conference attended by CONTRACTOR, OWNER, ENGINEER, and others as G-6 IN20030661.C2.GC2003.DOC appropriate will be held to discuss the schedules referred to in Section 2.7, to discuss procedures for handling Shop Drawings and other submittals and for processing Applications for Payment, and to establish other procedures and understandings bearing upon coordination and performance of the Work. 2.9 Finalizing Schedules. At least ten (10) days before submission of the first Application for Payment, a conference attended by CONTRACTOR, ENGINEER, and others as appropriate, will be held to finalize the schedules submitted in accordance with Section 2.7. The finalized progress schedule will be acceptable to ENGINEER as providing an orderly progression of Work to attain completion within the Contract Time, but such acceptance will neither impose on ENGINEER responsibility for the progress or scheduling of the Work nor relieve CONTRACTOR from full responsibility therefor. The finalized schedule of values will be acceptable to ENGINEER as to form and substance. ARTICLE 3 - CONTRACT DOCUMENTS 3.1 Integration of Contract Documents. The Contract Documents comprise the entire Agreement between OWNER and CONTRACTOR concerning the Work. The Contract Documents are complementary; what is called for by one is as binding as if called for by all. The Contract Documents will be construed in accordance with the law of the State of Indiana and without regard to the party by or for whom they were prepared or drafted. 3.2 Intent and Meaning. It is the intent of the Contract Documents to describe a functionally complete Project (or part thereof) to be constructed in accordance therewith. Any Work, materials or equipment that may reasonably be inferred from the Contract Documents as being required to produce the intended result will be supplied whether or not specifically called for. Notations, details or other descriptions that apply to one of a number of situations, materials, processes or work items shall apply to all except as specifically stated otherwise. When words which have a well-known technical or trade meaning are used to describe Work, materials or equipment, such words shall be given that meaning unless a different meaning is reasonably apparent as determined by the ENGINEER. Reference to standard specifications, manuals or codes of any technical society, organization or association, or to the Laws or Regulations of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard specification, manual or code or Laws or Regulations in effect at the time of opening of Bids. If said standard specification, manual or code or Laws or Regulations are promulgated, amended, revised or otherwise changed subsequent to the opening of Bids, CONTRACTOR shall notify OWNER who may direct compliance under Section 9.1. However, no provision of any referenced standard specification, manual or code (whether or not specifically incorporated by reference in the Contract Documents) shall be effective to change the duties and responsibilities of OWNER, CONTRACTOR or ENGINEER, or any of their consultants, agents or employees, or to limit or impair any right or remedy of the OWNER, as set forth in the Contract Documents, nor shall it be effective to assign to the OWNER, ENGINEER or any of their respective consultants, agents or employees any duty or authority to supervise or direct the furnishing or G-7 IN20030661.C2.GC2003.DOC performance of the Work or any duty or authority to undertake responsibility, contrary to the provisions of Section 8.10 or 8.11. 3.3 Duty To Report Discrepancies. If, during the performance of the Work, CONTRACTOR finds a conflict, error or discrepancy in the Contract Documents, CONTRACTOR shall so report to ENGINEER in writing at once and before proceeding with the Work affected thereby and shall obtain a written interpretation or clarification from ENGINEER. 3.4 Major Modification. The Contract Documents may be amended to provide for additions, deletions and revisions in the Work or to modify the terms and conditions thereof by (i) a formal Written Amendment, or (ii) a Change Order (pursuant to Section 9.4) or (iii) a Work Directive Change (pursuant to Section 9.1). As indicated in Sections 10.2 and 11.5, the Contract Price and Contract Time may only be changed by a Change Order or a Written Amendment. 3.5 Minor Deviations. The requirements of the Contract Documents may be supplemented, and minor variations and deviations in the Work may be authorized by (i) a Field Order (pursuant to Section 8.5), or (ii) an ENGINEER’s approval of a Shop Drawing, Working Drawing, or samples (pursuant to Section 6.22) or an ENGINEER’s written interpretation or clarification (pursuant to Section 8.4). 3.6 Reuse of Documents. Neither CONTRACTOR nor any Subcontractor or Supplier or other person or organization performing or furnishing any of the Work under a direct or indirect contract with OWNER shall have or acquire any title to or ownership rights in any of the Drawings, Specifications or other documents (or copies of any thereof) prepared by or bearing the seal of ENGINEER; and they shall not reuse any of them on extensions of the Project or any other project without written consent of OWNER and ENGINEER and specific written verification or adaptation by ENGINEER. ARTICLE 4 - AVAILABILITY OF LANDS; PHYSICAL CONDITIONS 4.1 Availability of Lands. OWNER shall furnish, as indicated in the Contract Documents, the lands upon which the Work is to be performed, rights-of-way and easements for access thereto, and such other lands which are designated to be made available by OWNER for the use of CONTRACTOR. Easements for permanent structures or permanent changes in existing facilities will be obtained and paid for by OWNER, unless otherwise provided in the Contract Documents. If CONTRACTOR believes that any delay in OWNER furnishing these lands, rights-of-way or easements entitles CONTRACTOR to an extension of the Contract Time, CONTRACTOR may make a claim therefore as provided in Article 11. CONTRACTOR shall provide for all additional lands and access thereto that may be required for temporary construction facilities or storage of materials and equipment. 4.2 Subsurface and Physical Conditions (Excluding Underground Facilities). Reports of explorations and tests of subsurface conditions and drawings of physical conditions in or relating to existing surface or subsurface structures at or contiguous to the site (except Underground Facilities) have been utilized and relied upon by ENGINEER in preparing the Contract Documents. CONTRACTOR may rely upon the general accuracy of the G-8 IN20030661.C2.GC2003.DOC “technical data” contained in such reports and drawings but such reports and drawings are not Contract Documents. Such “technical data” is identified in the specifications. Except for reliance on such “technical data”, CONTRACTOR may not rely upon and may not make any claim against OWNER, ENGINEER or any of ENGINEER’s Consultants with respect to (i) the completeness of such reports and drawings for CONTRACTOR’s purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences and procedures of construction to be employed by CONTRACTOR and safety precautions and programs incident thereto, or (ii) other data, interpretations, opinions and information contained in such reports or shown or indicated in such drawings. 4.3 Differing Subsurface or Physical Conditions. If CONTRACTOR uncovers, observes or otherwise becomes aware of any subsurface or physical condition (other than Underground Facilities) at or contiguous to the site and believes that such condition either (i) differs materially from that shown or indicated in the Contract Documents, (ii) is of an unusual nature, and differs materially from conditions ordinarily encountered and generally recognized as inherent in work of the character provided for in the Contract Documents , or (iii) is of such a nature as to establish that any “technical data” on which CONTRACTOR is entitled to rely as provided in paragraph 4.2 is materially inaccurate; then CONTRACTOR shall, immediately upon becoming aware thereof and before further disturbing or taking other action in respect thereof or performing any Work in connection therewith (except in an emergency as permitted by Section 6.21), notify OWNER and ENGINEER in writing about such condition, which notice shall state the CONTRACTOR’s recommendations or proposals for taking action in connection with the conditions. 4.3.1 CONTRACTOR shall not further disturb such conditions or perform any Work in connection therewith (except as aforesaid) until receipt of a written directive from OWNER or ENGINEER to do so, but to the fullest extent possible CONTRACTOR shall continue to prosecute all other Work not affected by the conditions; 4.3.2 ENGINEER will promptly review the pertinent conditions, determine the necessity of obtaining additional explorations or tests with respect thereto and advise OWNER in writing (with a copy to CONTRACTOR) of ENGINEER’s findings and conclusions; 4.3.3 If OWNER in consultation with the ENGINEER concludes that a change in the Contract Documents or other action is required because of the conditions, a Work Directive Change or other instructions or interpretations may be issued as provided in Article 9 to reflect and document the consequences of the conditions; 4.3.4 In each such case, an increase or decrease in the Contract Price or an extension or shortening of the Contract Time, or any combination thereof, may be allowable, but only to the extent that (i) evidence of such conditions could not with the exercise of reasonable competence and diligence have been discovered or foreseen by CONTRACTOR prior to submission of the CONTRACTOR’s Bid, (ii) the CONTRACTOR, by the terms of the Contract Documents, has not G-9 IN20030661.C2.GC2003.DOC assumed the risk of such conditions, and (iii) CONTRACTOR has explicitly fulfilled the written notice requirements provided by this Section 4.3. The CONTRACTOR shall in no event be entitled to an increase in the Contract Price in excess of direct costs to perform authorized additional or changed Work to address the conditions, without additional allowances for delays or suspension of Work. If OWNER and CONTRACTOR are unable to agree as to the amount or length of the adjustment to the Contract Price or Time, a claim may be made therefor as provided in Articles 10 and 11. HOWEVER, OWNER AND ENGINEER SHALL NOT BE LIABLE TO CONTRACTOR FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGES SUCH AS COSTS, LOSSES OR DAMAGES SUSTAINED BY CONTRACTOR ON OR IN CONNECTION WITH ANY OTHER PROJECT OR ANTICIPATED PROJECT. 4.4 Underground Facilities. 4.4.1 Shown or Indicated: The information and data shown or indicated in the Contract Documents with respect to existing Underground Facilities at or contiguous to the site is based on information and data furnished to OWNER or ENGINEER by the owners of such Underground Facilities or by others. OWNER and ENGINEER shall not be responsible for the accuracy or completeness of any such information or data. CONTRACTOR shall have the sole responsibility for reviewing and checking all such information and data, for locating all Underground Facilities, shown or indicated in the Contract Documents, for coordination of the Work with the owners of such Underground Facilities during construction, for the safety and protection thereof as provided in Section 6.20 and for repairing any damage thereto resulting from the Work or CONTRACTOR’s operations, the cost of all of which having been included in the Contract Price. 4.4.2 Not Shown or Indicated: If an Underground Facility is uncovered or revealed at or contiguous to the site which was not shown or indicated in the Contract Documents and of which CONTRACTOR could not reasonably have been expected to be aware, CONTRACTOR shall promptly after becoming aware thereof and before further disturbing conditions affected thereby (except in an emergency as permitted by Paragraph 6.21), notify the owner of such Underground Facility and give written notice thereof to that owner and to OWNER and ENGINEER. ENGINEER will promptly review the Underground Facility to determine the extent to which the Contract Documents should be modified to reflect and document the consequences of the existence of the Underground Facility, and the Contract Documents will be amended or supplemented to the extent necessary. During such time, CONTRACTOR shall be allowed an increase in the Contract Price or an extension of the Contract Time, provided such delay affects the critical path, or both, to the extent that they are attributable to the existence of any Underground Facility that was not shown or indicated in the Contract Documents and of which CONTRACTOR could not reasonably have been expected to be aware. If the parties are unable to agree as to the amount or length thereof, CONTRACTOR may make a claim therefore as G-10 IN20030661.C2.GC2003.DOC provided in Articles 10 and 11. However, OWNER and ENGINEER shall not be liable to CONTRACTOR for any claims, costs, losses or damages incurred or sustained by CONTRACTOR on or in connection with any other project or anticipated project or for any claims, costs, losses or damages caused by or arising from any assessment, penalty or other liability imposed upon CONTRACTOR by utility companies or third parties. 4.5 Reference Points and Layout. OWNER or other parties will provide engineering surveys for construction to establish reference points for construction as determined by ENGINEER to be necessary to enable CONTRACTOR to proceed with the Work unless otherwise specified. CONTRACTOR shall be responsible for laying out the Work, shall locate all mechanical and electrical services uncovered by excavation, shall establish all grades, lines, levels and bench-marks, and shall protect and preserve the established reference points and shall make no changes or relocations without the prior written approval of OWNER. CONTRACTOR shall report to ENGINEER when any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for the accurate replacement or relocation of such reference points by professionally qualified personnel. CONTRACTOR shall maintain a bound surveyor’s field notebook to accurately record all discrepancies, if any, discovered in OWNER’s data. The field notebook shall be furnished to and become the property of OWNER upon completion of the Work. 4.6 Lines and Grades 4.6.1 All work under this Contract shall be constructed in accordance with the lines and grades shown on the Plans, or as given by ENGINEER. The full responsibility for keeping alignment and grade shall rest upon CONTRACTOR. CONTRACTOR shall establish base line controlling points. Reference marks for lines and grades shall be set by CONTRACTOR as the Work progresses and will be located to cause as little inconvenience to the prosecution of the Work as possible. CONTRACTOR shall place excavation and other materials so as to cause no inconvenience in the use of the reference marks provided. CONTRACTOR shall remove any obstructions placed by CONTRACTOR contrary to this provision at no cost to OWNER. 4.6.2 CONTRACTOR shall furnish and maintain, at his own expense, stakes and other such materials, and give such assistance, including qualified helpers, as may be required by ENGINEER for setting and checking line and grade reference marks. CONTRACTOR shall check such reference marks by such means as he may deem necessary and, before using the reference marks, shall call ENGINEER’s attention to any inaccuracies. CONTRACTOR shall, at his own expense, establish all working or construction lines and grades as required from the reference marks set by ENGINEER, and shall be solely responsible for the accuracy thereof. CONTRACTOR shall, however, be subject to the check and review of ENGINEER. CONTRACTOR shall keep ENGINEER informed a reasonable time in advance as to his need for line and grade reference marks, in order that they may be furnished and all necessary measurements made for record G-11 IN20030661.C2.GC2003.DOC and payment with the minimum of inconvenience to ENGINEER or of delay to CONTRACTOR. When necessary, working operations shall be suspended for such reasonable time as ENGINEER may require for this purpose. 4.6.3 CONTRACTOR shall safeguard all points, stakes, grade marks, monuments and beach-marks made or established on the Work, bear the cost of reestablishing them if disturbed, and bear the entire expense of rectifying work improperly installed due to not maintaining or protecting or to removing without authorization such established points, stakes and marks. CONTRACTOR shall safeguard all existing and known property corners, monuments and marks adjacent to but not related to the Work and, if required, shall bear the cost of reestablishing them if disturbed or destroyed. 4.6.4 All elevations indicated or specified refer to the Mean Sea Level Datum Plane, 1929 General Adjustment, of the United States Coast and Geodetic Survey and are expressed in feet and decimal parts thereof, or in feet and inches. 4.7 Hazardous Materials 4.7.1 For the purpose of this section, “Hazardous Material” means any hazardous, special, radioactive or toxic substance, material or waste which is or becomes regulated by any local government authority, the State of Indiana or the United States Government. The term “hazardous material” includes, without limitation, any material or substance which is (i) defined as a “hazardous substance” under I.C. 13-7-8.7-1 of the Indiana Hazardous Substance Response Trust Fund Act, (ii) petroleum, (iii) asbestos, (iv) designated as a hazardous substance pursuant to the Federal Water Pollution Control Act (33 U.S.C. § 1251 et. Seq.), (v) defined as a “hazardous waste” pursuant to the Federal Resource Conservation and Recovery Act (42 U.S.C. § 6901 et seq.), (vi) defined as a “hazardous substance” pursuant to the Comprehensive Environmental Response, Compensation and Liability Act (42 U.S.C. § 9601 et seq., (vii) defined as a “regulated substance” pursuant to the Solid Waste Disposal Act (42 U.S.C. § 6991 et seq.), (viii) defined as a toxic “chemical substance” pursuant to the Toxic Substance Control Act (7 U.S.C. § 136 et seq.), (ix) defined as a “hazardous chemical” or “hazardous substance” pursuant to the Emergency Planning and Community Right to Know Act (42 U.S.C. § 11001 et seq.) or (x) defined as a “radioactive waste” pursuant to the Atomic Energy Act (42 U.S.C. § 2011 et seq.) 4.7.2 OWNER shall be responsible for the existence of any Hazardous Materials uncovered or revealed at the site that were not shown or indicated in Drawings or Specifications or identified in the Contract Documents to be within the scope of the Work. OWNER shall not be responsible for any such materials brought to the site by CONTRACTOR, Subcontractor, Supplier or anyone else for whom CONTRACTOR is responsible. 4.7.3 CONTRACTOR shall be the party responsible for reporting to the appropriate agencies and authorities any release or discharge of any Hazardous Materials. G-12 IN20030661.C2.GC2003.DOC 4.7.4 Upon encountering any Hazardous Materials CONTRACTOR shall immediately (i) stop all Work in connection with such Hazardous Materials and in any area affected thereby (except in an emergency as required by Section 6.21), (ii) notify the appropriate agencies or authorities, (iii) notify OWNER and ENGINEER (and thereafter confirm such notice in writing), (iv) establish site security by excluding unnecessary traffic and personnel from the affected area, (v) conduct operations within the affected area to minimize exposure to personnel and the general public and to eliminate the potential for airborne dispersion, and (vi) as necessary to carry out the requirements of this section, handle, store and/or dispose of Hazardous Materials in a proper manner. 4.7.5 CONTRACTOR shall remain responsible for the jobsite until OWNER has been notified of the uncovering or revealing of Hazardous Materials and OWNER has assumed formal control of the worksite from CONTRACTOR. 4.7.6 After completing the above obligations, CONTRACTOR shall be required to resume Work in connection with such Hazardous Materials, if directed by OWNER, after OWNER has obtained any required permits related thereto and established any special terms or conditions under which said Work shall be performed. 4.7.7 CONTRACTOR claims qualifying under this section are intended to be treated as differing site condition claims and therefore the provisions of Sections 4.2 and 4.3 apply. ARTICLE 5 - BONDS AND INSURANCE 5.1 Performance and Payment Bonds. CONTRACTOR shall furnish Performance and Payment Bonds, each in an amount at least equal to one-hundred percent (100%) of the Contract Price as security for the faithful performance and payment of all CONTRACTOR’s obligations under the Contract Documents. These Bonds shall remain in effect at least until one (1) year after the date when final payment becomes due, except as otherwise provided by Law or Regulation or by the Contract Documents. All Bonds shall be in the forms prescribed by Law, Regulation, and the Contract Documents and be executed by such Sureties as (i) are licensed to conduct business in the State of Indiana, and (ii) are named in the current list of “Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies” as published in Circular 570 (amended) by the Audit Staff Bureau of Government Financial Operations, U.S. Treasury Department. All Bonds signed by an agent must be accompanied by a certified copy of the power of attorney or other instrument establishing the agent’s authority. 5.2 Maintenance Bond. CONTRACTOR shall, as a condition to OWNER’s obligation to make final payment, supply a three (3) year Maintenance Bond executed by a surety meeting the qualifications set forth in the preceding Section and in such form as prescribed by the Contract Documents, which bond shall secure the obligations contained in Section 12.7, beginning on the date of Final Acceptance in an amount equal to ten G-13 IN20030661.C2.GC2003.DOC percent (10%) of the contract amount as adjusted for Change Orders or such different percentage as may be specified by other Contract Documents. 5.3 Substitute Bonds. If the Surety on any Bond furnished by CONTRACTOR becomes a party to a supervision, liquidation, rehabilitation or other similar action, or if its right or lawful authority to do business in the State of Indiana is terminated, CONTRACTOR shall, within ten (10) days thereafter substitute another Bond and Surety, both of which must be acceptable to OWNER. Failure of CONTRACTOR to obtain a substitute Bond shall constitute a material breach of Contract and may at the option of OWNER result in the termination of the Contract upon the ground of CONTRACTOR’s default. 5.4 CONTRACTOR’s Liability Insurance. CONTRACTOR shall purchase and maintain such commercial general liability and other insurance as is appropriate for the Work being performed and furnished and as will protect CONTRACTOR, OWNER and ENGINEER, their employees, officers, or agents from (i) claims under workers’ or workmen’s compensation, disability benefits and other similar employee benefit acts; (ii) claims for damages because of bodily injury, occupational sickness or disease, or death of CONTRACTOR’s employees; (iii) claims for damages because of bodily injury, sickness or disease, or death of any person other than CONTRACTOR’s employees; (iv) claims for damages insured by personal injury liability coverage which are sustained by any person as a result of an offense directly or indirectly related to the employment of such person by CONTRACTOR, or by any other person for any other reason; (v) claims for damages, other than to the Work itself, because of physical injury to or destruction of tangible property wherever located, including loss of use resulting therefrom; (vi) claims arising out of operation of Laws or Regulations for damages because of bodily injury or death of any person or for damage to property; and (vii) claims for damages because of bodily injury or death of any person or property damage arising out of the ownership, maintenance or use of any motor vehicle which may arise out of or result from CONTRACTOR’s other obligations under the Contract Documents, whether it is to be performed or furnished by CONTRACTOR, by any Subcontractor, by anyone directly or indirectly employed by any of them to perform or furnish any of the Work, or by anyone for whose acts any of them may be liable. 5.4.1 The insurance required by this Section shall be written for not less than the limits of liability and coverages as provided herein or as required by Law, whichever is greater. The Commercial General Liability Insurance shall include coverage of (i) premises and operations, (ii) Contractual liability as applicable to any indemnification hold harmless agreements in the Contract Documents, (iii) Products and Completed Operations, with completed operations coverage being maintained for a period of one (1) year after final payment and CONTRACTOR shall continue to provide evidence of such coverage to OWNER during the aforementioned period, (iv) Broadform Property Damage - including completed operations, (v) Fellow Employee claims under Personal Injury; and (vi) Independent contractors. Such insurance shall specifically include coverage for property damage from explosion, collapse, and underground operations. Coverage for explosion, collapse, and underground operations shall include blasting or explosion, collapse of structures or structural injury due to grading of G-14 IN20030661.C2.GC2003.DOC land, excavation, filling, back filling, tunneling, pile driving, caisson work, moving, shoring, underpinning, raising of or demolition of any structure, or removal or rebuilding of any structural support of a building or structure. Such insurance shall further include coverage for damage to wires, conduits, pipes, mains, sewers, or other similar apparatus encountered below the surface of the ground when such damage is caused by any occurrence arising out of the performance of the Work, performed by CONTRACTOR or by any Subcontractor or anyone directly or indirectly employed by either. 5.4.2 The CONTRACTOR’s insurance shall be written for not less than the following limits of liability: Workers Compensation & Disability: Statutory Limits Employer’s Liability: $1,000,000 (i) Bodily Injury by Accident: $100,000 each accident (ii) Bodily Injury by Disease: $500,000 policy limit (iii) Bodily Injury by Disease: $100,000 each employee Commercial General Liability (Occurrence Basis) Bodily injury, personal injury, property damage, contractual liability, products completed operations. NOTE: GENERAL AGGREGATE TO APPLY PER LOCATION/PROJECT (i) General Aggregate Limit (other than Products/Completed Operations): $2,000,000 (ii) Products/Completed Operations: $2,000,000 (iii) Personal & Advertising Injury Limit: $1,000,000 Each Occurrence Limit: $1,000,000 Fire Damage (any one fire): $ 50,000 Medical Expense Limit (any one person): $5,000 G-15 IN20030661.C2.GC2003.DOC Comprehensive Auto Liability (single limit) (owned, hired and non-owned) Bodily injury and property damage $l,000,000 each accident Umbrella Excess Liability $5,000,000 each occurrence and aggregate The Deductible on the Umbrella Liability shall not be more than $10,000. 5.4.3 CONTRACTOR shall be responsible for paying all deductible amounts. 5.4.4 Before commencing work, CONTRACTOR shall submit a “Certificate of Insurance” indicating the above necessary coverages as well as naming OWNER, its employees and representatives and ENGINEER as “Additional Insureds” on all policies except Workers’ Compensation to OWNER for review and approval. Such insurance shall be carried with financially responsible insurance companies authorized to do business in the State of Indiana, have a general policyholders rating of A+, A, or A-, in the latest edition of Alfred M. Bests Insurance Reports and be satisfactory in form and coverage to OWNER and ENGINEER. Such coverages shall be kept in force until final payment and at all times thereafter when CONTRACTOR may be correcting, removing or replacing Defective work in accordance with Section 12.7. CONTRACTOR’s insurer(s) shall provide by Certified Mail OWNER and ENGINEER with sixty (60) days prior written notice in the event of cancellation, non-renewal or material change in the policies. If required by OWNER, CONTRACTOR shall also provide copies of all underlying insurance policies for certificates required above. 5.4.5 The Commercial General Liability insurance required by this Section shall include contractual liability insurance applicable to CONTRACTORs indemnity and hold harmless obligations under Sections 6.12, 6.16, 6.24, and 7.3. 5.5 OWNER’s Protective Insurance. CONTRACTOR shall procure and maintain OWNER’s Protective Insurance as will, in OWNER’s opinion, protect OWNER from any contingent liability to others or damages because of bodily injury, including death and property damage, which may arise from operations under this Contract. Said insurance shall be procured from the same insurance company as is providing insurance for CONTRACTOR’s Commercial General Liability insurance. The limits of the insurance to be procured shall be $5,000,000 per occurrence and $5,000,000 aggregate. CONTRACTOR shall furnish OWNER the original policy. 5.6 Property Insurance. CONTRACTOR shall purchase and maintain a combination Installation/Builder’s Risk Insurance to the full insurable value to the initial contract cost and any subsequent modifications thereto on an all risks policy form against the perils of fire and extended coverage, theft, vandalism, malicious mischief, collapse, false work, testing, temporary buildings and debris removal including demolition work occasioned by enforcement of any applicable legal requirements and shall cover reasonable OWNER G-16 IN20030661.C2.GC2003.DOC and ENGINEER services and expenses required as a result of such insured loss on a replacement cost basis without any deduction for depreciation or voluntary deductibles. This property insurance shall cover work stored off site as well as any work in transit. CONTRACTOR shall be responsible for the satisfaction of any deductible level it selects. OWNER is given the privilege to occupy and use the facilities as completed pending acceptance by the OWNER of the entire Project. The insurance specified by this Section shall include as named insureds CONTRACTOR and his subcontractors and all other parties named as insureds, as their interest may appear. This insurance is not intended to cover the tools, equipment and other such property of CONTRACTOR or his Subcontractors in performing the Work which is normally covered by such person’s own property insurance which are not incorporated in the Project. The risk of loss as to all such property shall be borne by those parties, and they shall carry such insurance on such property as they shall determine. 5.7 Waiver of Subrogation. (Intentionally Omitted) 5.8 Acceptance of Insurance. If OWNER has any objection to the coverage afforded by or other provisions of the Insurance required to be purchased and maintained by CONTRACTOR in accordance with this Article, on the basis of its not complying with the Contract Documents, OWNER will notify CONTRACTOR in writing thereof within ten (10) days of the date of delivery of such certificates to OWNER in accordance with Section 2.7. CONTRACTOR shall provide to OWNER such additional information in respect to insurance provided by CONTRACTOR as OWNER may reasonably request. Failure by OWNER to give any such notice of objection within the time provided shall constitute acceptance of such insurance purchased by CONTRACTOR as complying with the Contract Documents. With the prior approval of OWNER, CONTRACTOR may substitute different types or amounts of coverage for those specified as long as the total amount of required protection is not reduced. 5.9 Partial Utilization Property Insurance. If OWNER finds it necessary to occupy or use a portion or portions of the Work prior to Substantial Completion of all the Work, such use or occupancy may be accomplished in accordance with Section 13.12; provided that no such use or occupancy shall commence before the insurers providing the property insurance have acknowledged notice thereof and in writing effected the changes in coverage necessitated thereby. The insurers providing the property insurance shall consent by endorsement on the policy or policies, but the property insurance shall not be canceled or lapse on account of any such partial use or occupancy. 5.10 No Limit To Liability. Nothing in this Article shall operate or be construed as limiting the amount of liability of CONTRACTOR to the above enumerated amounts. ARTICLE 6 - CONTRACTORS RESPONSIBILITIES 6.1 Supervision. CONTRACTOR shall supervise and direct the Work competently and efficiently, devoting such attention thereto and applying such skills and expertise as may be necessary to perform the Work in accordance with Contract Documents. CONTRACTOR shall be solely responsible for the means, methods, techniques, sequences and procedures of construction, but CONTRACTOR shall not be responsible G-17 IN20030661.C2.GC2003.DOC for the negligence of others in the design or selection of a specific means, method, technique, sequence or procedure of construction which is required by the Contract Documents. CONTRACTOR shall be responsible to see that the finished Work complies strictly with the Contract Documents. 6.2 Resident Superintendent. CONTRACTOR shall keep on the work site at all times during its progress a competent resident superintendent, who shall not be replaced without written notice to OWNER and ENGINEER except under extraordinary circumstances. The superintendent will be CONTRACTOR’s representative at the site and shall have authority to act on behalf of CONTRACTOR. All communications given to or issued by the superintendent shall be as binding as if given to or issued by CONTRACTOR. 6.3 Personnel and Work Hours. CONTRACTOR shall provide competent, suitably qualified personnel to survey and lay out the Work and perform construction as required by the Contract Documents. CONTRACTOR shall at all times maintain good discipline and order at the site. Except in connection with the safety or protection of persons or the Work or property at the site or adjacent thereto, and except as otherwise indicated in the Contract Documents, all Work at the site shall be performed during regular working hours, and CONTRACTOR will not permit overtime work or the performance of Work on Saturday, Sunday or any legal holiday without OWNER’s written consent given after prior written notice to ENGINEER. 6.4 Full Responsibility. Unless otherwise specified in the Contract Documents, CONTRACTOR shall furnish and assume full responsibility for all materials, equipment, labor, transportation, construction equipment and machinery, tools, appliances, fuel, power, light, heat, telephone, water and sanitary facilities and all other facilities and incidentals necessary for the furnishing, performance, testing, start-up and completion of the Work. 6.5 General Standards of Quality. All materials and equipment shall be of good quality and new, except as otherwise provided in the Contract Documents. All warranties and guarantees specifically called for by the Contract Documents shall expressly run to the benefit of OWNER. If required by ENGINEER or OWNER, CONTRACTOR shall furnish satisfactory evidence (including reports of required tests) as to the kind and quality of materials and equipment. All materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned in accordance with the instructions of the applicable manufacturer, fabricator, supplier or distributor, except as otherwise provided in the Contract Documents; but no provisions of any such instructions will be effective to assign to OWNER, ENGINEER, or any of ENGINEER’s consultants, agents or employees, any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibility contrary to the provisions of Sections 8.10 or 8.11. 6.6 Adjusting Progress Schedule. To the extent indicated in Section 2.9, CONTRACTOR shall submit to ENGINEER adjustments in the progress schedule to reflect the impact thereon of new developments. These will conform generally to the progress schedule then in effect and additionally will comply with any provisions of the General Conditions applicable thereto. G-18 IN20030661.C2.GC2003.DOC 6.7 Substitute or “Or Equal” Items. Whenever, in the Contract Documents, an article, material, apparatus, equipment, or process is called for by trade name or by the name of a patentee, manufacturer, or dealer or by reference to catalogs of a manufacturer or dealer, It shall be understood as intending to mean and specify the article, material, apparatus, equipment, or process designated, or any approved equal thereto in quality, finish, design, efficiency and durability and equally serviceable for the purposes for which it is intended. Whenever material or equipment is submitted by CONTRACTOR for approval as being equal to that specified, the submittal shall include sufficient information and data to demonstrate that the material or equipment conforms to all Contract requirements. The decision as to whether or not such material or equipment is equal to that specified shall be made by the OWNER in consultation with ENGINEER. Neither the approval of alternate material or equipment as being equivalent to that specified nor the furnishing of the material or equipment specified, shall in any way relieve CONTRACTOR of responsibility for failure of the material or equipment, due to faulty design, material, or workmanship, to perform the functions required by the Contract Documents. 6.8 Engagement of Subcontractors, Suppliers and Others. CONTRACTOR shall not employ any Subcontractor, Supplier or other person or organization, whether initially or as a substitute, against whom OWNER or ENGINEER may have reasonable objection. CONTRACTOR shall not be required to employ any Subcontractor, Supplier or other person or organization to furnish or perform any of the Work against whom CONTRACTOR has reasonable objection. If the Contract Documents require the identity of certain Subcontractors, Suppliers or other persons or organizations (including those who are to furnish the principal items of materials and equipment) to be submitted to OWNER prior to the Effective Date of the Agreement, for acceptance by OWNER and ENGINEER, and if CONTRACTOR has submitted a list thereof in accordance with the Contract Documents, OWNER’s or ENGINEER’s acceptance or acquiescence as to any such Subcontractor, Supplier or other person or organization so identified may be revoked on the basis of reasonable objection after due investigation, in which case CONTRACTOR shall submit an acceptable substitute, in which case the Contract Price will be adjusted by the difference in the cost occasioned by such substitution and an appropriate Change Order will be issued or Written Amendment signed. No acceptance by OWNER or ENGINEER of any such Subcontractor, Supplier or other person or organization shall constitute a waiver of any right of OWNER or ENGINEER to reject Defective Work or to pursue other rights and remedies in respect thereof. 6.9 Responsibility For Others. CONTRACTOR shall be fully responsible to OWNER and ENGINEER for all acts and omissions of his Subcontractors, Suppliers and other persons and organizations performing or furnishing any of the Work under a direct or indirect contract with CONTRACTOR just as CONTRACTOR is responsible for CONTRACTOR’s own acts and omissions. Nothing in the Contract Documents shall create any contractual relationship between OWNER or ENGINEER and any Subcontractor, Supplier or other person or organization, except as to warranties enforceable by OWNER as against such parties, nor shall it create any obligation on the part of OWNER or ENGINEER to pay or to see to the payment of any moneys due any such Subcontractor, Supplier or other person or organization, except as may otherwise be required by Laws and Regulations. G-19 IN20030661.C2.GC2003.DOC 6.10 Allocation of Work. The sections of the Specifications and the identifications of any Drawings shall not control CONTRACTOR in dividing the Work among Subcontractors or Suppliers or delineating the Work to be performed by any specific trade. 6.11 Subcontract Provisions. All Work performed by Subcontractors will be pursuant to an appropriate agreement between CONTRACTOR and the Subcontractor which specifically binds the Subcontractor to these General Conditions and the applicable terms and conditions of all other Contract Documents and contains waiver provisions as required by Section 5.7. CONTRACTOR shall pay each Subcontractor a just share of any insurance moneys received by CONTRACTOR on account of losses under policies issued pursuant to Article 5. 6.12 Patent Fees and Royalties. CONTRACTOR shall pay all license fees and royalties and assume all costs incident to the use in the performance of the Work or the incorporation in the Work of any invention, design, process, product or device which is the subject of patent rights or copyrights held by others. If a particular invention, design, process, product or device is specified in the Contract Documents for use in the performance of the Work and if to the actual knowledge of OWNER or ENGINEER its use is subject to patent rights or copyrights calling for the payment of any license fee or royalty to others, the existence of such rights shall be disclosed by OWNER in the Contract Documents. CONTRACTOR shall indemnify and hold harmless OWNER and ENGINEER and anyone directly or indirectly employed by either of them from and against all claims, damages, losses and expenses (including attorney fees and court and arbitration costs) arising out of any infringement of patent rights or copyrights incident to the use in the performance of the Work or resulting from the incorporation in the Work of any invention, design, process, product or device not specified in the Contract Documents, and shall defend, if requested by OWNER or ENGINEER, all such claims in connection with any alleged infringement of such rights. 6.13 Permits. Unless otherwise provided elsewhere in the Contract Documents, CONTRACTOR shall obtain and pay for all construction permits and licenses. OWNER shall assist CONTRACTOR, when necessary, in obtaining such permits and licenses. CONTRACTOR shall pay all governmental charges and inspection fees necessary for the prosecution of the Work, which are applicable at the time of opening of Bids. CONTRACTOR shall pay all charges of utility owners for connections to the Work, and OWNER shall pay all charges of such utility owners for capital costs related thereto such as plant investment fees. 6.14 Laws and Regulations. CONTRACTOR shall give all notices and comply with all Laws and Regulations in effect during the furnishing and performance of the Work. Except where otherwise expressly required by applicable Laws and Regulations, neither OWNER nor ENGINEER shall be responsible for monitoring CONTRACTOR’s compliance with Laws or Regulations. If CONTRACTOR observes that the Specifications or Drawings are at variance with any such Laws or Regulations, CONTRACTOR shall give ENGINEER and OWNER prompt written notice thereof, and if OWNER in consultation with ENGINEER determines any changes to be necessary such changes will be authorized by one of the methods indicated in Section 3.4. It shall G-20 IN20030661.C2.GC2003.DOC not be the CONTRACTOR’s primary responsibility to make certain that the Specifications and Drawings are in accordance with Laws and Regulations, however, this shall not relieve CONTRACTOR of CONTRACTOR’s obligations under this paragraph or under Section 2.6 or Section 3.3. If CONTRACTOR performs any Work knowing or having reason to know that it is contrary to such Laws and Regulations, and without such notice to ENGINEER and OWNER, CONTRACTOR shall bear the risk of all claims, costs, losses and damages caused by, arising out of or resulting therefrom. 6.15 Taxes. CONTRACTOR shall pay all sales, consumer, use and other similar taxes required to be paid by CONTRACTOR in accordance with the Laws and Regulations applicable to the place where the Project is located. OWNER is required by statute to withhold certain taxes, including Indiana State Gross Income tax, from all payments made to non-resident contractors who are corporations and to remit such tax quarterly to the Indiana Department of Revenue. A foreign corporation which is registered with the Indiana Secretary of State to do business in Indiana shall be exempt from this withholding requirement. Exemption certificates for the Indiana Gross Retail tax (sales tax) for property that becomes property of OWNER and all Federal Excise tax can be furnished by OWNER and therefore such taxes shall not be included in the Contract Price. CONTRACTOR may request exemption certificate forms directly from OWNER. 6.16 Use of Premises. CONTRACTOR shall confine construction equipment, the storage of materials and equipment and the operations of workers to the Project site and land and areas identified in and permitted by the Contract Documents, as determined in the pre- construction meeting, and other land and areas permitted by Laws and Regulations, rights-of-way, permits and easements, and shall not unreasonably encumber the premises with construction equipment or other materials or equipment. CONTRACTOR shall assume full responsibility for any damage to any such land or area, or to the owner or occupant thereof or of any land or areas contiguous thereto, resulting from the performance of the Work. Should any claim be made against OWNER or ENGINEER by any such owner or occupant because of the performance of the Work, CONTRACTOR shall promptly attempt to settle with such other party by agreement or otherwise resolve the claim by arbitration or at law. CONTRACTOR shall, to the fullest extent permitted by Laws and Regulations, indemnify and hold OWNER and ENGINEER harmless from and against all claims, damages, losses and expenses (including, but not limited to, fees of engineers, architects, attorneys and other professionals and court and arbitration costs) arising directly, indirectly or consequentially out of any action, legal or equitable, brought by any such other party against OWNER or ENGINEER to the extent based on a claim arising out of CONTRACTOR’s performance of the Work 6.17 Control of Waste. During the progress of the Work, CONTRACTOR shall keep the premises free from accumulations of waste materials, rubbish and other debris resulting from the Work. At the completion of the Work CONTRACTOR shall remove all waste materials, rubbish and debris from and about the premises as well as all tools, appliances, construction equipment, machinery and surplus materials, and shall leave the site clean and ready for occupancy by OWNER. CONTRACTOR shall restore to original condition all property not designated for alteration by the Contract Documents. G-21 IN20030661.C2.GC2003.DOC 6.18 Loads on Structures. CONTRACTOR shall not load nor permit any part of any structure to be loaded in any manner that will endanger the structure, nor shall CONTRACTOR subject any part of the Work or adjacent property to stresses or pressures that will endanger it. 6.19 Record Documents. CONTRACTOR shall maintain in a safe place at the site one record copy of all Specifications, Drawings, Addenda, Written Amendments, Change Orders, Work Directive Changes, Field Orders and written interpretations and clarifications (issued pursuant to Section 8.4) in good order and annotated to show all changes made during construction. These record documents together with all approved samples and a counterpart of all approved Shop Drawings will be available to ENGINEER for reference. Upon completion of the Work, these record documents, samples and Shop Drawings shall be delivered to ENGINEER for OWNER as a condition to CONTRACTOR’s right to receive final payment. 6.20 Safety and Protection 6.20.1 CONTRACTOR shall be solely responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the Work and shall take all necessary precautions for the safety of, and provide the necessary protection to prevent damage, injury or loss to (i) all employees on the Work and other persons and organizations who may be affected thereby, (ii) all the Work and all materials or equipment to be incorporated therein, whether in storage on or off the site, and (iii) other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, utilities and Underground Facilities not designated for removal, relocation or replacement in the course of construction. 6.20.2 CONTRACTOR shall comply with all applicable Laws and Regulations of any public body having jurisdiction for the safety of persons or property or to protect them from damage, injury or loss; and shall erect and maintain all necessary safeguards for such safety and protection. CONTRACTOR shall notify owners of adjacent property, owners of Underground Facilities and utility owners when prosecution of the Work may affect them, and shall cooperate with them in the protection, removal, relocation and replacement of their property. All damage, injury or loss to any property referred to in Section 6.20.1 caused, directly or indirectly, in whole or in part, by CONTRACTOR, any Subcontractor or Supplier, or any other person or organization directly or indirectly employed by any of them to perform or furnish any of the Work or anyone for whose acts any of them may be liable, shall be remedied by CONTRACTOR (except damage or loss attributable to the fault of Drawings or Specifications or to the acts or omissions of OWNER or ENGINEER or anyone employed by either of them or anyone for whose acts either of them may be liable, and not attributable, directly or indirectly, in whole or in part, to the fault or negligence of CONTRACTOR). CONTRACTOR’s duties and responsibilities for the safety and protection of the Work shall continue until such time as all the Work is completed and ENGINEER has issued a notice to OWNER and CONTRACTOR in accordance with Section G-22 IN20030661.C2.GC2003.DOC 13.11 that the Work is acceptable (except as otherwise expressly provided in connection with Substantial Completion). 6.20.3 Pursuant to I.C. 36-1-12-20, all Work which requires the creation of a trench or hole of at least five (5) feet in depth, shall be provided with a trench safety system. Trench safety systems shall meet all of the requirements of IOSHA Regulations 29 C.F.R. 1926, Subpart P or other applicable safety standards and regulations. The cost or compliance with any and all such regulations shall be borne by the CONTRACTOR without any increase in the Contract Price. OWNER shall pay for the trench safety system as a separate pay item if one is provided on unit cost work; or, if a separate pay item is not provided, OWNER shall pay for the safety system as part of the pay item or schedule of values item for the principal Work with which the safety system is associated, as determined by ENGINEER. 6.20.4 CONTRACTOR shall designate a responsible representative at the site whose duty shall be the prevention of accidents. This person shall be CONTRACTOR’s superintendent unless otherwise designated in writing by CONTRACTOR to OWNER. 6.20.5 CONTRACTOR shall be responsible for coordinating any exchange of material safety data sheets or other hazard communication information required to be made available to or exchanged between or among employers at the site in accordance with Laws or Regulations. 6.21 Emergencies. In emergencies affecting the safety or protection of persons or the Work or property at the site or adjacent thereto, CONTRACTOR, without special instruction or authorization from ENGINEER or OWNER, is obligated to act to prevent threatened damage, injury or loss. CONTRACTOR shall give ENGINEER and OWNER immediate written notice if CONTRACTOR believes that any significant changes in the Work or variations from the Contract Documents are caused thereby. If OWNER determines that a change in the Contract Documents is required because of the action taken in response to an emergency, a Work Directive Change or Change Order will be issued to document the consequences of the changes or variations. 6.22 Shop Drawings and Working Drawings. 6.22.1 CONTRACTOR shall promptly prepare and submit layout, detail and shop drawings to insure proper construction, assembly, and installation of the Work using those materials and equipment specified in the Technical Specifications. Such drawings will be known as “Working Drawings”. A schedule of Working Drawings submissions shall be submitted for ENGINEER’s approval on a form acceptable to ENGINEER within ten (10) days of the effective date after the signing of the Agreement by OWNER 6.22.2 Working Drawings shall be numbered consecutively and shall accurately and distinctly present (i) all working and erection dimensions, (ii) arrangements and sectional views, (iii) necessary details, including complete information for G-23 IN20030661.C2.GC2003.DOC making connections between Work under this Contract and work under other contracts, (iv) electrical wiring connections between all equipment furnished under the Contract, including all internal wiring between internal components of equipment, (v) kinds of materials and finishes, and (vi) parts lists and description thereof. 6.22.3 Drawings for mechanical and electrical equipment shall present, where applicable, such data as dimensions, weight and performance characteristics. This data shall show conformance with the performance characteristics and other criteria incorporated in the Contract Documents. Each drawing or page shall include (i) submittal date and revision dates, (ii) project name, division number and descriptions, (iii) Detailed Specifications section number and page number, (iv) identification of equipment, product or material, (v) name of CONTRACTOR and Subcontractor, (vi) name of Supplier and Manufacturer, (vii) relation to adjacent structure or material, (viii) field dimensions, clearly identified, (ix) ASTM, Federal and other Specification references, (x) space for ENGINEER’s stamps (xi) identification of deviations from the Contract Documents, (xii) CONTRACTOR’s stamp, initialed or signed, dated and certifying to review of submittal, certification of field measurements and compliance with Contract, and (xiii) location at which the equipment or materials are to be installed (both physical location and location relative to other connected or attached material). ENGINEER will return, unchecked, any submittal which does not contain complete data on the Work and full information on related matters. Stock or standard drawings will not be accepted for review unless full identification and supplementary information is shown thereon in ink or typewritten form. 6.22.4 CONTRACTOR shall check and approve all Working Drawings before transmitting them to ENGINEER to determine that they comply with requirements of the Contract Documents. Drawings which are incomplete or are not in compliance with the Contract Documents shall not be submitted for processing by ENGINEER. CONTRACTOR shall place his signature or initials on his stamp of approval on all Working Drawings submitted to ENGINEER to indicate compliance with this requirement. CONTRACTOR’s approval shall constitute a representation that all quantities, dimensions, field construction criteria, materials, catalog numbers, performance criteria and similar data have been verified and that, in his opinion, the submittal fully meets the requirements of the Contract Documents. CONTRACTOR shall schedule, prepare and submit all working drawings in accordance with a time-table that will allow his Suppliers and Manufacturers sufficient time to fabricate, manufacture, inspect, test and deliver their respective products to the project site in a timely manner so as to not delay the complete performance of the Work. The time-table so developed shall be in conformance with the completion dates specified in the Agreement. 6.22.5 If the Working Drawings show departures from the Contract requirements, CONTRACTOR shall make specific mention thereof in his letter of transmittal, otherwise approval of such submittals by ENGINEER shall not constitute G-24 IN20030661.C2.GC2003.DOC approval of the departure. Approval of the drawings shall constitute approval of the subject matter thereof only and not of any structure, material, equipment or apparatus shown or indicated. 6.22.6 The approval of Working Drawings will be general and shall not relieve CONTRACTOR of responsibility for the accuracy of such drawings, nor for the proper fitting and construction of the Work, nor for the furnishing of materials or work required by the Contract and not indicated on the drawings. No Work called for by Working Drawings shall be done until such drawings have been approved by ENGINEER. 6.22.7 The procedure in seeking approval of the Working Drawings shall be as follows: .1 CONTRACTOR shall submit six (6) complete sets of drawings and other descriptive data together with six (6) copies of a letter of transmittal to ENGINEER for approval. The letter of transmittal shall contain the name of the Project, Workmanship and Materials section number, the name of CONTRACTOR, the list of drawings submitted including numbers and titles, requests for any approval of departures from the contract requirements and any other pertinent information. .2 Drawings or descriptive data will be stamped “Approved”, “Approved as Noted”, or “Not Approved” by the ENGINEER, and one (1) copy with a letter of transmittal will be returned to CONTRACTOR. .3 If a drawing or other data is stamped “Approved”, CONTRACTOR shall insert the date of approval on six (6) additional copies of the document and transmit the six (6) copies to ENGINEER together with one copy of a letter of transmittal containing substantially the same information required in Sub- Section .1. .4 If a drawing or other data is stamped “Approved as Noted’, CONTRACTOR shall make the corrections indicated and proceed as in Sub-Section .3. .5 If a drawing or data is stamped “Not Approved”, CONTRACTOR shall make the necessary corrections and resubmit the documents as required in Sub- Section .1. The letter transmitting corrected documents shall indicate that the documents comprise a resubmittal. .6 If any corrections, other than those noted by ENGINEER, are made on a Working Drawing prior to resubmittal, such changes must be pointed out by CONTRACTOR upon resubmittal. .7 CONTRACTOR shall revise and resubmit the Working Drawings as required until approval thereof is obtained. Costs associated with the ENGINEER’s review of any third and subsequent submittals shall be borne by CONTRACTOR. CONTRACTOR shall be billed for these costs by OWNER or the OWNER may deduct such costs from subsequent payment. G-25 IN20030661.C2.GC2003.DOC 6.23 Continuing the Work. CONTRACTOR shall diligently and uninterruptedly carry on the Work and adhere to the progress schedule during all disputes or disagreements with OWNER. No Work shall be delayed or postponed pending resolution of any disputes or disagreements, except as permitted by Section 14.5 or as CONTRACTOR and OWNER may otherwise specifically agree in writing. Any work stoppage, delay, suspension or significant reduction in manpower, or removal of equipment from the site, determined by the ENGINEER or OWNER to have occurred by reason of any such unresolved dispute or disagreement shall constitute an event of default thereby subjecting CONTRACTOR to termination of the Contract. 6.24 Allocation of Risk and Indemnification. 6.24.1 To the fullest extent permitted by Laws and Regulations CONTRACTOR shall indemnify and hold harmless OWNER and ENGINEER and their consultants, agents and employees from and against all claims, damages, losses, liabilities and expenses, direct, indirect or consequential (including but not limited to fees and charges of engineers, architects, attorneys and other professionals, court costs and arbitration costs) arising out of or resulting from the performance of the Work or from the installation, existence, use, maintenance, condition, repairs, alteration or removal of any equipment or material, provided that any such claim, damage, loss, liability or expense is caused in whole or in part by a negligent act or omission of CONTRACTOR, any Subcontractor, any person or organization directly or indirectly employed by any of them to perform or furnish any of the Work or anyone for whose acts any of them may be liable, regardless of whether or not it is caused in part by a party indemnified hereunder or arises by or is imposed by Law or Regulation regardless of the negligence of any such party. Such indemnification shall also apply to any warranty work required by the Contract Documents. 6.24.2 In any and all claims against OWNER or ENGINEER or any of their consultants, agents or employees by any employee of CONTRACTOR, any Subcontractor, any person or organization directly or indirectly employed by any of them to perform or furnish any of the Work or anyone for whose acts any of them may be liable, the indemnification obligation under this Section shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for CONTRACTOR or any Subcontractor or other person or organization under workers’ or workmen’s compensation acts, disability benefit acts or other employee benefit acts. 6.24.3 The obligations of CONTRACTOR under this Section shall not extend to the liability of ENGINEER, ENGINEERs’ consultants, agents or employees arising out of the preparation or approval of maps, drawings, opinions, reports, surveys, Change Orders, design or specifications. 6.25 Subcontractor and other Liens. CONTRACTOR agrees and warrants to the OWNER that no claim or lien shall attach to or be filed on the Project by virtue of CONTRACTOR’s default in paying any employee, subcontractor or supplier. Should such claim or lien be filed, payment otherwise due the CONTRACTOR will not be due until CONTRACTOR G-26 IN20030661.C2.GC2003.DOC delivers to OWNER a complete release of such claim or lien, or, at OWNER’s option, a bond satisfactory to OWNER indemnifying OWNER against such claim or lien. 6.26 Installation of Utility Service. CONTRACTOR shall assume all responsibility for proper installation of utility services to meet all rules and regulations of all utility companies or government agencies involved. It is the responsibility of CONTRACTOR to provide a complete service and provide all work necessary to coordinate the Work with the work of the utility companies. 6.27 Damage, Survey and Correction. CONTRACTOR, accompanied by a representative of OWNER and/or ENGINEER, shall make a damage survey of the work site and adjacent properties prior to commencing the Work and before making application for final payment for the Work. CONTRACTOR shall provide OWNER a written inventory of damage observed during each survey. CONTRACTOR shall replace or repair all existing construction and facilities (both surface and subsurface) including, but not limited to, sidewalks, fences, yards, plantings, mechanical services and electrical services which may be damaged in the performance of the Work. All damage shall be corrected and such facilities shall be restored to their original condition. Materials and construction shall be new and equal in quality, design, workmanship and installation to the existing material and construction. 6.28 Damage Notification. CONTRACTOR shall notify ENGINEER immediately upon observing damage to the site regardless of whether or not the damage is the result of CONTRACTOR’s operations. 6.29 Construction Wage Rates. There shall be paid each laborer of the CONTRACTOR or Subcontractor engaged in Work under the Agreement in the classification listed on the construction wage rate scale included in the Contract Documents, not less than the hourly wage rate set opposite the same, regardless of any contractual relationship which may be alleged to exist between the CONTRACTOR or any subcontractors and such laborers. The schedule of common construction wage rates has been determined in compliance with the provisions of applicable Indiana statutes. 6.29.1 The specified wage rates are minimum rates only, and the OWNER will not consider any claims for additional compensation made by the CONTRACTOR because of payment by the CONTRACTOR of any wage rate in excess of the applicable rate contained in this Agreement. All disputes in regard to the payment of wages in excess of those specified in this Agreement shall be adjusted by the CONTRACTOR. 6.29.2 Except as may be otherwise required by law, all claims and disputes pertaining to the classification of labor employed on the project under this Agreement shall be decided by the OWNER’s governing body or other duly designated officials. 6.29.3 The CONTRACTOR shall post, at appropriate conspicuous points at the site of the Project, a schedule showing all determined wage rates for the three (3) classes of laborers to be engaged in work on the Project under the Agreement and all G-27 IN20030661.C2.GC2003.DOC deductions, if any, required by law to be made from unpaid wages actually earned by the laborers so engaged. ARTICLE 7 - WORK BY THIRD PARTIES 7.1 Separate Work By Others. OWNER may perform other work related to the Project at the site by OWNER’s own forces, have other work performed by utility owners or their contractors or let other direct contracts which shall contain General Conditions similar to these. If the performance of such work is not reasonably indicated by the Contract Documents or is not reasonably inferable therefrom or otherwise inherent in connection with the Work as described by the Contract Documents as such work relates to the overall Project, written notice thereof will be given to CONTRACTOR prior to starting any such other work; and, if CONTRACTOR believes that such performance will involve additional expense to CONTRACTOR or requires additional time, and the parties are unable to agree as to the extent thereof, CONTRACTOR may make a claim therefore as provided in Articles 10 and 11. CONTRACTOR shall afford each utility owner or its contractors and any other contractor who is a party to such a direct contract, or OWNER’S employees if OWNER is performing work with its own forces, proper and safe access to the site and reasonable opportunity for the proper, efficient and timely performance of such work and for introduction and storage of materials and equipment, and shall properly connect and coordinate the Work with the work and activities of such other parties. CONTRACTOR shall do all cutting, fitting and patching of the Work that may be required to make its several parts come together properly and integrate with such other work. CONTRACTOR shall not endanger any work of others by cutting, excavating or otherwise altering their work and will only cut or alter their work with the written consent of ENGINEER and the others whose work will be affected. The duties and responsibilities of CONTRACTOR under this Section are for the benefit of and may be directly enforced by such utility owners and other separate contractors to the extent that there are comparable provisions for the benefit of the CONTRACTOR in said direct contracts between OWNER and such utility owners and other contractors. 7.2 Inspecting Other Work. If any part of CONTRACTOR’s Work depends, for proper execution or results, upon the work of any such other contractor or utility owner or OWNER’s forces, CONTRACTOR shall inspect and promptly report to ENGINEER in writing any delays, defects or deficiencies in such work that render it unavailable or unsuitable for such proper execution and results or that hinder or otherwise impact the Work to be performed by CONTRACTOR. CONTRACTOR’s failure to report will constitute an acceptance of the other work as fit and proper for integration with CONTRACTOR’s Work except for latent or non-apparent defects and deficiencies in the other work. 7.3 Coordination. CONTRACTOR shall schedule the Work such that it shall cause no delay in the work of the other contractors. ENGINEER will monitor the CONTRACTOR’s coordination of its Work with the work of other contractors. Where coordination and scheduling conflicts arise between the Work and the work of other contractors on the site, ENGINEER will provide input to resolve the conflict, but such input or monitoring by the ENGINEER shall not relieve the CONTRACTOR of its obligations in respect of G-28 IN20030661.C2.GC2003.DOC coordination with other contractors. Except as provided in Section 11.4, CONTRACTOR shall have no claim against OWNER for delays, disruptions or hindrances caused by other contractors who may be operating at the site, including, without limitation, delays resulting from lack of coordination. Should CONTRACTOR cause damage to another contractor or subcontractor employed on the Project, CONTRACTOR agrees to settle with such other contractor or subcontractor by agreement, if the other party will so settle. If such other contractor or subcontractor sues OWNER or ENGINEER on account of damage alleged to have been sustained, OWNER or ENGINEER as applicable, shall notify CONTRACTOR and CONTRACTOR shall bear the cost of defending such proceedings, and if a judgment or award in arbitration against OWNER or ENGINEER arises therefrom, CONTRACTOR shall pay or satisfy said judgment, and pay all cost incurred by OWNER or ENGINEER, including attorney fees. ARTICLE 8 - OWNER’S AND ENGINEER’S STATUS DURING CONSTRUCTION 8.1 OWNER’s Representative. ENGINEER will be OWNER’s representative during the construction period. The duties and responsibilities and the limitations of authority of ENGINEER as OWNER’s representative during construction are set forth in the Contract Documents and shall not be extended without written consent of OWNER and ENGINEER. 8.2 Visits to Site. ENGINEER will make visits to the site at intervals appropriate to various stages of construction to observe and become cognizant with the progress, quality and quantity of the executed Work and to determine, in general, if the Work is proceeding in accordance with the Contract Documents. ENGINEER will also, as he deems necessary, make on-site inspections to check the quality or quantity of the Work. ENGINEER’s efforts will be undertaken solely for the purpose of providing OWNER a greater degree of confidence that all Work will conform to the Contract Documents. On the basis of such visits and on-site observations as an experienced and qualified design professional, ENGINEER will keep OWNER informed of the progress of the Work and will endeavor to guard OWNER against defects and deficiencies in the Work. 8.3 Project Representation. OWNER may, at its sole option, assign one or more full or part time engineers, inspectors or other representatives to observe the performance of the Work. The duties, responsibilities and limitations of authority of any such representatives will be as provided in the General Conditions or as otherwise stated to CONTRACTOR in writing by the Director or other duly appointed official of the department or agency of the OWNER for whose use and/or benefit the Project is to be constructed. 8.4 Clarifications and Interpretations. ENGINEER may issue written clarifications or interpretations of the requirements of Contract Documents (in the form of Drawings or otherwise) as ENGINEER may determine necessary, which shall be consistent with or reasonably inferable from the overall intent of the Contract Documents. Such clarifications and interpretations shall become binding upon the CONTRACTOR upon ratification thereof by the OWNER. If CONTRACTOR believes that a written clarification or interpretation justifies an increase in the Contract Price or an extension of G-29 IN20030661.C2.GC2003.DOC the Contract Time and the parties are unable to agree to the amount or extent thereof, CONTRACTOR may make a claim therefore as provided in Article 10 or Article 11. 8.5 Authorized Variations in Work. OWNER, or ENGINEER following consultation with and approval by the OWNER , may authorize minor variations in the Work Time the requirements of the Contract Documents which do not involve an adjustment in the Contract Price or the Contract Time and are consistent with the overall intent of the Contract Documents. These may be accomplished by a Field Order or other form of written directive and will be binding on OWNER, and also on CONTRACTOR who shall perform the Work involved promptly. If CONTRACTOR believes that a Field Order or other written directive issued pursuant to this Section justifies an increase in the Contract Price or an extension of the contract time, CONTRACTOR shall make a claim therefore as provided in Article 10 or 11. 8.6 Rejecting Defective Work. OWNER or ENGINEER will have authority to disapprove or reject Work which is believed or determined to be defective, and will also have authority to require special inspection or testing of the Work as provided in Section 12.4, whether or not the Work is fabricated, installed or completed. 8.7 ENGINEER’s Interpretations and Decisions. ENGINEER will be the initial interpreter of the requirements of the Contract Documents and judge of the acceptability of the Work thereunder to the extent that such requirements and issues respecting acceptability of the Work involve decisions or interpretations dealing with technical, engineering, design or other subject matters, arising out of the Technical Specifications and within the expertise of the ENGINEER. Written notice of each such claim, dispute and other matter will be delivered by the claimant to ENGINEER and the other party to the Agreement promptly (but in no event later than twenty (20) days) after occurrence of the event giving rise thereto, and written supporting data will be submitted to ENGINEER and the other party within thirty (30) days of such occurrence unless ENGINEER allows an additional period of time to ascertain more accurate data in support of the claim. In the event of such referral, the ENGINEER will render a formal decision in writing within a reasonable time. The OWNER shall resolve all other disagreements arising from the Technical Specifications or other sections of the Contract Documents and CONTRACTOR shall comply with the time limitations contained herein. 8.8 Non-liability of ENGINEER. Neither ENGINEER’s authority to act under this Article or elsewhere in the Contract Documents nor any decision made by ENGINEER in good faith, either to exercise or not to exercise such authority, shall give rise to any duty or responsibility of ENGINEER to CONTRACTOR, any Subcontractor, any Supplier, or any other person or organization performing any of the Work, or to any surety for any of them. 8.9 Purposes of ENGINEER’s Activities. Whenever in the Contract Documents the terms “as ordered”, “as directed”, “as required”, “as allowed”, “as approved” or terms of like effect or import are used, or the adjectives “reasonable”, “suitable”, “acceptable”, “proper” or “satisfactory” or adjectives of like effect or import are used to describe requirement, direction, review or judgment of ENGINEER as to the Work, it is intended that such requirement, direction, review or judgment will be solely to evaluate the Work G-30 IN20030661.C2.GC2003.DOC for compliance with the Contract Documents (unless there is a specific statement indicating otherwise). The use of any such term or adjective shall not be effective to assign to ENGINEER any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibility contrary to the provisions of this Article. 8.10 Construction Methods. OWNER and ENGINEER shall have no responsibility for CONTRACTOR’s selection or implementation of means, methods, techniques, sequences or procedures of construction, or the safety precautions and programs incident thereto, and OWNER and ENGINEER will not be responsible for CONTRACTOR’s failure to perform or furnish the Work or to fulfill other duties in accordance with the Contract Documents. 8.11 Acts or Omissions By Others. OWNER and ENGINEER will not be responsible for the acts or omissions of CONTRACTOR or of any Subcontractors, any Supplier, or of any separate contractor or other person or organization furnishing any work, labor, materials or services for or in furtherance of the Project. 8.12 Communications. OWNER may issue all communication to CONTRACTOR through ENGINEER or at its option may communicate with the CONTRACTOR directly, with a copy to the ENGINEER. 8.13 Replacement for ENGINEER. In case of termination of the employment of ENGINEER, OWNER shall appoint an engineer whose status under the Contract Documents shall be that of the former ENGINEER; provided, that OWNER may, at its sole option and with notice to CONTRACTOR, elect to exercise all or part of the function and authority of the ENGINEER following such termination, either permanently or on an interim basis. ARTICLE 9 - CHANGES IN THE WORK 9.1 OWNER’s Right To Initiate Changes. Without invalidating the Agreement and without notice to any surety, OWNER may at any time order additions, deletions or revisions in the Work. Such changes will be authorized by a Written Amendment, a Change Order or a Work Directive Change. Upon receipt of any such document, CONTRACTOR shall promptly proceed with the Work involved which will be performed under the applicable provisions of the Contract Documents except as otherwise specifically provided. 9.2 Inability To Agree on Price or Time Adjustments. If OWNER and CONTRACTOR are unable to agree as to the extent, if any, of an increase or decrease in the Contract Price or an extension or shortening of the Contract Time that should be allowed as a result of an OWNER-initiated change, a claim may be made therefore as provided in Article 10 or Article 11. 9.3 Non-Required Work. CONTRACTOR shall not be entitled to an increase in the Contract Price or an extension of the Contract Time with respect to any Work performed that is not required by the Contract Documents, as amended, modified and supplemented as provided in Sections 3.4 and 3.5, except in the case of an emergency as provided in Section 6.21 and except in the case of uncovering Work as provided in Section 12.4. G-31 IN20030661.C2.GC2003.DOC 9.4 Change Orders and Amendments. OWNER and CONTRACTOR shall execute appropriate Change Orders or Written Amendments covering (i) changes to the Work which are ordered by OWNER pursuant to Section 9.1, are required because of acceptance of Defective Work under Section 12.8 or correcting Defective Work under Section 12.9; (ii) changes in the Contract Price or Contract Time which are agreed to by the parties; and (iii) changes in the Contract Price or Contract Time which embody the substance of any written decision rendered by ENGINEER pursuant to Section 8.7, provided that, in lieu of executing any such Change Order, an appeal may be taken from any such decision in accordance with the provisions of the Contract Documents and applicable Laws and Regulations, but during any such appeal, CONTRACTOR shall carry on the Work and adhere to the progress schedule as provided in Section 6.23. ARTICLE 10 - CHANGE OF CONTRACT PRICE 10.1 Items Included in Contract Price. The Contract Price constitutes the total compensation (subject to authorized adjustments) payable to CONTRACTOR for performing the Work and assuming all obligations and risks as provided by the Contract Documents. All duties, responsibilities and obligations assigned to or undertaken by CONTRACTOR shall be at his expense without change in the Contract Price. 10.2 Changes in Contract Price. The Contract Price may only be changed by a Change Order or by a Written Agreement. Any claim for an increase or decrease in the Contract Price shall be based on written notice delivered by the party making the claim to the other party and ENGINEER promptly, but in no event later than twenty (20) days after the occurrence of the event or the commencement of a series of events giving rise to the claim, which notice shall particularly state the factual basis of the claim and the nature and extent of additional costs or damages to be sustained therefrom. Notice of the specific amount of the claim, with supporting data shall be delivered to the other party and ENGINEER within thirty (30) days after such notice, unless ENGINEER, for good cause shown, allows an additional period of time for claimant to ascertain and present accurate supporting data. A written statement of the amount claimed by claimant shall be conclusively presumed to include all direct, indirect and consequential amounts claimed or to be claimed by claimant as a result of all facts, occurrences and events giving rise thereto. Nothing provided in this Section shall be construed to afford the CONTRACTOR any rights or claims otherwise precluded by any other provisions of these General Conditions or other Contract Documents. The burden of proof for such claim shall be on claimant. 10.3 Value of Affected Work. The value of any Work affected by a Change Order, or any Written Agreement, or of any increase or decrease in the Contract Price in respect of OWNER-initiated changes or CONTRACTOR claims as provided by this Section shall be determined in one of the following ways: 10.3.1 For Work covered in whole or in part by unit prices contained in the Contract Documents, by application of such unit prices to the quantities of the contract items involved, unless otherwise provided in the Contract Documents; G-32 IN20030661.C2.GC2003.DOC 10.3.2 For items or elements of Work not covered by unit prices, by mutual acceptance of a lump sum or unit price; or, if no such agreement is reached, on the basis of the Cost of the Work (determined as provided in Sections 10.4 and 10.5) plus a reasonable allowance for CONTRACTOR’s profit and overhead based on a percentage of the Cost of Work not to exceed ten percent (10%), or such different percentage as may be specified by other Contract Documents. 10.4 Cost of The Work. The term Cost of the Work means the sum of all costs necessarily incurred and paid by CONTRACTOR in the proper and efficient performance of the particular Work for which costs thereof are to be determined. Except as otherwise may be agreed to in writing by OWNER, such costs shall be in amounts no higher than those prevailing in the locality of the Project. Such costs shall not include any of the costs itemized in Section 10.5 and may include only the following items: 10.4.1 Payroll costs for employees in the direct employ of CONTRACTOR in the performance of the affected Work under schedules of job classifications agreed upon by OWNER and CONTRACTOR. Payroll costs for employees not employed full time on the Work shall be apportioned on the basis of their time spent on such Work. Payroll costs shall include, but not be limited to, salaries and wages plus the cost of fringe benefits which shall include social security contributions, unemployment, excise and payroll taxes, workers’ or workmen’s compensation, health and retirement benefits, bonuses, sick leave, vacation and holiday pay applicable thereto. Such employees shall not include superintendents or other management and supervisory personnel whose costs are included in the Contract Price. The expenses of performing Work after regular working hours, on Saturday, Sunday or legal holidays, shall be included only if authorized by OWNER in writing. 10.4.2 Cost of all materials and equipment furnished and incorporated in the Work, including costs of transportation and storage thereof, and field services by suppliers or manufacturers required in connection therewith. All cash discounts shall accrue to CONTRACTOR unless OWNER deposits funds with CONTRACTOR with which to make payments, in which case cash discounts shall accrue to OWNER. All trade discounts, rebates and refunds, and all returns from sale of surplus materials and equipment shall accrue to OWNER and CONTRACTOR shall make provisions so that they may be obtained. 10.4.3 Payments made by CONTRACTOR to Subcontractors for affected Work performed by Subcontractors. If required by OWNER, CONTRACTOR shall obtain competitive bids from Subcontractors acceptable to CONTRACTOR and shall deliver such bids to OWNER who will then determine, with the advice of ENGINEER, which bids will be accepted. If a subcontract provides that the Subcontractor is to be paid on the basis of cost of the affected Work Plus a fee, Subcontractor’s cost of such Work shall be determined in the same manner as CONTRACTOR’s Cost of the Work. All subcontracts shall be subject to the other provisions of the Contract Documents insofar as applicable. G-33 IN20030661.C2.GC2003.DOC 10.4.4 Cost of special consultants (including, but not limited to, engineers, architects, testing laboratories, surveyors, attorneys and accountants) employed for services specifically related to the affected Work. 10.4.5 Supplemental costs including the following: .1 The proportion of necessary transportation, travel and subsistence expenses of CONTRACTOR’s employees incurred in discharge of duties connected with the affected Work. .2 Costs, including transportation and maintenance, of all materials, supplies, equipment, machinery, appliances, office and temporary facilities at the site and hand tools not owned by the workers, which are consumed in the performance of the affected Work, and cost less market value of such items used but not consumed which remain the property of CONTRACTOR. .3 Rentals of all construction equipment and machinery and the parts thereof whether rented from CONTRACTOR or others in accordance with rental agreements approved by OWNER with the advice of ENGINEER, and the costs of transportation, loading, unloading, installation, dismantling and removal thereof all in accordance with terms of said rental agreements. The rental of any such equipment, machinery or parts shall cease when the use thereof is no longer necessary for the affected Work. When construction equipment is owned by CONTRACTOR, the cost of such equipment shall be in accordance with U.S. Army Corps of Engineers publication titled “Construction Equipment Ownership and Operating Schedule” for Region II. .4 Sales, consumer, sue or similar taxes related to the affected Work, and for which CONTRACTOR is liable, imposed by Laws or Regulations. .5 Deposits lost for causes other than negligence of CONTRACTOR, any Subcontractor or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, and royalty payments and fees for permits and licenses. .6 Losses, damages, and expenses not compensated by insurance or otherwise, related to the Work or otherwise sustained by CONTRACTOR in connection with the performance and furnishing of the affected Work (except losses and damages within the deductible amounts of property insurance established by OWNER in accordance with Article 5, provided they have resulted from causes other than the negligence of CONTRACTOR, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable). Such losses shall include settlements made with the written consent and approval of OWNER. No such losses, damages and expenses shall be included in the Cost of the Work for the purpose of determining CONTRACTOR’s Fee. If, however, any such loss or damage requires reconstruction and CONTRACTOR is placed in charge thereof, G-34 IN20030661.C2.GC2003.DOC CONTRACTOR shall be paid for services a fee proportionate to that stated in Section 10.3. .7 The cost of utilities, fuel and sanitary facilities at the site. .8 Minor expenses such as telegrams, long distance telephone calls, telephone service at the site, expressage and similar petty cash items in connection with the Work. .9 Cost of premiums for additional Bonds and Insurance required because of changes in the Work and premiums for property insurance coverage within the limits of the deductible amounts established by OWNER in accordance with Article 5. 10.5 Excluded Costs. The term Cost of the Work shall not include (i) expenses of CONTRACTOR’s branch offices other than CONTRACTOR’s office at the site, (ii) any part of CONTRACTOR’s capital expenses, including interest on CONTRACTOR’s capital employed for the Work and charges against CONTRACTOR for delinquent payments (iii) cost of premiums for all Bonds and for all insurance not required by the Contract Documents (except for cost of premiums covered by Subparagraph 10.4.5 above), (iv) costs due to the negligence of CONTRACTOR, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, including, but not limited to, the correction of Defective Work, disposal of materials and equipment wrongly supplied and making good any damage to property, and/or (v) other overhead or general expense costs of any kind and the costs of any item not specifically and expressly included in Section 10.4. 10.6 Cash Allowances. It is understood that CONTRACTOR has included in the Contract Price all allowances so named in the Contract Documents, if any, and shall cause the Work so covered to be done by such Subcontractors or Suppliers and for such sums within the limit of the allowances as may be acceptable to OWNER. CONTRACTOR further agrees that: 10.6.1 The Cash Allowances include the cost to CONTRACTOR (less any applicable trade discounts) of materials and equipment required by the allowances to be delivered at the site and all applicable taxes; and 10.6.2 CONTRACTOR’s costs for unloading and handling on the site, labor, installation costs, overhead, profit and other expenses contemplated for the Cash Allowances have been included in the Contract Price and not in the Cash Allowances. No demand for additional payment on account of any such costs will be valid. 10.6.3 Prior to final payment, an appropriate Change Order will be issued as recommended by ENGINEER to reflect actual amounts due CONTRACTOR on account of Work covered by Cash Allowances, and the Contract Price shall be adjusted accordingly. ARTICLE 11 - CHANGE OF CONTRACT TIME; LIQUIDATED DAMAGES; DELAYS AND HINDRANCES G-35 IN20030661.C2.GC2003.DOC 11.1 Liquidated Damages - Assessment. If CONTRACTOR does not achieve Substantial Completion or Final Completion of all elements of the Work within the time required by the Contract Documents, and liquidated damages are established by the Agreement or other Contract Documents to be assessed and recovered by OWNER to compensate OWNER for such delay in completion, it is understood and agreed that OWNER will incur substantial damages and losses which are and will hereafter be difficult or impossible to quantify, ascertain and prove as actual damages for such delay. Such damages are foreseen to include, without limitation, extended or additional costs for observation, inspection, engineering, utilities, insurance, administration, and also indeterminate damages, hindrance, or inconvenience to members of the public, deprivation of use and operation and impairment of financing. Accordingly, and in lieu of actual damages, CONTRACTOR and his Surety shall be liable to OWNER, and OWNER shall be entitled to collect and recover such liquidated damages from CONTRACTOR and his Surety, in lieu of actual damages and not as a penalty, in the respective amounts per day for each calendar day that Substantial Completion or Final Completion of the entire Work, as appropriate, is delayed beyond the date(s) or time limitation(s) provided by the Contract Documents. Neither partial acceptance nor partial Beneficial Occupancy or use of portions of the Work by OWNER prior to achievement of Substantial Completion of all elements of the Work shall defeat or impair OWNER’s rights in respect to liquidated damages as provided by this Article. 11.2 Liquidated Damages - Reasonable Amount. The original Contract Price provided In the Contract Documents shall be deemed to include adequate consideration and payment to compensate CONTRACTOR for the risk of liability imposed upon CONTRACTOR under this Section in respect to liquidated damages and CONTRACTOR acknowledges and agrees that the respective amounts of such liquidated damages are reasonable with due consideration for the type, nature and extent of the Work and the Contract Price and that such liquidated damages fairly approximate the nature and amount of actual damages which OWNER may incur as a result of delayed completion and that such liquidated damages may be assessed and recovered by OWNER without proof or evidence concerning the types or amounts of such actual damages. 11.3 Delay Following Termination. The liquidated damages provided by this Article shall apply equally to delay in the achievement of Substantial Completion following abandonment of the Work by CONTRACTOR or termination by OWNER because of CONTRACTOR’s default, to the extent that such delays are caused in whole or in part by such abandonment, termination, default or other acts or omissions for which CONTRACTOR is responsible. No delay or forbearance by OWNER in enforcing any rights or remedies under the Contract Documents, including without limitation, the right to termination of the CONTRACTOR’s right to proceed and the right to engage completion contractors to complete the Work shall constitute a waiver by OWNER or deprive OWNER of its right to retain, receive and recover such liquidated damages from CONTRACTOR and its surety or diminish the period of delayed completion from which such liquidated damages are to be determined. 11.4 Extension of Contract Time. If CONTRACTOR is delayed or hindered at any time in the progress of the Work by any act or neglect of OWNER or ENGINEER, or by any G-36 IN20030661.C2.GC2003.DOC employee of either, or by changes ordered in the Work, or by unavoidable labor disputes, fire, unusual delay in transportation, unavoidable casualties, unforeseeable abnormal and unusually severe weather conditions, or any other causes beyond CONTRACTOR’s control and the risks of which are not otherwise assumed by CONTRACTOR under the Contract Documents (collectively referred to as Excusable Delays), or by delay authorized by OWNER pending arbitration, or by any other cause which OWNER, in consultation with ENGINEER, determines may justify the delay, then the Contract Time shall be extended by Change Order for such reasonable time as OWNER may determine. CONTRACTOR shall not be entitled to an extension of time for delays or hindrances caused by weather conditions or other natural phenomena of normal intensity for the locality and season during which Work is performed, unsuitable ground conditions except as may be provided in Article 4, inadequate construction forces, financial difficulties of CONTRACTOR or his Subcontractors or the failure of CONTRACTOR or its subcontractors or material suppliers to provide shop drawings or other required submittals on a timely basis and as scheduled or to place orders for equipment or materials sufficiently in advance to insure timely and proper delivery. 11.5 Notice of Delays or Hindrances. The Contract Time may only be extended by a Change Order or by a Written Agreement. CONTRACTOR’s entitlement to an increase in the Contract Time shall be conditioned upon CONTRACTOR furnishing a written notice to the OWNER and ENGINEER no later than twenty (20) days after the occurrence of the event or the commencement of a series of events giving rise to the request for extension, which notice shall particularly state the factual basis and grounds for the request and the duration of time sought as an extension of the Contract Time. Additional supporting data as required by OWNER or ENGINEER, shall be delivered to OWNER or ENGINEER within thirty (30) days after such notice, unless OWNER, for good cause shown, allows an additional period of time for CONTRACTOR to ascertain and present accurate supporting data. A notice of time extension request by CONTRACTOR under this Section shall be conclusively presumed to include all direct, indirect and cumulative impact upon the time required by CONTRACTOR to perform and complete the Work as a result of all facts, occurrences and events giving rise thereto. Nothing provided in this Section shall be construed to afford the CONTRACTOR any rights or claims otherwise precluded by any other provisions of these General Conditions or other Contract Documents. 11.6 Time Extension As Exclusive Remedy. As between CONTRACTOR and OWNER, CONTRACTOR shall assume the risk of any and all suspensions of, delays or interference’s in or hindrances to the performance of the Work, regardless of the length thereof or the party responsible therefor and arising from any and all causes whatsoever, including, without limitation, those due to any acts or omissions of or interference by OWNER, ENGINEER, other contractors or Subcontractors, except only to the extent that an extension of time may be due to CONTRACTOR as expressly provided for in this Article for such suspension, delay, interference or hindrance. CONTRACTOR shall bear all direct or indirect costs, expenses and liabilities which he may incur in connection with such suspensions, delays, hindrances or interference’s and all such suspensions, delays, interference’s or hindrances, costs, expenses and liabilities of any nature whatsoever, G-37 IN20030661.C2.GC2003.DOC whether or not specifically described or referred to in the Contract Documents, shall conclusively be deemed to have been within the contemplation of the parties. 11.7 Limitations on Time Extensions. Contract Time extensions will be granted only to the extent that Excusable Delays occur without concurrent non-excusable delays and actually extend the time required by CONTRACTOR to perform and complete critical Work elements and activities and which thereby cause an actual delay to achievement of Project completion. Extensions of Contract Time shall be based solely upon the effect of delays to the Work as a whole. The Contract Time shall not be extended for delays to parts of the Work, whether or not changed by any Change Order, that are not on the critical path of the progress schedule. Concurrent Work activities which are not critical to Project completion shall not be the subject of additional time extensions or compensation if those work activities are performed, or could be performed, within a moveable time frame concurrent with a critical item. ARTICLE 12 - WARRANTIES, TESTS AND DEFECTIVE WORK 12.1 Warranty. CONTRACTOR warrants and guarantees to OWNER and ENGINEER that all Work will be performed, supplied, furnished and installed, and that the Work will be performed in strict accordance with the Contract Documents and will not be Defective. Notice of all Work determined or suspected to be Defective or not in conformity with the Contract Documents shall be given to CONTRACTOR within a reasonable time after observance thereof. 12.2 Access to Work. OWNER, ENGINEER and their respective representatives, and all governmental agencies with jurisdictional interests in respect of the Work or the activities of CONTRACTOR or its subcontractors shall be afforded complete and unhindered access to the Work for their observation, inspecting and testing. CONTRACTOR shall provide proper and safe conditions for such access and advise them of CONTRACTOR’s site safety procedures and programs so that they may comply therewith as applicable. 12.3 Tests and Inspections. CONTRACTOR shall give ENGINEER timely notice of readiness of the Work for all required inspections, tests or approvals. If Laws or Regulations of any public body having jurisdiction require any Work (or part thereof) to specifically be inspected, tested or approved, CONTRACTOR shall assume full responsibility therefore, pay all costs in connection therewith and furnish ENGINEER the required certificates of inspection, testing or approval. CONTRACTOR shall also be responsible for and shall pay all costs in connection with OWNER’s or ENGINEER’s acceptance of materials or equipment proposed to be incorporated in the Work, or of materials or equipment submitted for approval prior to CONTRACTOR’s purchase thereof for incorporation in the Work. The cost of all other inspections, tests and approvals which are required by Contract Documents shall be paid by OWNER except as otherwise specified. All inspections, tests or approvals other than those required by Laws or Regulations of any public body having jurisdiction shall be performed by organizations acceptable to OWNER and CONTRACTOR or by ENGINEER if so specified. Neither observations by ENGINEER nor inspections, tests or approvals by others shall relieve CONTRACTOR from CONTRACTOR’s obligations to perform the Work in accordance with the Contract Documents. G-38 IN20030661.C2.GC2003.DOC 12.4 Uncovering Work. If any Work is covered contrary to written request of ENGINEER, it must, if requested by ENGINEER, be uncovered for ENGINEER’s observation and replaced at CONTRACTOR’s expense. If any Work (including the work of others) that is to be inspected, tested or approved is covered or reasonable access thereto is impaired without written concurrence of ENGINEER, it must, if requested by OWNER or ENGINEER, be uncovered or access thereto open for observation. Such uncovering shall be at CONTRACTOR’s expense unless CONTRACTOR has given ENGINEER timely notice of CONTRACTOR’s intention to cover such Work and ENGINEER has not acted with reasonable promptness in response to such notice. If ENGINEER considers it necessary or advisable that covered Work be observed by ENGINEER or inspected or tested by others, CONTRACTOR, at ENGINEER’s request, shall uncover, expose or otherwise make available for observation, inspection or testing as ENGINEER may require, that portion of the Work in question, furnishing all necessary labor, material and equipment. If it is found that such Work is Defective, CONTRACTOR shall bear all direct, indirect and consequential costs of such uncovering, exposure, observation, inspection and testing and of satisfactory reconstruction, (including, but not limited to, fees and charges of engineers, architects, attorneys and other professionals) and OWNER shall be entitled to an appropriate decrease in the Contract Price by Change Order or Written Agreement. If, however, such Work is not found to be Defective, CONTRACTOR shall be allowed an increase in the Contract Price or an extension of the Contract Time, or both, directly attributable to such uncovering, exposure, observation, inspection, testing and reconstruction; and, if the parties are unable to agree as to the amount or extent thereof, CONTRACTOR may make a claim therefore as provided in Articles 10 and 11. 12.5 OWNER May Stop the Work. If the Work is determined by OWNER or ENGINEER to be Defective, or CONTRACTOR fails to supply sufficient skilled workers or suitable materials or equipment, or fails to furnish or perform the Work in such a way that the completed Work will conform to the Contract Documents, OWNER may order CONTRACTOR to stop the Work, or any portion thereof, until the cause for such order has been eliminated; however, this right of OWNER to stop the Work shall not give rise to any duty on the part of OWNER to exercise this right for the benefit of CONTRACTOR or any other party. 12.6 Pre-Completion Correction or Removal of Defective Work. If required by OWNER or ENGINEER prior to Substantial Completion, CONTRACTOR shall promptly, as directed, either correct all Defective Work, whether or not fabricated, installed or completed, or, if the Work has been rejected by OWNER or ENGINEER, remove it from the site and replace it with non-Defective Work. CONTRACTOR shall bear all direct and consequential costs of such correction or removal, made necessary thereby, including but not limited to fees and charges of engineers, architects, attorneys and other professionals. G-39 IN20030661.C2.GC2003.DOC 12.7 Post-Completion Correction Period. Except as otherwise required by the Contract Documents or provided by any special warranties furnished thereunder, CONTRACTOR shall promptly and properly repair, replace, restore or rebuild, as OWNER determines, any finished Work in respect of which defects of materials or workmanship may appear or as to which damage may occur because of such defects during the following periods: (i) for defects in materials, a period of three (3) calendar years commencing on the date of Substantial Completion, and (ii) for defects in workmanship, a period of three (3) calendar years commencing on the date of Final Acceptance. 12.7.1 In circumstances where OWNER determines that a defect does not involve an imminent threat to persons, property or OWNER’s ability to comply with governmental orders, laws or regulations, OWNER shall give CONTRACTOR written notice of such defect. CONTRACTOR shall, at its sole cost and within seven (7) calendar days after receipt of OWNER’s written notice, commence the repair, replacement, restoration or rebuilding of the damaged or Defective Work using his own personnel or those of a third party, and shall diligently and without interruption complete all such required corrective action within a reasonable time. 12.7.2 In circumstances where OWNER determines that a defect does involve an imminent threat to persons, property or OWNERs ability to comply with governmental orders, laws or regulations, OWNER may, without notice to CONTRACTOR, immediately take such action as OWNER deems necessary to effectuate the repair, replacement, restoration or rebuilding of any damaged or Defective Work or the protection and preservation of other Work or property threatened thereby. As soon as practicable thereafter, OWNER shall notify or otherwise afford CONTRACTOR a reasonable opportunity to investigate and continue or complete corrective action as required, if any. If CONTRACTOR fails to commence and continue required corrective action in a prompt and timely manner, OWNER may complete the repair, replacement, restoration or rebuilding of the damaged or Defective Work using its own personnel or those of a third party. 12.7.3 In all circumstances, CONTRACTOR and its surety shall be liable for any and all costs and damages sustained by OWNER in respect of any such defect. 12.7.4 Nothing contained in this Section shall be construed to establish a period of limitation with respect to other obligations of CONTRACTOR under the Contract Documents, including, without limitation, CONTRACTOR’s obligations under Warranties. Establishment of time periods in this Section relates only to the specific obligation of CONTRACTOR to correct the Work and has no relationship to the time within which proceedings may be commenced to establish or enforce CONTRACTOR’s liability with respect to obligations other than specifically to correct defects in the Work as prescribed by this Section. G-40 IN20030661.C2.GC2003.DOC 12.8 Option To Accept Defective Work. Instead of requiring correction or removal and replacement of Defective Work, OWNER may elect to accept such Work in the condition as provided. CONTRACTOR shall bear all direct, indirect and consequential costs attributable to OWNER’s evaluation of and determination to accept such Defective Work, to include, but not be limited to, fees and charges of engineers, architects, attorneys and other professionals. If any such acceptance occurs prior to ENGINEER’s recommendation of final payment, a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work; and OWNER shall be entitled to an appropriate decrease in the Contract Price to account for such costs and damages. If the acceptance occurs after such recommendation of final payment, such costs and damages shall be paid by CONTRACTOR and its surety to OWNER. 12.9 OWNER May Correct Defective Work. If CONTRACTOR fails within a reasonable time to proceed to correct Defective Work or to remove and replace rejected Work as provided by Section 12.6, or if CONTRACTOR fails in any respect to perform the Work in accordance with the Contract Documents or if CONTRACTOR fails to comply with any other provision of the Contract Documents, OWNER may, after seven (7) days written notice to CONTRACTOR, correct and remedy any such deficiency , and may exclude CONTRACTOR from all or part of the site, take possession of all or part of the Work, suspend CONTRACTOR’s services related thereto, and take possession of CONTRACTOR’s tools, appliances, construction equipment and machinery at the site and incorporate in the Work all materials and equipment stored at the site or for which OWNER has paid CONTRACTOR but which are stored elsewhere. CONTRACTOR shall allow OWNER, ENGINEER, their respective representatives and other contractors full and unhindered access to the site to enable OWNER to exercise the rights and remedies under this Section. All claims costs, losses and damages incurred or sustained by OWNER in exercising such rights and remedies will be charged against CONTRACTOR and its surety and OWNER shall be entitled to a corresponding decrease in the Contract Price and a Change Order or Written Agreement will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work. Such direct, indirect and consequential costs shall include, but not be limited to, fees and charges of engineers, architects, attorneys and other professionals, all court and arbitration costs and all costs of repair and replacement of work or property of OWNER or others destroyed or damaged by correction, removal or replacement of CONTRACTOR’s Defective Work CONTRACTOR shall not be allowed an extension of the Contract Time because of any delay or hindrance in performance of the Work. attributable to the exercise by OWNER of OWNER’s rights and remedies hereunder. ARTICLE 13 - PAYMENTS TO CONTRACTOR AND COMPLETION 13.1 Schedule of Values. CONTRACTOR shall provide ENGINEER with a Schedule of Values as required by Section 2.7. The Schedule of Values will serve as a basis of progress payments during construction. G-41 IN20030661.C2.GC2003.DOC 13.2 Basis For Payments. Payment for the Work is based upon a lump sum and/or unit prices as established by the Agreement. Subject to the limitations and conditions provided elsewhere in these General Conditions or in other Contract Documents, progress payments for lump sum items shall be based upon percentage of completion at the time of request for such payments as determined or approved by ENGINEER while progress payments for unit price Contract Items shall be determined by ENGINEER based upon approved estimated quantities of such Items completed and in place. The method for calculating estimated quantities shall be based upon reasonable engineering methods for such estimates. If a unit price for a Contract Item includes compensation for successful testing of Work or for finish grading, cleanup or other surface or site restoration as part of such Item, OWNER may at its sole option deduct from payments and withhold (i) up to fifteen percent (15%) of the unit price for Work installed but not successfully tested, and (ii) up to ten percent (10%) of the unit price for Work installed but as to which finish grading, cleanup or other surface or site restoration has not been completed which sums shall be in addition to retainage and other amounts withheld by OWNER as permitted by the Contract Documents. Such sums shall be released to CONTRACTOR upon satisfactory completion of testing or restoration, as applicable. 13.3 Stored Materials and Equipment. Payments for materials or equipment not incorporated into the Work, but delivered and suitably stored at the site, or, if provided by the Contract Documents or agreed upon in writing, at some other location off of the site, shall be conditioned upon compliance by CONTRACTOR with procedures satisfactory to OWNER to establish OWNER’s title to such materials and equipment or otherwise protect the OWNER’s interest and shall include applicable insurance, storage and transportation to the site. Payments for stored materials or equipment may not exceed one hundred percent (100%) less retainage of the net value of such stored material or equipment. 13.4 Specially Manufactured Items. If payment for work on undelivered specifically manufactured items is permitted by the Contract Documents or by OWNER’s written approval, such payment shall be conditioned upon submission by CONTRACTOR of bills of sale, invoices and other documentation establishing in favor of OWNER a valid security interest in the items and establishing or certifying that the items are covered by appropriate Insurance and other arrangements to protect the OWNER’s interest therein, all of which will be satisfactory to OWNER. The OWNER may further condition such payment upon ENGINEER’s observation of the progress of such items, and in such case CONTRACTOR shall provide transportation and reasonable lodging and other appropriate expenses for a representative of OWNER or ENGINEER to travel to the place of manufacture of such equipment or material to conduct such observation. 13.5 Retainage. OWNER shall withhold retainage in the amount of ten percent (10%) of each Progress Payment until the Work or designated portion thereof is fifty percent (50%) complete. Thereafter, no further retention under this Section shall be made, provided that CONTRACTOR is making satisfactory progress and there is no specific cause for greater withholding. If required by governing statutes, such retainage shall be deposited into an interest bearing escrow account pursuant to the terms of a written Escrow Agreement executed in accordance with such statutes, and upon such form as approved by OWNER. G-42 IN20030661.C2.GC2003.DOC Upon issuance and OWNER’s execution of a Certificate of Substantial Completion, OWNER may reduce the retained amount to not less than two hundred percent (200%) of the cost of the Work remaining to be completed, corrected or accepted. Retainage may not be reduced until CONTRACTOR provides OWNER with complete and legally effective releases or waivers of all claims or liens arising out of or filed in connection with the Work, which instruments shall be upon such forms as approved by OWNER. In lieu thereof and as approved by OWNER, CONTRACTOR may furnish receipts or releases in full; an affidavit of CONTRACTOR that the releases and receipts include all labor, services, material, and equipment for which a claim or lien could be filed, and that all payrolls, material work equipment bills, and other indebtedness connected with the Work for which OWNER or his property might in any way be responsible have been paid or otherwise satisfied; and consent of the Surety, if any, to final payment. If any Subcontractor, manufacturer, fabricator, supplier or distributor fails to furnish a release or receipt in full, CONTRACTOR may furnish a Bond or other collateral satisfactory to OWNER to indemnify OWNER against any claim or lien. 13.6 Applications for Progress Payment. At least twenty (20) days before each Progress Payment is scheduled (but not more often than once a month), CONTRACTOR shall submit to ENGINEER for review a properly completed and signed Application for Payment upon such form as OWNER may prescribe, together with such supporting documentation as OWNER may prescribe under the Contract Documents. The submission of any request for progress payment shall be deemed a waiver and release by CONTRACTOR of all liens and claims with respect to the Work and period to which such Progress Payment request pertains except as specifically reserved and noted on such request. The second and each subsequent Application for Progress Payment shall include an affidavit from CONTRACTOR stating that all previous Progress Payments received on account of the Work have been applied to discharge in full all of CONTRACTOR’s obligations in respect of Work covered by prior Applications. OWNER or ENGINEER may reject CONTRACTOR’s Application for Progress Payment if CONTRACTOR fails to submit updated progress schedules as provided in Section 2.7. 13.7 Payroll Reports. CONTRACTOR’s Application for Payment shall be accompanied by a payroll report by CONTRACTOR and each of its Subcontractors for the pay period covered by the application. The report shall state, as to each employee, his/her name, address and social security number, work classification, hours worked, rate of pay, itemized deductions, gross amount earned, net pay and fringe benefit information. This report shall be provided either on Federal Form WH-347 for reporting prevailing wages under the Davis Bacon Act, or otherwise by submitting the payroll information in CONTRACTOR’s format along with Federal Form WH-348 Statement of Compliance under the Davis Bacon Act. 13.8 CONTRACTOR’s Warranty of Title. CONTRACTOR warrants and guarantees that title to all Work, materials and equipment covered by any Application for Payment, whether incorporated in the project or not, will pass to OWNER no later than the time of payment free and clear of all claims and liens. G-43 IN20030661.C2.GC2003.DOC 13.9 Action Upon Applications for Payment. ENGINEER will, within five (5) days after receipt of each Application for Payment, either (i) indicate in writing a recommendation of payment and present the Application to OWNER, or (ii) return the Application to CONTRACTOR indicating in writing ENGINEER’s reasons for refusing to recommend payment. In the latter case, CONTRACTOR may make the necessary corrections and resubmit the Application to OWNER, with notice that the deficiencies noted by ENGINEER have been corrected. Payments to CONTRACTOR shall not be due until the expiration of thirty-five (35) days from the date of OWNER’s approval of ENGINEER’s recommendation of payment. ENGINEER may refuse to recommend the whole or any part of any payment if, in ENGINEER’s opinion, it would be incorrect to make such representations to OWNER. ENGINEER may also refuse to recommend any such payment or, because of subsequently discovered evidence or the results of subsequent inspections or tests, nullify any such payment previously recommended, to such extent as may be necessary in ENGINEER’s opinion to protect OWNER from loss because (i) the Work is Defective, or completed Work has been damaged requiring correction or replacement, (ii) the Contract Price has been reduced by Written Amendment or Change Order, (iii) OWNER has suffered a loss as provided in Section 6.24 or has been required to correct Defective Work or complete Work in accordance with Section 12.9, or (iv) of ENGINEER’s actual knowledge of the occurrence of any of the events enumerated in Sections 14.2. OWNER may refuse to make payment of the full amount recommended by ENGINEER because claims have been made against OWNER on account of CONTRACTOR’s performance or furnishing of the Work, or claims have been filed in connection with the Work, or there are other items entitling OWNER to a set-off against the amount recommended, but OWNER must give CONTRACTOR immediate written notice (with a copy to ENGINEER) stating the reasons for such action. 13.10 Substantial Completion. When CONTRACTOR considers the entire Work ready for its intended use CONTRACTOR shall, in writing to OWNER and ENGINEER, request the issuance of a Certificate of Substantial Completion. Within a reasonable time thereafter, ENGINEER shall respond to CONTRACTOR by either (a) scheduling an inspection of the Work by OWNER, ENGINEER and CONTRACTOR to determine the status of completion or (b) notifying CONTRACTOR in writing that the Work has been determined by OWNER or ENGINEER not to be substantially complete and explaining the basis therefore. If, after such inspection, OWNER and ENGINEER conclude that the Work is not substantially complete, ENGINEER will, within fourteen (14) days after such inspection, notify CONTRACTOR in writing, stating basis therefore. If, after the inspection, OWNER and ENGINEER consider the Work substantially complete, ENGINEER shall prepare and deliver to OWNER a recommended Certificate of Substantial Completion, which shall fix the date of Substantial Completion, and address the respective responsibilities of OWNER and CONTRACTOR with respect to security, operation, safety, maintenance, heat, utilities, insurance and warranties. The Certificate, as recommended by ENGINEER or as approved by OWNER, may have attached a list of items to be completed or corrected prior to final payment and may state any additional issues or reservations to remain unaffected by substantial completion. The certificate of Substantial Completion, as accepted and approved by OWNER, will be submitted to CONTRACTOR for acceptance, which acceptance shall be deemed effective, and CONTRACTOR shall become unconditionally bound to the terms thereof, upon (i) G-44 IN20030661.C2.GC2003.DOC CONTRACTORs execution of the certificate, or (ii) CONTRACTOR’s failure to provide written notice objecting to the terms of such certificate within five (5) days after receipt thereof. 13.11 Site Access Upon Substantial Completion. OWNER shall have the right, but not the obligation, to exclude CONTRACTOR from the site of the Work after the date of Substantial Completion, but OWNER shall allow CONTRACTOR reasonable access to the site to complete or correct items of Work or to fulfill other obligations as provided by the Certificate of Substantial Completion. 13.12 Partial Utilization and Occupancy. Use or occupancy by OWNER of portions of the Work may be accomplished prior to Substantial Completion of all the Work upon determination by OWNER in consultation with ENGINEER that any such portion constitutes a separately functioning and usable part of the Work that can be used by OWNER without causing substantial interference with CONTRACTOR’s performance of the remainder of the Work, subject to the following: 13.12.1 OWNER, at any time may give written notice to CONTRACTOR of OWNER’s intent to use or occupy any part of the Work which OWNER believes to be ready for its intended use and substantially complete. If CONTRACTOR agrees, CONTRACTOR will certify to OWNER and ENGINEER that said part of the Work is substantially complete and request ENGINEER to issue a Certificate of Partial Substantial Completion for that part of the Work. CONTRACTOR, at any time, may notify OWNER and ENGINEER in writing that CONTRACTOR considers any such part of the Work ready for its intended use and substantially complete and request ENGINEER to issue a Certificate of Partial Substantial Completion for that part of the Work. The provisions and procedures set forth in Sections 13.10 and 13.11 shall govern inspections and recommendations concerning partial substantial completion and certification thereof. 13.12.2 OWNER may, at any time, give written notice to CONTRACTOR of OWNER’s intent to use or occupy any part of the Work which is not substantially complete. Within a reasonable time thereafter OWNER, CONTRACTOR and ENGINEER shall make an inspection of that part of the Work to determine its status of completion and shall prepare a list of the items remaining to be completed or corrected thereon before final payment. Upon failure of the parties to agree upon such list, ENGINEER will promptly finalize the list and deliver same to OWNER and CONTRACTOR together with a written determination as to the division of responsibilities pending final payment between OWNER and CONTRACTOR with respect to security, operations, safety, maintenance, utilities, insurance, warranties and guarantees for that part of the Work. Such list and determination will become binding upon OWNER and CONTRACTOR except as otherwise agreed in writing between them. During the period of OWNER’s use or occupancy of such part of the Work, OWNER shall afford CONTRACTOR reasonable access and G-45 IN20030661.C2.GC2003.DOC opportunity to complete or correct items on said list and to complete other related Work. 13.12.3 No occupancy or separate operation of part of the Work will be accomplished prior to compliance with the requirements of Section 5.9 with respect to property insurance. 13.13 Final Inspection. Upon written notice from CONTRACTOR that the entire Work or an agreed upon portion thereof is complete, ENGINEER will make a final inspection with OWNER and CONTRACTOR and will notify CONTRACTOR in writing of all particulars in which this inspection reveals that the Work is incomplete or Defective. CONTRACTOR shall immediately take such measures as are necessary to complete and remedy such Work to the satisfaction of OWNER and ENGINEER. Upon written notice from CONTRACTOR that all Work which was incomplete or Defective has been completed or remedied, ENGINEER and OWNER will make an additional inspection to verify the work performed. If it is determined that the Work is still incomplete or Defective, CONTRACTOR shall bear all direct, indirect and consequential costs of re- inspecting said Work (including, but not limited to, fees and charges of engineers, architects, attorneys, and other professionals) and OWNER shall be entitled to an appropriate decrease in the Contract Price by Change Order or written agreement. 13.14 Final Application for Payment. After CONTRACTOR has completed the Work and all corrections as provided elsewhere in this Article and delivered all maintenance and operating instructions, schedules, guarantees, bonds, certificates of inspection, marked-up record documents (as provided in Section 6.19) and all other documents as required by the Contract Documents, and after ENGINEER has indicated that the Work is acceptable (subject to the provisions of Section 13.16), CONTRACTOR may make application for Final Payment which, except as otherwise provided in this Article, shall be subject to the procedures and requirements in respect of progress payments. The Final Application for Payment shall be accompanied by complete and legally effective releases or waivers by all subcontractors and material suppliers from all claims or liens arising out of or filed or which could otherwise be filed in connection with the Work. In lieu thereof and as approved by OWNER, CONTRACTOR may furnish: receipts or releases in full; an affidavit from CONTRACTOR that the releases and receipts include all labor, services, material and equipment for which a claim or lien could be filed, and that all payrolls, material and equipment bills, and other indebtedness connected with the Work for which OWNER, contract funds or OWNER’s property might in any way be responsible have been paid or otherwise satisfied; and consent of the Surety to final payment. If any Subcontractor or Supplier fails to furnish a release or receipt in full, CONTRACTOR may, at OWNER’s option, furnish a Bond or other collateral satisfactory to indemnify OWNER against any claim or lien. CONTRACTOR’s Application for Final Payment shall be accompanied by a list of all Subcontractors involved in the project, and the amount in dollars paid to each Subcontractor. The list shall identify MBEs and WBEs and shall include the final Contract Price for each. 13.15 Final Payment and Acceptance. If, on the basis of ENGINEER’s observation of the Work during construction and final inspection, and ENGINEER’s review of the Final G-46 IN20030661.C2.GC2003.DOC Application for Payment and accompanying documentation, all as required by the Contract Documents, OWNER is satisfied that the Work has been completed and CONTRACTOR’s other obligations under the Contract Documents have been fulfilled, ENGINEER will, within ten (10) days after receipt of the Final Application of Payment, indicate in writing ENGINEER’s recommendation of payment and present the Application to OWNER for payment. Otherwise, ENGINEER will return the Application to CONTRACTOR, indicating in writing the reasons for refusing to recommend Final Payment, in which case CONTRACTOR shall make the necessary corrections and resubmit the Application. If the Application and accompanying documentation are approved by OWNER as to form and substance, OWNER shall pay CONTRACTOR the amount recommended by ENGINEER. 13.16 Delayed Final Completion. If, through no fault of CONTRACTOR, final completion of the Work is significantly delayed and if ENGINEER so confirms, OWNER will, upon receipt of CONTRACTOR’s Final Application for Payment and recommendation of ENGINEER, and without terminating the Agreement, make payment of the balance due for that portion of the Work fully completed and accepted. If the remaining balance to be held by OWNER for Work not fully completed or corrected is less than the retainage stipulated in the Agreement, and if Bonds have been furnished as required in Section 5.1, the written consent of the Surety to the payment of the balance due for the portion of the Work fully completed and accepted shall be submitted by CONTRACTOR to ENGINEER with the Application for such payment. Such payment will be made under the terms and conditions governing Final Payment, except that it shall not constitute a waiver of claims. 13.17 CONTRACTOR’s Continuing Obligations. Except as otherwise expressly provided to the contrary by the Contract Documents, CONTRACTOR’s duty to perform and complete the Work and to fulfill other obligations in accordance with the Contract Documents shall be absolute. Neither recommendation of any Progress Payment or Final Payment by ENGINEER, nor approval or acceptance thereof by OWNER, nor the issuance of a Certificate of Substantial Completion, nor any payment by OWNER to CONTRACTOR under the Contract Documents, nor any use or occupancy of the Work or any part thereof by OWNER, nor any act of acceptance by OWNER nor any failure to do so, nor any review and approval of a Shop Drawing or sample submission, nor any activities by CONTRACTOR or OWNER in correction of Defective Work will constitute an acceptance of Work not in accordance with the Contract Documents or a release or waiver of CONTRACTOR’s obligations under the Contract Documents or of OWNER’s rights and remedies thereunder. 13.18 Waiver of Claims By Final Payment. The making and acceptance of Final Payment shall constitute a waiver of all claims by OWNER against CONTRACTOR and by CONTRACTOR against OWNER except (i) claims previously made in writing by either party and remaining unsettled as of the date of final payment, (ii) claims by OWNER attributable to Defective Work or prior corrective work, appearing after final inspection or from failure to comply with the Contract Documents, (iii) OWNER claims and other rights arising under the terms of any general or special warranties or guarantees specified by the Contract Documents or arising thereunder, and (iv) OWNER claims and other G-47 IN20030661.C2.GC2003.DOC rights in respect of CONTRACTOR’s and its surety’s continuing obligations under Laws and Regulations or the Contract Documents; ARTICLE 14 - SUSPENSION OF WORK AND TERMINATION 14.1 OWNER May Suspend Work. OWNER may, at any time and without cause, suspend the Work or any portion thereof by notice in writing to CONTRACTOR and ENGINEER which will fix either the date or requisite events for resumption of the Work. CONTRACTOR shall resume the Work on the date so fixed. CONTRACTOR may make a claim for an extension of the Contract Time on account of such suspension, as provided by and subject to the limitations of Article 11 hereinabove. 14.2 CONTRACTOR Default. The OWNER may declare CONTRACTOR to be in default under the Agreement and may terminate CONTRACTOR’s right to proceed thereunder if CONTRACTOR (i) is adjudged a bankrupt or insolvent, or makes a general assignment for the benefit of creditors, or CONTRACTOR or a third party files a petition to take advantage of any debtors act or to reorganize under the bankruptcy or similar laws, or a trustee or receiver is appointed for CONTRACTOR or for any of CONTRACTOR’s property on account of the CONTRACTOR’s insolvency, and CONTRACTOR or its successor in interest does not provide adequate assurance of future performance in accordance with the Contract Documents within ten (10) days of receipt of a written request by OWNER for such assurance; or (ii) admits in writing an inability to pay his debts generally as they become due; or (iii) fails or refuses to perform or prosecute the Work or any separate part or element thereof in accordance with the Contract Documents and with such diligence as will insure its completion within the Contract time, or CONTRACTOR fails to complete the Work within such Contract Time; or (iv) performs any Work which is rejected as Defective and fails or neglects to correct any such Work, or (v) fails to supply sufficient skilled workers or suitable materials or equipment; or (vi) fails to adhere to the original and any revised progress schedules established under the Contract Documents; or (vii) fails to make prompt payment to laborers, subcontractors and material suppliers; or (viii) abandons or suspends performance of any of the Work, or removes from the site materials or equipment reasonably required to perform and complete the Work, without OWNER’s written consent, directive or approval; or (ix) disregards Laws or Regulations or similar requirements and orders of any public body having jurisdiction; or (x) disregards the authority of OWNER or ENGINEER, or (xi) otherwise violates in any material way any provisions or requirements of the Contract Documents. 14.3 Default Termination By OWNER. Upon occurrence of any of the events of default provided by Section 14.2, OWNER may, after giving CONTRACTOR and the Surety seven (7) days written notice, terminate the Agreement and CONTRACTOR’s right to proceed thereunder, which termination shall become effective without further notice upon the expiration of such seven (7) day period, unless otherwise rescinded or modified by OWNER in writing. The following shall govern in the event of a default termination by OWNER as provided by this Section: 14.3.1 OWNER may exclude CONTRACTOR from the site and take possession of the Work and of all CONTRACTOR’s tools, appliances, construction equipment and G-48 IN20030661.C2.GC2003.DOC machinery at the site and use or authorize third party contractors to use the same for completing or correcting the Work, and incorporate in the Work all materials and equipment stored at the site or for which OWNER has paid CONTRACTOR but which are stored elsewhere. OWNER and completion contractors shall not be liable to CONTRACTOR for the cost or value of any such property used or incorporated in the course of such completion or correction; 14.3.2 OWNER may, by any means it may deem expedient and appropriate under the circumstances, complete and correct or contract with one or more separate contractors for completion and correction of the Work. OWNER shall not be required to accept the lowest price or the shortest duration proposed for such completion or corrective Work. In the event that OWNER takes Bids for completion or corrective Work, CONTRACTOR shall not be eligible for the award of any contracts resulting therefrom. 14.3.3 CONTRACTOR shall not be entitled to receive any further payment until all Work is completed and corrected and the total costs incurred by OWNER in respect of such completion and correction have been ascertained. 14.3.4 CONTRACT’OR and its surety shall be liable for liquidated damages for delayed completion of the Work as provided in the Contract Documents, based upon (i) the agreed dates for substantial and final completion as established by the contract(s) between OWNER and the completion contractors, or (ii) the actual dates of substantial and final completion, whichever occurs first; 14.3.5 If the unpaid balance of the Contract Price exceeds the sum of (i) liquidated damages (ii) the Completion Costs as herein defined, (iii) such other damages to which OWNER is entitled by reason of CONTRACTOR’s breach or default under the Agreement or the termination thereof, and (iv) attorney fees incurred by OWNER incidental to the enforcement of any rights and remedies against CONTRACTOR and its Surety afforded by the Contract Documents, such excess will be paid to CONTRACTOR or Surety as appropriate. If such sum exceeds such unpaid balance, CONTRACTOR and its surety shall pay the difference to OWNER. 14.3.6 As used in this Section, the term “Completion Costs” shall mean any and all direct, indirect and consequential costs and expenses paid or incurred by OWNER for or incidental to completion of the Work or correction of previous Work performed by CONTRACTOR, whether by OWNER’s own forces or by one or more separate contractors engaged by OWNER for such purposes, and shall include but not be limited to all fees and charges of engineers, architects, consultants, attorneys and other professionals, plus court costs, arbitration and arbitrator fees and charges. 14.3.7 Termination will not affect any rights or remedies of OWNER against CONTRACTOR then existing or which may thereafter accrue. Any retention or payment of moneys due CONTRACTOR by OWNER will not release CONTRACTOR from liability. G-49 IN20030661.C2.GC2003.DOC 14.3.8 If it is determined for any reason that CONTRACTOR was not in default, the termination shall be deemed a termination for convenience of the OWNER, whereupon the rights and obligations of the parties shall be determined and governed in accordance with Section 14.4. 14.4 Termination For Convenience. Upon seven (7) days’ written notice to CONTRACTOR and ENGINEER, OWNER may, without cause and without prejudice to any other right or remedy of OWNER, elect to terminate the Agreement in whole or in part for its convenience. CONTRACTOR shall immediately discontinue Work and follow all other instructions of OWNER as stated in such notice, and shall take all other action as may be required or appropriate to minimize costs, damages and expenses in consequence of the termination. Furthermore, CONTRACTOR shall deliver to OWNER all survey notes, drawings, specifications and estimates completed or partially completed and these shall become the property of OWNER. CONTRACTOR shall not be entitled to payment on account of loss of anticipated profits or revenue or other economic loss associated with any terminated Work. Amounts payable to CONTRACTOR shall be limited to the following: 14.4.1 A portion of the Contract Price as fairly allocated to Work executed by CONTRACTOR in accordance with the Contract Documents prior to the effective date of termination; 14.4.2 Reasonable expenses sustained by CONTRACTOR prior to the effective date of termination in performing services and furnishing labor, materials or equipment as required by the Contract Documents in connection with uncompleted Work, plus fair and reasonable sums for overhead and profit on such expenses, which shall not exceed the percentages established in Article 10; 14.4.3 Reasonable costs, losses and damages paid by CONTRACTOR in settlement of just claims under terminated contracts with Subcontractors, Suppliers and others. 14.5 CONTRACTOR Suspension of Work and Right To Terminate. If, through no act or fault of CONTRACTOR, the Work is suspended for a period of more than ninety (90) days by OWNER or under an order of court or other public authority, or OWNER substantially fails to perform or make payment to CONTRACTOR as prescribed by the Contract Documents, CONTRACTOR may, upon thirty (30) days written notice to OWNER and ENGINEER, terminate the Agreement and recover from OWNER payment for all Work executed and any expense sustained plus reasonable termination expenses. ARTICLE 15 - DISPUTE RESOLUTION 15.1 OWNER and CONTRACTOR agree that they shall first submit any and all unsettled claims, counterclaims, disputes and other matters in question between them arising out of or relating to the Contract Documents or the breach thereof to mediation according to the provisions of Attachment A. 15.2 Agreement To Arbitrate. If agreed by OWNER and CONTRACTOR, any claims, disputes and other matters in question between OWNER and CONTRACTOR arising out G-50 IN20030661.C2.GC2003.DOC of, or relating to the Contract Documents or the breach thereof, except those exempted claims and disputes described in Section 15.6, will be decided by arbitration in accordance with the Construction Industry Arbitration Rules of the American Arbitration Association then in effect subject to the limitations otherwise set forth in this Article. This agreement to arbitrate and any other agreement or consent to arbitrate entered into in accordance herewith as provided in this Article will be specifically enforceable under the prevailing law of any court having jurisdiction. 15.3 Claims Referred To ENGINEER. No demand for arbitration of any claim, dispute or other matter properly referred to ENGINEER initially for decision in accordance with Article 8 will be made until the earlier of (a) the date on which ENGINEER has rendered a decision, or (b) the tenth (10th) day after the parties have presented their evidence to ENGINEER if a written decision has not been rendered by ENGINEER before that date. No demand for arbitration of any such claim, dispute or other matter will be made later than thirty (30) days after the date on which ENGINEER has rendered a written decision in respect thereof; and the failure to demand arbitration within said thirty (30) day period shall result in ENGINEER’s decision being final and binding upon OWNER and CONTRACTOR. If ENGINEER renders a decision after arbitration proceedings have been initiated, such decision may be entered as evidence but will not supersede the arbitration proceedings, except where the decision is acceptable to the parties concerned. 15.4 Demand For Arbitration; Objection. Notice of demand for arbitration shall be filed in writing with the other party to the Agreement and with the American Arbitration Association, and a copy will be sent to ENGINEER for information. The demand for arbitration will be made within the thirty (30) day or ten (10) day period specified in Section 15.3 as applicable, and in all other cases within a reasonable time after the claim, dispute or other matter in question has arisen, and in no event shall any such demand be made after the date when institution of legal or equitable proceedings based on such claim, dispute or other matter in question would be barred by the applicable statute of limitations. 15.5 Consolidation and Joinder. No arbitration arising out of or relating to the Contract Documents shall include, by consolidation, joinder or in any other manner, any other person or entity (including ENGINEER, ENGINEER’s agents, employees or consultants) who is not a party to this Agreement unless: 15.5.1 The inclusion of such other person or entity is necessary if complete relief is to be afforded among those who are already parties to the arbitration; 15.5.2 Such other person or entity is substantially involved in a question of law or fact which is common to those who are already parties to the arbitration and which will arise in such proceedings; and 15.5.3 The written consent of the other person or entity sought to be included and of OWNER and CONTRACTOR has been obtained for such inclusion, which consent shall make specific reference to this Section; but no such consent shall constitute consent to arbitration of any dispute not specifically described in such consent or to arbitration with any party not specifically identified in such consent. G-51 IN20030661.C2.GC2003.DOC 15.6 Enforcement of Award. The award rendered by the arbitrators will be final, and shall be binding upon CONTRACTOR’s surety, whether or not such surety is joined therein, judgment may be entered upon it in any court having jurisdiction thereof, and will not be subject to modification or appeal except to the extent permitted by Sections 10 and 11 of the Federal Arbitration Act (9 U.S.C. & 10, 11). ARTICLE 16 - MISCELLANEOUS 16.1 Giving Notice. Whenever any provision of the Contract Documents requires the giving of written notice, it will be deemed to have been validly given if delivered in person or by facsimile telephone transmission (FAX) to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if sent by registered or certified mail, postage prepaid, to the last business address known to the giver of the notice. 16.2 Computation of Time. When any period of time is referred to in the Contract Documents by days, it shall be computed to exclude the first and include the last day of such period. If the last day of any such period falls on a Saturday or Sunday or on a day made a legal holiday by the law of the applicable jurisdiction such day shall be omitted from the computation. A “day” and a “calendar day” are defined as twenty-four hours measured from midnight to the next midnight. 16.3 Injury to Persons and Property. Should OWNER or CONTRACTOR suffer injury or damage to his person or property because of any error, omission or act of the other party or of any of the other party’s employees or agents or others for whose acts the other party is legally liable, claim will be made in writing to the other party within a reasonable time of the first observance of such injury or damage. The provisions of this Section shall not be construed as a substitute for or a waiver of the provisions of any applicable statute of limitations or repose. 16.4 Cumulative Duties and Rights. The duties and obligations imposed by these General Conditions and the rights and remedies available hereunder to the parties hereto are in addition to, and not to be construed in any way as a limitation of any rights and remedies available by Laws and Regulations, by special warranty or guarantee or by other provisions of the Contract Documents, and the provisions of this Section shall be as effective as if repeated specifically in the Contract Documents in connection with each particular duty, obligation, right and remedy to which they apply. 16.5 Assignment. Except as provided for in Section 6.8, CONTRACTOR may not delegate his duty of performance or assign all or part of his obligations or rights under the Contract Documents without OWNER’s prior written consent. Subject to the restrictions of the preceding sentence, the Contract Documents are binding upon OWNER and CONTRACTOR, their successors or assigns. 16.6 Governing Law. The Contract Documents shall be interpreted in accord with and governed by the laws of the State of Indiana, except for the conflict of laws provisions thereof. If any provision of the Contract Documents is found to be in conflict with those laws, the remaining provisions of the Contract Documents shall remain in effect. OWNER and CONTRACTOR agree that any litigation associated with or arising from G-52 IN20030661.C2.GC2003.DOC the Agreement shall be filed with a court of competent jurisdiction within the State of Indiana. 16.7 Indiana Department of Transportation Standard Specifications. All applicable portions of the Indiana Department of Transportation (INDOT) Standard Specifications shall apply to these Contract Documents to the extent not in conflict with the terms thereof. Where the words ‘Standard Specifications’ along with a reference consisting of a number or number and letter are used, they shall be construed as referring to the Indiana Department of Transportation Standard Specifications and the most recent supplemental specifications issued prior to Bid opening. 16.8 Salvage of Existing Equipment and Materials. Unless otherwise provided all existing equipment and materials as listed in the Technical Specifications, removed from existing facilities shall remain the property of OWNER. Such equipment and materials shall be stored on-site at locations identified by ENGINEER. All other existing equipment and materials removed from existing facilities shall be the property of CONTRACTOR and shall be removed from the site. 16.9 English Language Requirement. All submittals, including, but not limited to, all shop drawings, catalog cuts, manufacturers’ recommendations, and assembly and maintenance instructions shall only be written in the English language. 16.10 Trade Practice. In the event of any inconsistencies between the requirements of the Contract Documents and normal practice in the trade, the requirements of the Contract Documents shall control. 16.11 Cross-References. Cross-references in the Contract Documents are not intended as complete lists of related requirements specified elsewhere. The absence of a cross- reference to another section of the Contract Documents should not be deemed or construed to indicate that such other section does not specify related requirements where the two sections, read together, indicate otherwise. 16.12 Accounting Records. CONTRACTOR shall maintain proper accounting records for the work to be performed under this Agreement and shall provide an accounting for all charges and expenditures as may be necessary for auditing purposes. All such records shall be subject to examination and inspection by OWNER representatives at reasonable hours. 16.13 Steel Products. In accordance with Indiana Code 5-16-8, if steel products are to be utilized or supplied in the performance of any contract or subcontract, only domestic steel products shall be used. Reference is hereby made to such statute for definitions applicable to this Section. OWNER may not authorize or make any payment to CONTRACTOR unless OWNER is satisfied that CONTRACTOR has fully complied with this provision. 16.14 Non-Discrimination. CONTRACTOR certifies for itself and all its subcontractors compliance with all existing laws of the United States and the State of Indiana prohibiting the discrimination against any employee or applicant for employment or subcontract G-53 IN20030661.C2.GC2003.DOC work in the performance of the Work contemplated by the Agreement with respect to hire, tenure, terms, conditions or privileges of employment or any matter directly or indirectly related to employment or subcontracting because of race, religion, color, sex, handicap, national origin, ancestry, age, disabled veteran status or Vietnam era veteran status. The City of Carmel reserves the right to collect a penalty as provided in IC 5-16- 6-1 for any person discriminated against. 16.15 Operating Instructions. CONTRACTOR, through qualified individuals, shall adequately instruct designated employees of the OWNER in the operation and care of all equipment installed hereunder, except for equipment that may be furnished by the OWNER. CONTRACTOR shall also furnish and deliver to ENGINEER within forty-five (45) days of the shop drawing approval date, five (5) complete sets for permanent files, identified in accordance with the section hereof headed “Working Drawings”, of instructions, technical bulletins and any other printed matter, such as diagrams, prints or drawings, containing full information required for the proper operation, maintenance and repair of the equipment installed and the ordering of spare parts, except for equipment that may be furnished by OWNER. 16.16 Operation and Maintenance Manual. CONTRACTOR shall prepare and submit to ENGINEER five (5) copies of an Operation and Maintenance (O&M) Manual for all equipment and associated control systems furnished and installed under this Contract, if applicable. When the Work reaches sixty-five (65) to seventy (70) percent completion CONTRACTOR shall submit to ENGINEER for approval two (2) copies of the manual with all specified material that is available at that time. The submittal shall accompany CONTRACTOR’s partial payment request for the specified completion. Within thirty (30) days after ENGINEER’s approval of the two-copy submittal CONTRACTOR shall furnish to ENGINEER the five (5) copies of the manual. Appropriate space shall be left in the manual for material not available at the time of submittal. All missing material for the manual shall be submitted prior to the request for final payment. 16.16.1 Each copy of the manual shall be prepared and arranged as follows: 1. One copy of each manufacturer’s operation, lubrication and maintenance instructions and spare parts list for all equipment and controls furnished. All equipment operating, lubrication and maintenance instructions and procedures and parts lists shall be furnished on 8 1/2 x 11 inch commercially printed or typed forms. Such forms shall include equipment name, serial number and other identifying references. 2. List of electrical relay settings and control and alarm contact settings. 3. Electrical interconnection wiring diagram for equipment furnished including all control and lighting systems. 16.16.2 Each copy of the manual shall be assembled in one or more binders, each with the title page, typed table of contents, and heavy section dividers with copper reinforced holes and numbered plastic index tabs. Each manual shall be divided into sections paralleling the “Workmanship and Materials” equipment G-54 IN20030661.C2.GC2003.DOC specifications. Binders shall be 3-ring, hard-back Type No. S-43772 as manufactured by Marshall-Jackson Co, Chicago, Illinois, or equal. All loose data shall be punched for binding and composition and printing shall be arranged so that punching does not obliterate any data. The cover and binding edge of each manual shall have the project title and manual title printed thereon, all as furnished and approved by ENGINEER. 16.16.3 All operating and maintenance material that comes bound by the equipment manufacturer shall be left that way. The appropriate sections of CONTRACTOR’s O&M Manual shall cross-reference the manufacturers bound manual. 16.16.4 Where more than one (1) binder is required they shall be labeled Vol. 1, Vol. 2, and so on. The table of contents for the entire set, identified by volume number, shall appear in each binder. 16.16.5 The five (5) copies of the manuals and data included therein shall be provided in conformance with the subsection headed “Working Drawings” and, in addition, to the requirements of the Technical Specifications Workmanship and Materials Section. The costs of the Operation and Maintenance Manual shall be included in the lump sum Contract Price and no separate payment will be made therefore. The Operation and Maintenance Manual shall be included as a separate item in CONTRACTOR’s schedule of values. 16.17 Service of Manufacturer’s Representatives. The Contract Price shall include the costs of furnishing competent and experienced engineers, superintendents or other technically qualified representatives who shall represent equipment manufacturers and shall assist CONTRACTOR, when required, to install, adjust, test and place in operation equipment in conformity with the Contract Documents. When equipment is ready for permanent operation, such engineers, superintendents or representatives shall make all adjustments and tests required by ENGINEER to prove that such equipment is in proper and satisfactory operating condition, and shall instruct such personnel as may be designated by OWNER in the proper operation and maintenance of such equipment. 16.18 Water. CONTRACTOR shall provide, at its expense, the necessary water supply for CONTRACTOR’s activities , and shall, if necessary, provide and lay necessary water lines from existing mains to the place where such water service is required, and shall secure all necessary permits and pay for all hookups, meters and taps to water mains or hydrants and for all water used at the established rates. 16.19 Light and Power. CONTRACTOR shall provide, at its own expense, temporary lighting and power facilities required for the proper prosecution and inspection of the Work, unless specified otherwise. CONTRACTOR shall meter and pay for CONTRACTOR’s share of all power utilized. 16.20 CONTRACTOR’s Field Office. CONTRACTOR shall erect, furnish and maintain a field office with a telephone at the site during the entire period of construction. He or an authorized agent shall be present at this office at all times while his work is in progress. G-55 IN20030661.C2.GC2003.DOC Readily accessible copies of both the Contract Documents and the latest approved Working Drawings shall be kept at this field office. 16.21 Prevention, Control and Abatement of Erosion and Water Pollution. CONTRACTOR shall be responsible for prevention, control and abatement of erosion, siltation and water pollution resulting from construction of the project until Final Acceptance of the project. 16.21.1 CONTRACTOR shall provide, install, construct and maintain coverings, mulching, sodding, sand bagging, berms, slope drains, sedimentation structures or other devices necessary to meet OWNER, State and Federal regulatory agency codes, rules and laws. 16.21.2 CONTRACTOR shall take sufficient precautions to prevent pollution of adjacent rivers and streams with fuels, oils, bitumens, or other harmful materials. Also, CONTRACTOR shall conduct and schedule operations so as to avoid or otherwise minimize pollution or siltation of the waters. 16.21.3 Storm drainage facilities, both open and closed conduit, serving the construction site shall be protected by the CONTRACTOR from pollutants and contaminants. If it is determined that siltation of drainage facilities has resulted due to the project, ENGINEER will advise CONTRACTOR to remove and properly dispose of the deposited material. Should CONTRACTOR fail to or elect not to remove the deposits, OWNER will provide maintenance cleaning as needed and will charge all costs of such service against the amount of money due or to become due CONTRACTOR. 16.21.4 Excavated material shall not be deposited in streams, ditches or impoundments, or in a position close enough thereto to be washed away by high water or runoff. 16.21.5 CONTRACTOR shall not disturb lands or waters outside the limits of construction and public rights of way. The location of and methods of operation in all detention areas, borrow pits, material supply pits and disposal areas furnished by CONTRACTOR shall meet the approval of ENGINEER as being such that erosion during and after completion of the Work will not likely result in detrimental siltation or water pollution. 16.21.6 CONTRACTOR shall schedule operations such that the area of unprotected erodible earth exposed at any one time is not larger than the minimum area necessary for efficient construction operations; and the duration of exposure of uncompleted construction to the elements shall be as short as practicable. 16.21.7 Clearing and grubbing shall be so scheduled and performed that grading operations can follow immediately thereafter, and grading operations shall be so scheduled and performed that permanent erosion control features can follow immediately thereafter if conditions on the project permit. 16.21.8 The surface areas of unprotected erodible earth exposed by clearing and grubbing, excavation or filling operations shall be kept to a minimum. G-56 IN20030661.C2.GC2003.DOC Immediate erosion or pollution control measures to prevent siltation or contamination of any stream, ditch or other impoundment or to prevent damage to the project or property outside the project limits shall be provided when necessary. 16.22 Air Borne Particulate. CONTRACTOR shall comply with Indianapolis Air Pollution Regulation II-4 which is hereby incorporated into this Section by reference. A copy of such regulation will be furnished to CONTRACTOR upon request. 16.23 Professional Fees and Court Costs Included. Whenever reference is made to claims, costs, losses or damages recoverable by OWNER against CONTRACTOR or its surety, such recovery shall include, but not be limited to, all fees and charges of engineers, architects, attorneys and other professionals and all court or arbitration or other dispute resolution costs. END OF THIS SECTION G-57 IN20030661.C2.GC2003.DOC “ATTACHMENT A” MEDIATION PROCESS 1. Purpose of Mediation. This clause provides for the use of Mediation as an alternative means of resolving disputes which may arise under this Agreement. The Mediation allows parties to make an educated assessment of their respective cases, and then engage in a negotiated settlement discussion. Such a procedure can save both parties valuable time resources, and legal costs. Should a Mediation be utilized a Mediation Agreement shall be drafted and adopted which will set forth the governing procedures and terms. 2. When to Invoke Mediation. If a dispute arises under the Agreement, either party may invoke this Mediation clause which will compel participation in Mediation for the purpose of resolving the dispute, provided all of the following conditions have been fulfilled: a. The amount in controversy exceeds twenty thousand dollars ($20,000.00), such amount having been determined by both parties as being the minimum disputed claim to justify use of the Mediation procedure; b. Personnel from each party who were directly involved in the dispute at the operational level met and discussed the claim in good faith, but were unable to resolve the matter. The personnel of each party shall prepare and forward to the persons identified in the subparagraph 2(c) memoranda detailing the areas of dispute, why impasse was reached and that it is beyond their ability to resolve the dispute. c. After complying with subparagraph (b) above, personnel from each party at a higher management level who were not directly involved in the dispute met and discussed the claim in good faith, but were unable to resolve the matter. The personnel of each party shall prepare and forward to the persons identified in paragraph 3 a memorandum detailing the areas of dispute, why impasse was reached and that it is beyond their ability to resolve the dispute; and d. Written notice was given to the other party stating that the above three subparagraphs were complied with, and that the Mediation procedure is being invoked for the purpose of resolving the dispute. 3. Notice of Mediation. Notice of Mediation shall identify the dispute at issue and designate an executive officer or other management official who will represent the party at the proceeding. The designated official must possess the authority to settle the matter and have not been involved in the underlying facts in dispute. 4. Response to Notice of Mediation. Within ten (10) business days, the other party shall designate an appropriate official with authority to settle the dispute who will be its representative at the Mediation. G-58 IN20030661.C2.GC2003.DOC 5. Scheduling. No later than thirty (30) days from the date of the notice of the Mediation, the parties’ designated representatives and/or their attorneys shall meet to discuss the following: a. Settlement status of the dispute; b. Schedule by which drafts of a Mediation Agreement are to be submitted, and a date by which the Mediation Agreement will be finalized; c. Schedule for Mediation discovery and other preparatory matters the parties deem necessary; d. Whether a neutral advisor shall be employed in the Mediation and, if so, by what means he shall be selected; and e. Time, place and schedule of the Mediation hearing. The Mediation Agreement will be finalized and executed by both parties no later than sixty (60) days after the notice of the Mediation. The Mediation hearing will be held within 120 days after the notice of the Mediation unless extended by mutual consent of the parties. 6. Mediation As Condition Precedent To Arbitration or Litigation. Submission of a dispute under this Agreement to a Mediation procedure shall be a condition precedent to filing arbitration or litigation on any dispute exceeding the amount specified above. Failure to comply with this condition precedent shall be in contravention of the parties’ express intention to implement this alternative means of dispute resolution and constitute a breach of this clause. 7. Refusal To Participate In Mediation. Refusal of a party to participate in mediation in good faith shall not be established unless: a. All of the specified conditions set forth in paragraph 2 herein have been fulfilled; and b. 30 days have lapsed since initial written notice of the Mediation was given without an affirmative response. c. Refusal to participate in the Mediation shall be in contravention of the parties’ express intention to implement this alternative means of dispute resolution and constitutes a breach of this clause. 8. Filing Arbitration or Litigation. No litigation or arbitration or any other binding action shall be initiated by either party unless: a. The amount in controversy is less than or equal to the amount specified paragraph 2 above; or G-59 IN20030661.C2.GC2003.DOC b. Despite compliance with this Mediation clause, one party is deemed to have refused (paragraph 7 above) to participate in the Mediation; or c. Both parties agree in writing that they intend not to implement the Mediation for the particular dispute in question; or d. The Mediation procedure has been completed and thirty (30) days have elapsed since the actual Mediation hearing; or e. Litigation must be filed before the Mediation to comply with the Statute of Limitations on a disputed issue. 9. Dismissal/Stay Of Litigation. If one party has filed litigation on a dispute which is otherwise covered by this Mediation clause and which does not meet the exceptions set forth in paragraph 8 herein, the other party may properly seek to dismiss the litigation at its discretion for the purpose of conducting the Mediation as a condition precedent to litigation. If litigation was filed for the purpose set forth in subparagraph 8(e) herein, the filing party shall seek a stay for the purpose of conducting a Mediation. The stay provided for in this Paragraph shall continue for a period of 30 days after completion of the Mediation hearing. The purpose of this 30-day period is to permit the parties full opportunity to discuss settlement. G-60 IN20030661.C2.GC2003.DOC SP-01 – QUALIFICATION OF CONTRACTORS The Contractor and all subcontractors shall provide written documentation of INDOT prequalification for each of the work types they are responsible for on the project. QUALIFICATION OF CONTRACTORS TS-01 IN20030661 SP-02 - APPLICABLE SPECIFICATIONS Wherever Indiana Department of Transportation Standard Specifications are referenced in project documents, CONTRACTOR shall refer to the INDOT Specifications with supplemental specifications effective for lettings between September 1, 2007 and August 31, 2008. These specifications are available on INDOT’s website at: http://www.in.gov/dot/div/contracts/standards/book/index.html Wherever in the contract documents the 1999 Standard Specifications are referenced, it shall be interpreted to mean the 2008 Standard Specifications. Wherever contract documents refer to the Department, it shall be interpreted to mean the City. APPLICABLE SPECIFICATIONS TS-02 IN20030661 SP-03 - MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) Wherever in the contract documents reference is made to the Manual on Uniform Traffic Control Devices, MUTCD, it shall be interpreted to mean the 2003 Edition of the Federal Manual on Uniform Traffic Control Devices. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES TS-03 IN20030661 BRIDGE NUMBERS FOR PAY ITEMS TS-04 IN20030661 SP-04 - BRIDGE NUMBERS FOR PAY ITEMS The bridge file numbers shown on the plans shall correspond to the bridge numbers used in pay item names as shown below: Bridge File on Plans Bridge No. in Pay Item Name 106th St. over Keystone Parkway 1 126th St. over Keystone Parkway 2 ____________________________ 3 ____________________________ 4 ____________________________ 5 ____________________________ 6 ____________________________ 7 ____________________________ 8 ____________________________ 9 ____________________________ 10 SP-05 – GEOTECHNICAL EVALUATION REPORT A geotechnical evaluation report for the contract is available for information purposes only. It will be included in the contract documents. GEOTECHNICAL EVALUATION REPORT TS-05 IN20030661 SP-06 – AS BUILT TRAFFIC SIGNAL PLANS The Contractor shall prepare two sets of as-built plans for the traffic signal portion of the contract. The as-built traffic signal plans shall be submitted to the Engineer no later than the date the signal is placed into operation. Traffic signal as-built plans shall include a copy of the project title sheet and the plan sheets that show the traffic signal related work. The plans shall indicate the as-built location of steel strain poles, signal cantilevers, electrical service, signal controller, loop detectors, conduit runs, and traffic signal handholes. The cost of as-built traffic signal plans shall be included in the cost of the traffic signal items. AS BUILT TRAFFIC SIGNAL PLANS TS-06 IN20030661 SP-07 – REVISED FIELD OFFICE EQUIPMENT SPECIFICATIONS The Standard Specifications are revised as follows: SECTION 105, BEGIN LINE 594, DELETE AND INSERT AS FOLLOWS If a pay item for such is included in the contract, a field office, to be located as mutually agreed in a location between 106th Street and 131st Street and within two (2) blocks to the east or west of Keystone Parkway, shall be provided for the Department’s exclusive use. If SECTION 105, BEGIN LINE 617, INSERT AS FOLLOWS The base of the field office shall be wrapped in skirting. SECTION 105, BEGIN LINE 622, DELETE AND INSERT AS FOLLOWS Each trailer shall be furnished with steps meeting IOSHA/OSHA requirements at each doorway. The steps shall be permanent by framing with sawn lumber and foundations for the steps shall be set in concrete. SECTION 105, BEGIN LINE 633, DELETE AND INSERT AS FOLLOWS: Minimum Area 400 sft 550 sft 650 sft 1340 sft SECTION 105, BEGIN LINE 649, DELETE AND INSERT AS FOLLOWS Answering Machine/voice mail 1 1 1 Telephones Lines 3 2 3 2 4 2 File Drawers 4 8 12 16 Desks 2 4 4 Office Folding Tables 1 2 2 10 Chairs 4 8 12 24 SECTION 105, BEGIN LINE 664, DELETE AND INSERT AS FOLLOWS: Fax Machine 1 1 1 Computers 1 1 2 Shredder 1 1 1 Electrical Service 100 amp 100 amp 100 amp SECTION 105, BEGIN LINE 680, DELETE AND INSERT AS FOLLOWS Hand-washing and toilet supplies shall be provided. Toilet facilities shall be provided for a minimum of 20 people. Outdoor toilet facilities shall be shielded from view through the use of shadow box wooden fence. Indoor plumbing shall be provided through the use of waste and water holding tank as required. SECTION 105, BEGIN LINE 728, DELETE AND INSERT AS FOLLOWS All filing cabinet drawers shall have a filing depth of 25 in. (635 mm). At a minimum, the files shall be fire resistant steel filing cabinets with a class D or higher classification established by UL or REVISED FIELD OFFICE EQUIPMENT SPECIFICATIONS TS-07 IN20030661 Safe Manufacturers National Association. All files shall have a lock. At least four eight drawers shall be fire proof. SECTION 105, BEGIN LINE 750, DELETE AND INSERT AS FOLLOWS The Contractor shall be responsible to provide a place or container for trash to be deposited for removal by the Contractor. The container shall be shielded from view with a shadow box wooden fence. SECTION 105, BEGIN LINE 760, DELETE AND INSERT AS FOLLOWS All field offices shall be equipped with a table top dry ink copier machine using plain paper and capable of making full size copies of 11 in. x 17 in. (279 mm x 432 mm) originals. The copier shall be capable of reducing and increasing copy sizes. The copier shall have a self-feeding paper tray and an automatic document feeder and be capable of producing at least 12 copies per minute. SECTION 105, BEGIN LINE 917, DELETE AND INSERT AS FOLLOWS The office shall have a mutually agreed upon number of minimum of 25 all-weather parking spaces. Such parking spaces shall be either paved or surfaced with compacted aggregate, size No. 53, or other acceptable materials. SECTION 105, BEGIN LINE 913, INSERT AS FOLLOWS: The shredder shall be maintained in good working condition. If the machine becomes inoperable, requires repair or is stolen, it shall be repaired or replaced within five business days from the time the Contractor is notified. The shredder shall meet the following minimum requirements: a. Power rating of 540 b. Sheet capacity of 12 sheets (20 lb. paper) c. Shred paper clips and staples d. 5 gallon capacity waste basket e. 9 inch throat width SECTION 105, AFTER LINE 913, INSERT AS FOLLOWS: (a) Broadband Internet Service When specified as a pay item, the Contractor shall provide for broadband internet service for the field office. The internet service shall be accessible by each computer system when used within the field office. All hardware and software necessary for connecting the internet service to the field office and for connecting each computer system to the internet shall be provided. Access to the internet service within the field office may be provided by a wireless hub or by direct connection via the network port to a network hub. Broadband internet access shall be provided by one of the following methods in order of availability: 1. Cable or DSL broadband 2. Mobile broadband SECTION 105, AFTER LINE 935, INSERT AS FOLLOWS: REVISED FIELD OFFICE EQUIPMENT SPECIFICATIONS TS-07 IN20030661 Field office internet service will be paid for at the contract unit price per month. Payment will be made under: Pay Item Pay Unit Symbol Field Office, MOS Type Field Office Internet Service MOS SECTION 105, AFTER LINE 955, INSERT AS FOLLOWS: All costs necessary to establish, install and maintain field office internet service, including any required hardware, software, fees, monthly charges, setup, installation and technical support shall be included in the cost of the pay item for field office internet service. The service shall include all necessary connections for notebook computer systems. REVISED FIELD OFFICE EQUIPMENT SPECIFICATIONS TS-07 IN20030661 SP-08 – EXISTING CONDITIONS OF UTILITIES, ADDITIONAL R/W, ENCROACHMENTS The Standard Specifications are revised as follows: SECTION 107, AFTER LINE 690, INSERT AS FOLLOWS: 107.25 Existing Conditions of Utilities, Additional Right-of-Way, and Encroachments. Such existing conditions are as described below. (a) Utilities. The status of all utility companies and organizations potentially involved with the work to be performed are described below. The facilities of Clay Township Regional Waste District exist within the project limits, and all affected facilities are incorporated into the proposed construction. If questions arise, Shawn Pabst of the utility may be contacted at 317-844-9203. The facilities of Vectren exist within the project limits. It is anticipated that they will adjust their facilities for construction on or before June 15, 2008. If questions arise, Don Perdue of the utility may be contacted at 317-776-5534. The facilities of AT&T Indiana exist within the project limits. It is anticipated that they will adjust their facilities for construction on or before June 15, 2008. If questions arise, Greg Cammack of the utility may be contacted at 317-252-5134. The facilities of Duke Energy exist within the project limits. It is anticipated that they will adjust their facilities for construction on or before June 15, 2008. If questions arise, Cindy Rowland of the utility may be contacted at 317-776-5341. The facilities of Carmel Water Company exist within the project limits and all affected facilities are incorporated into the proposed construction. If questions arise, John Duffy of the utility may be contacted at 317-571-2265 The facilities of BrightHouse exist within the project limits. It is anticipated that they will adjust their facilities for construction on or before June 1, 2008. If questions arise, Joe Evans of the utility may be contacted at 317- 339-9075. EXISITNG CONDITIONS OF UTILITIES, ADDITIONAL R/W, ENCROACHMENTS TS-08 IN20030661 (b) Right-of-Way. All additional right-of way requirements for the contract have been cleared except for the conditions at the parcels described below. 1. Right-of-Entry. The right-of-entry to the following properties is anticipated as set out below. The properties listed below shall not be entered until authorized in writing. No monetary claims or damages shall be made by contractor to the City of Carmel for delays or cancellation of portions of the project due to problems associated with right-of-way acquisition. Estimated Date Parcel No. Owner Location Right-of-Entry 61 Enclave Development Co. April 1, 2008 62 First Baptist Church of Carmel 1010 126th Street April 1, 2008 (c) Encroachments. All known encroachments within the project limits have been removed or have been cleared to remain. (d) Environmental Permits The approval of permits is anticipated as set out below. Estimated Date Permit of approval NOI (Rule 5) April 21, 2008 ACOE Section 404 for impacts to wetlands and work associated with Hot Lick Creek May 1, 2008 IDEM Section 401 Water Quality Certification for impacts to wetlands May 15, 2008 and work associated with Hot Lick Creek (d) Other Noteworthy Conditions. The following condition exists which may affect the prosecution and progress of the contract. The City of Carmel has entered into an agreement with Yardberry Landscaping and Excavating Inc. for the cutting of trees within the project right of way. This contract is expected to be completed by April 30, 2008. (e) Preconstruction Conference Notification. The Contractor shall provide notification during the preconstruction conference about known corrections to or omissions of the information presented in 107.25(a) through 107.25(d) above. Otherwise, notification shall be provided as required in 105.06. Notifications regarding such corrections or omissions shall not alleviate the Contractor's inquiry or interpretation obligations as contained in 120 IAC 3-6-6. EXISITNG CONDITIONS OF UTILITIES, ADDITIONAL R/W, ENCROACHMENTS TS-08 IN20030661 SP-09 – USE OF CONES IN LIEU OF DRUMS SECTION 107, BEGIN LINE 416, DELETE AND INSERT AS FOLLOWS: Pavements and shoulders having an edge drop of more than 3 in. (75 mm) shall be delineated with drums in accordance with 801.09. Delineation shall be at a maximum spacing of 200 ft (60 m). The use of cones in accordance with 801.08 will be permitted during daylight hours in lieu of drums as shown on the plans except cones shall not be used for interstate lane restrictions. SECTION 801, BEGIN LINE 259, DELETE AND INSERT AS FOLLOWS: Cones shall be made of a material to withstand impact without damage to striking vehicles. They shall have a substantial base to restrict overturning. Cones and tubular markers shall be as shown on the plans. Cones shall be used only during temporary activities where portability is advantageous and they remain in place and do not create a hazard to traffic. The use of cones in lieu of drums will be permitted during daylight hours unless otherwise directed as shown on the plans except cones shall not be used for interstate lane restrictions. Tubular markers shall be used for separating two-lane two-way traffic as shown on the plans or as directed. Cones and tubular markers shall be secured in place either by weighting or adhesives. The use of metal bases will not be permitted. USE OF CONES IN LIEU OF DRUMS TS-09 IN20030661 SP-10 – TRAFFIC CONTROL CHANGES AND ON-CALL MAINTENANCE OF TRAFFIC CONTROL DEVICES The Standard Specifications are revised as follows: SECTION 104, AFTER LINE 171, INSERT AS FOLLOWS Traffic shall not be restricted between 6 a.m. and 9a.m., between 5 p.m. and 7p.m., or as otherwise directed. Drums or barricades shall not be left in the roadway overnight. Traffic control changes will not be permitted on a traffic lane between 6 a.m. and 9a.m., or between 5 p.m. and 7p.m TRAFFIC CONTROL DEVICES AND ON-CALL TS-10 MAINTENANCE OF TRAFFIC CONTROL DEVICES IN20030661 SP-11 – WORK HOUR RESTRICTIONS The Contractor will be permitted to work 24 hours per day/seven days per week to complete the construction work for this project with the following exceptions. The Contractor will be required to shut down construction operations for the following days May 24-26, 2008 July 4, 2008 August 30 - September 1, 2008 November 27-30, 2008 December 23-25, 2008 December 30, 2008 – January 1, 2009 May 23-25, 2009 The Contractor will not operate the following construction equipment between the hours of 10:00 PM and 5:00 AM each day including weekends. 1. Pile Driver 2. Steam Shovel 3. Pneumatic Hammer 4. Derrick 5. Steam or Electric Hoist The Contractor will be allowed to operate all other construction equipment at all times during construction. If the Contractor is informed that the operation of construction equipment that is attended by loud or unusual noise which is a detriment to the public health, comfort, convenience, safety and welfare of residents of this city during the hours of 10:00 PM to 5:00 AM on any day, the Contractor shall immediately desist from operating the specific offending piece of construction equipment and notify the Engineer. The Contractor shall desist from operating the specific piece of construction equipment at the direction of the Engineer. No increase in project time will be allowed for noise delays. WORK HOUR RESTRICTIONS TS-11 IN20030661 SP-12 – INTERMEDIATE COMPLETION DATE Intermediate completion is described as follows: Keystone: Two northbound and two southbound lanes open to traffic. All regulatory signs, warning signs and lighting shall be installed and functioning prior to opening to traffic. Contractor may open to traffic on intermediate HMA. If opened to traffic on intermediate HMA, contractor shall install temporary pavement markings in accordance with final pavement marking plans. Contractor will be allowed to close one lane in each direction and in accordance with the special provision “One Lane Closure” to complete items not required for intermediate completion. Ramps “SWR”, “SER”, “NER” and “NWR”: One lane open to traffic. Regulatory signs, warning signs, and lighting shall be installed and functioning prior to opening to traffic. Contractor will be required to install anchored barrier wall in all areas where concrete railing shown in project plans is not completed. If opened to traffic prior to installation of permanent pavement markings, contractor shall install removable temporary pavement markings on all PCCP pavement in accordance with final striping plans. 126th Street: All lanes open to traffic with full access across and to Keystone. Regulatory signs, warning signs, and lighting shall be installed and functioning prior to opening to traffic. Contractor may open to traffic on intermediate HMA. If opened to traffic on intermediate HMA, contractor shall install temporary pavement markings in accordance with final striping plans. Contractor will be required to install anchored barrier wall in all areas where concrete railing or bridge railing shown in project plans is not completed. Contractor will be allowed to close one lane in each direction and in accordance with the special provision “One Lane Closure” to complete items not required for intermediate completion. Teardrop Roundabout: All lanes open to traffic with full access across, to and from Keystone. Contractor may open to traffic on intermediate HMA. If opened to traffic on intermediate HMA, contractor shall install temporary pavement markings in accordance with final striping plans, including all yield and lane usage “fishhook” markings. All regulatory signs, warning signs, and lighting shall be installed and functioning prior to opening to traffic. Contractor will be allowed to close one lane in each direction and in accordance with the special provision “One Lane Closure” to complete items not required for intermediate completion. BASIS OF PAYMENT The installation of all temporary pavement markings, temporary anchored barrier wall or other temporary appurtenances not shown in project plans but necessary to conform with this special provision shall be in accordance with Section 801.12 with the exception that such work will not be paid for directly but shall be included in the lump-sum price of maintaining traffic. INTERMEDIATE COMPLETION DATE TS-12 IN20030661 SP-13 – KEYSTONE LANE CLOSURE TIMES When there is no alternative, lane closures in each direction may be made during the hours listed below: Begin Hour Sun Mon Tue Wed Thu Fri Sat 12:00 am XXX XXX XXX XXX XXX XXX XXX 1:00 am XXX XXX XXX XXX XXX XXX XXX 2:00 am XXX XXX XXX XXX XXX XXX XXX 3:00 am XXX XXX XXX XXX XXX XXX XXX 4:00 am XXX XXX XXX XXX XXX XXX XXX 5:00 am XXX XXX XXX XXX XXX XXX XXX 6:00 am XXX XXX 7:00 am XXX XXX 8:00 am XXX XXX 9:00 am XXX XXX XXX XXX XXX XXX XXX 10:00 am XXX XXX XXX XXX XXX XXX XXX 11:00 am XXX XXX XXX XXX XXX XXX XXX 12:00 pm XXX XXX XXX XXX XXX XXX XXX 1:00 pm XXX XXX XXX XXX XXX XXX XXX 2:00 pm XXX XXX XXX XXX XXX XXX XXX 3:00 pm XXX XXX 4:00 pm XXX XXX 5:00 pm XXX XXX 6:00 pm XXX XXX 7:00 pm XXX XXX XXX XXX XXX XXX XXX 8:00 pm XXX XXX XXX XXX XXX XXX XXX 9:00 pm XXX XXX XXX XXX XXX XXX XXX 10:00 pm XXX XXX XXX XXX XXX XXX XXX 11:00 pm XXX XXX XXX XXX XXX XXX XXX “XXX” = Hours when one lane may be restricted in each direction. No lane restrictions will be allowed on holiday weekends from 5 a.m. on the last business day prior to a holiday until 8 p.m. on the first business day following a holiday weekend. Normal business KEYSTONE LANE CLOSURE TIMES TS-13 IN20030661 days are Mon. through Fri. The Engineer may impose additional lane closure hour restrictions for special events and/or weather conditions. The Contractor shall cooperate with all other Contractors in the area and also schedule his operations in order to adhere to the following lane requirements. All lane closures within 1 mile of each other should be connected. Lane closure signs shall not be erected any earlier than an hour before the starting hours listed above. Also, these signs shall be taken down within one-half hour after the closure is removed. In addition, all lane closures shall be removed during adverse weather conditions as determined by the Engineer. No barricade or other traffic control device may be positioned in a lane outside the hours shown in the table. If any lane closures occur on Keystone other than what is shown on the lane closures time charts, $1,000.00 will be assessed as liquidated damages, not as a penalty, but as damages sustained for each hour or fraction of an hour that lane closures occur other than the time indicated on the lane closures times charts shown elsewhere herein. To cover incidental lane closure periods that may be beyond the Contractor’s control, a maximum of 30 minutes will be allowed for an incidental lane closure period. This period can only occur at the end of a normal closure period that is indicated in the lane closures time charts shown above. This 30-minute closure period could include the removal of traffic setups that may have been delayed because of circumstances beyond the control of the Contractor. There will be a maximum of one incidental lane closure period allowed per calendar day. KEYSTONE LANE CLOSURE TIMES TS-13 IN20030661 SP-14 – MAINTENANCE OF TRAFFIC FOR CROSSOVER, CULVERT AND SHOULDER CONSTRUCTION The construction of temporary crossovers, installation of new culvert crossings, and the resurfacing/reconstruction of the Keystone SB inside and outside shoulders shall be constructed according to the following requirements: Two 10 foot lanes of traffic in each direction from the Begin Project location to the End Project location shall be maintained at all times on Keystone except as allowed by the special provision “One Lane Closure Times”. The maximum drop off adjacent to the travel lane will be 3 inches, and drums shall be placed on the shoulder adjacent to the travel lane at a minimum of one every 200 feet. MAINTENANCE OF TRAFFIC FOR CROSSOVER TS-14 CULVERT AND SHOULDERCONSTRUCTION IN20030661 SP-15 – SCHEDULE OF OPERATION AND TRAFFIC CONTROL PLAN Maintenance of traffic shall be the sole responsibility of the Contractor. Traffic access to all businesses and residences within the project limits shall be maintained at all times, but may be limited to thru traffic in one direction (i.e. right-in right-out). Properties with more than one access point may be limited to only one open at a time. If it appears that construction operations will close access to a property completely, the Engineer shall be contacted for approval. If approved, the property owner and/or resident shall be contacted by the Contractor prior to proceeding with operations. Unless otherwise directed or permitted, the work specified shall be arranged and prosecuted in accordance with all applicable provisions of Sections 104.04, 107.12, 801, and as set out herein. Drainage shall be maintained at all times with the use of existing or proposed inlets and storm sewers. All traffic control devices and construction materials that are specified as separate pay items and used for maintenance of traffic will be paid for as set out in the schedule of pay items. The furnishing, placing, moving, removal and maintenance of all other traffic control devices will be paid for at the contract lump sum price for maintaining traffic. The maintenance of traffic schedule of operations on Keystone shall be as shown on the plans and in accordance with the following: Phase I & II 1. Construct intersection and signal modifications at the Carmel Drive and Keystone intersection as shown in project plans. 2. Construct intersection and signal modifications at the 126th Street and Gray road intersection as shown in project plans. 3. Construct temporary crossovers as shown in project plans. 4. Mill / Resurface / Reconstruct inside and outside shoulders of SB Keystone as shown in project plans. Phase III 1. 126th Street is closed and detoured in accordance with project plans. 2. Northbound Keystone traffic is crossed over to existing southbound lanes. 3. Southbound traffic is shifted to existing outside shoulders. 4. Proposed northbound lanes, ramps, approaches, and walls of Keystone are constructed. 5. East half of bridge substructure is constructed. 6. The portions of 126th Street east of the interchange are constructed. 7. Temporary pavement between “SER” and “NER” is constructed as shown in maintenance of traffic plans. Phase IV 1. 126th Street remains closed and detoured in accordance with project plans. 2. Southbound traffic is crossed over to future northbound lanes. SCHEDULE OF OPERATIONS TS-15 AND TRAFFIC CONTROL PLAN IN20030661 3. Northbound traffic is diverted up ramp “SER”, across temporary pavement constructed in Phase III, and down ramp “NER”. 4. Proposed southbound lanes, ramps, approaches, and walls of Keystone are constructed. 5. Portions of bridge are being constructed. 6. The portions of 126th Street west of the interchange are constructed. Phase V 1. 126th Street remains closed and detoured in accordance with project plans. 2. Southbound traffic using new southbound lanes, northbound Keystone traffic using new northbound lanes. 3. No access to ramps. 4. Temporary pavement between “SER” and “NER” constructed in Phase III is removed. 5. East half of teardrop roundabout constructed 6. Remaining portions of bridge are being constructed. SCHEDULE OF OPERATIONS TS-15 AND TRAFFIC CONTROL PLAN IN20030661 SP-16 – TRAFFIC STOPPAGES FOR OVERHEAD INSTALLLATIONS The Standard Specifications are revised as follows: SECTION 801, DELETE LINE 782 THROUGH 802. SECTION 801, AFTER LINE 803 INSERT AS FOLLOWS: (c) Traffic Control for Temporary Traffic Stoppage Traffic stoppage on Keystone during overhead structure installation or removal shall not exceed 20 minutes at one time. There shall be enough time between consecutive stoppages to permit traffic to return to normal flow as determined by the Engineer. Traffic shall not be permitted to pass directly beneath personnel working on an overhead installation. Traffic stoppages on Keystone shall only be allowed between 12:00 am and 5:00 am. The Contractor shall provide adequate law enforcement, preferably from the Carmel Police Department, consisting of uniformed officers in marked cars during traffic stoppage periods on Keystone. An additional uniformed officer in a marked car with flashing lights shall be placed 500 feet in advance of the beginning of the traffic back up. Three working days prior to commencing work that necessitates temporary stoppage of traffic, written notice shall be given to the Engineer, Carmel Police Department, and Carmel Fire Department that traffic shall be stopped temporarily on Keystone at a specific location, time and date to accomplish the installation of specified work over Keystone. Traffic shall be safely controlled during the stoppage. The Contractor shall submit a plan for erection of overhead structures to the Engineer showing sequence of operations. The Contractor shall pay the following damages for any stoppage of traffic on Keystone in excess of any 20-minute stoppage period. Infraction Damages First 5 minutes overage or fraction thereof $ 500.00 Second 5 minutes overage and each succeeding $ 1,000.00 5 minute overage or fraction thereof The Engineer will keep a log showing the date and time of the traffic stoppages on Keystone and the duration of the traffic stops. The Engineer and the Contractor’s representative will sign the log. The Engineer will keep the original and send a copy to the City Engineer. The Engineer will report any abuse of these limitations by the Contractor to the City. TRAFFIC STOPPAGES FOR TS-16 OVERHEAD INSTALLATIONS IN20030661 FAILURE TO COMPLETE ON TIME FOR TS-17 INTERMEDIATE COMPLETION DATE IN20030661 SP-17 FAILURE TO COMPLETE ON TIME FOR INTERMEDIATE COMPLETION DATE The Standard Specifications are revised as follows: SECTION 108, AFTER LINE 455, INSERT AS FOLLOWS: The work specified shall be arranged and prosecuted such that each segment and appurtenances specified shall be completed on or before the intermediate completion dates shown in the Contract book. If any segment and appurtenances are not completed on or before the intermediate completion date shown in the Contract Book, $10,000 will be assessed as liquidated damages, not as a penalty, but as damages sustained for each calendar day that a given segment remains incomplete after the intermediate completion date. An extension to the intermediate completion date, as set out above, may be granted if the notice to proceed is not made within 30 days of the anticipated notice to proceed date included on the Proposal sheet date and if the delay in the notice to proceed is not due to the failure of the Contractor to provide necessary information or documents. SP-18 - FAILURE TO COMPLETE ON TIME FOR CALENDAR COMPLETION DATE The Standard Specifications are revised as follows: SECTION 108, DELETE LINES 453 THROUGH 465. SECTION 108, AFTER LINE 466, INSERT AS FOLLOWS: If the contract is not completed on or before the contract completion date shown on the Proposal sheet, $5,000 will be assessed as liquidated damages, not as a penalty, but as damages sustained, for each calendar day that the contract is not complete. Extension of contract time, if required, shall be in accordance with 108.08. FAILURE TO COMPLETE ON TIME TS-18 FOR CALENDAR COMPLETION DATE IN20030661 SP-19 – COORDINATION WITH CITY SERVICES The Contractor shall coordinate construction activities with each of the City Service Providers listed below. These agencies shall be notified no less than two weeks in advance of any changes to road closures, detours or restrictions. Carmel Police Department Sergeant John McAllister Operations Division / Traffic Unit 3 Civic Square Carmel, IN 46032 Phone : (317) 571-2500 Email: jmcallister@carmel.in.gov Carmel Fire Department Fire Chief Keith D. Smith Fire Headquarters 2 Civic Square Carmel, IN 46032 Phone: (317) 571-2602 Email: ksmith@carmel.in.gov David Haboush Assistant Chief of Administration Fire Headquarters 2 Civic Square Carmel, IN 46032 Phone: (317) 571-2675 Email: dhaboush@carmel.in.gov Carmel Clay Schools Ron Farrand, Jr. Director, Facilities and Transportation Carmel Clay Schools Phone: (317) 815-3962 Email: rfarrand@ccs.k12.in.us BASIS OF PAYMENT: No direct payment will be made for coordination with City Services. Cost of all coordination shall not be paid for separately, but included in the cost of other items. COORDINATION WITH CITY SERVICES TS-19 IN20030661 SP-20 – TEMPORARY EROSION CONTROL MEASURES The standard specifications are revised as follows: SECTION 108, BEGIN LINE 107, DELETE AND INSERT AS FOLLOWS: An amended Erosion Control Plan shall be submitted in accordance with 327 IAC 15-5 for those areas not included in the Department submittal or as necessary for changes initiated by the Contractor. Items to include consist of sequencing of operations, borrow and disposal areas, and haul roads as well as any revision to the Department’s submittal. If borrow and stockpile sites are used, the Contractor shall indicate the erosion and sediment control measures to be implemented and the sequencing of the erosion and sediment control measures to be used on the sites. The Contractor shall also state where the spoil from the project, if any, will be placed. The Contractor shall provide this information following the guidelines for Rule 5 (327IAC 15-5). The Contractor shall also submit a sequencing of the erosion and sediment control measures to be used on the project to: John South Hamilton County Soil & Water Conservation District 1108 S. Ninth St. Noblesville, IN 46060-6745 Any offsite borrow, stockpile, and spoil sites must be permitted by the IDEM Notice of Intent, NOI. The Contractor shall submit either a new IDEM NOI or revise the original NOI for the project. A copy of the revised NOI or the new NOI shall be given to the Engineer. All information shall be submitted and approved prior to land disturbing activities. All appropriate erosion control items shall be in place prior to disturbing the project site. A copy of the amended plan shall be provided to the Engineer. The CONTRACTOR must contact the following: IDEM Rule 5 Coordinator 317-233-1864 Hamilton County Soil and Water Conservation District 317-773-2181 City of Carmel Engineering/MS4 317-571-2441 and provide the actual start date for construction within 48 hours of the initiation of construction activity. The CONTRACTOR must notify the following individuals of the preconstruction meeting: Amanda Foley 317-571-2441 afoley@carmel.in.gov John Thomas 317-571-2441 jthomas@carmel.in.gov Robert Beck 317-234-5028 rbeck@idem.in.gov TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 The CONTRACTOR must provide Amanda Foley a copy of the IDEM Notice of Intent (NOI) a minimum of 48 hours prior to the start of construction at the contact information shown below: City of Carmel Engineering/MS4 c/o Amanda Foley 1 Civic Square Carmel, IN 46032 317-571-2441 afoley@carmel.in.gov In the event of an environmental spill, the CONTRACTOR shall notify IDEM immediately at 1-888-233- 7745. The Contractor shall designate one or more of its employees as an Erosion Control Supervisor. The Erosion Control Supervisor shall to be responsible for the preparation, submittal, and ensuring receipt of the approval of the amended erosion control plan. Such individual(s) shall also be responsible for obtaining all other necessary permits including the wetland inspection and archaeological record check and field survey in accordance with 203.08, and for all environmental inspections. Such individual(s) shall oversee the installation of all erosion control measures and shall conduct regular weekly and post-event inspections and perform all other tasks related to the installation, maintenance, and removal of erosion control measures. The Erosion Control Supervisor shall accompany personnel from IDEM or other governmental agencies, as required, during site visits by those agencies. And The Erosion Control Supervisor shall be responsible for completion of all reports in accordance with 205. A minimum of 10 days prior to commencing work, the Contractor shall prepare and submit to the Engineer, for approval, an erosion control plan that includes, at a minimum, the following items: (a) Locations of all proposed soil stockpiles, borrow areas, or disposal areas. (b) Locations of all proposed vehicle and equipment parking areas, vehicle and equipment fueling locations, placement of the site construction trailers, location of all on-site batch plants, and designated concrete truck washout areas. (c) Proposed construction sequence and phasing of erosion control measures. (d) Location of all construction entrances where vehicles and equipment will enter and exit the site. (e) Material handling and spill prevention plan, which shall include a list of expected materials that may be present on the site during construction operations, as well as a written description of how these materials will be handled to minimize the potential that the materials may enter the storm water runoff from the site. (f) Statements that the erosion control measures for the project shall, at a minimum, be inspected on a weekly basis and by the end of the next business day after every 1/2 in. (13 mm) rain event. TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 (g) Monitoring and maintenance plan for erosion control measures. The name(s) of the designated individual(s) Erosion Control Supervisor shall be furnished the Engineer at, or prior to, the preconstruction meeting. Should the designated individual(s) need to be replaced during the contract, replacements shall be designated within seven calendar days and notification shall be furnished the Engineer. Permanent erosion control measures shall be incorporated into the work at the earliest practicable time as the construction progresses to stabilize the site. In order to minimize pollution to bodies of water, the practices and controls set out below shall be followed. (a) When work areas are located in or adjacent to bodies of water, such areas shall be separated by a dike or other barrier to keep contained. Sediment disturbance of these bodies of waters shall be minimized during the construction and removal of such barriers. (b) All waterways shall be cleared as soon as practicable of false-work, temporary piling, debris, or other obstructions placed during construction operations. (c) Water from aggregate washing or other operations containing sediment shall be treated by filtration, a settling basin, or other means sufficient to reduce the sediment content. (d) Pollutants such a fuels, lubricants, asphalt, sewage, wash water, or waste from concrete mixing operations, and other harmful materials shall not be discharged into existing bodies of water. (e) All applicable regulations and statutes relating to the prevention and abatement of pollution shall be complied with in the performance of the contract. Construction must be sequenced in a manner to insure positive drainage throughout the project during construction. Wherever construction plans indicate the removal and replacement of an existing structure, the replacement structure shall be installed so as not to cause adverse affects to adjoining property owners. The construction phasing should include the proper sequence and rapid stabilization of all the proposed ditches. The project shall be staged in a manner that will limit the amount of disturbed land. The areas affected by Phase I Erosion Control measures shall be substantially stabilized prior to the beginning of operations associated with Phase II Erosion Control. SECTION 108, AFTER LINE 177, INSERT AS FOLLOWS: The cost of preparation of the erosion control plan shall be included in the cost of the various erosion and sediment control items. SECTION 205, AFTER LINE 33, INSERT AS FOLLOWS: Temporary erosion control measures shall be placed as soon as possible. Silt fence and sediment traps shall be installed prior to beginning earth disturbing activities. TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 Temporary seeding and mulching shall be placed on disturbed areas that are expected to be undisturbed for over 7 days or as directed by the Engineer. Check dams shall be installed as soon as possible in areas of construction. Once ditches are to grade, permanent erosion control measures shall be placed as soon as possible and no later than 5 workdays after ditch grading is completed. During construction, if ditch flow patterns change, erosion control measures may need to be moved or adjusted so that no areas are left unprotected. Sediment shall be removed from check dams and other erosion control measures periodically so that those measures function as intended. Pipe end sections and anchors shall be placed when the structure is installed. If the pipe end sections or anchors cannot be placed at the same time, temporary riprap splashpads shall be placed at the outlets of the pipes until the pipe end sections or anchors can be placed. All existing inlets and/or pipes shall be protected from sediment during construction using INDOT approved methods prior to capping, replacing, or removing. SECTION 205, AFTER LINE 108, INSERT AS FOLLOWS: (o) Stable Construction Entrance The Contractor shall provide a stable construction entrance at the points where construction traffic will enter onto an existing road. This entrance will serve the purpose to prevent soil from leaving the construction area and keep the existing roadway free of sediment. This entrance shall include a geotextile fabric underliner, be a minimum of 12 ft wide, 50 ft long, and constructed of 12 in. of No. 2 stone. The radii shall be large enough to accommodate the vehicles utilizing the entrance. Additional stone may be required, as directed, to maintain the usefulness of the stable construction entrance. Where there in insufficient room for a stable construction entrance, other measures shall be taken to prevent the tracking of sediment onto the pavement. The Contractor shall maintain entrances including, but not limited to, reshaping as needed for proper drainage and top dressing with clean stone as needed. The contractor is also responsible for the clean up of any debris that may be tracked onto the existing roadway from the construction site. (p) Concrete Washout The Contractor shall provide a concrete washout system in accordance with the specifications, installation, and maintenance described in the “Indiana Storm Water Quality Manual.” (q) Filter Tubes The Contractor shall install, construct, and maintain filter tubes in accordance with the “Indiana Storm Water Quality Manual.” The minimum filter tube size shall be 18 inches. (r) Dewatering Structure The Contractor shall provide dewatering structure in accordance with the specifications, installation, and maintenance described in the “The City of Carmel Stormwater Technical Standards Manual.” SECTION 205, AFTER LINE 118, DELETE AND INSERT AS FOLLOWS: 205.04 Maintenance TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 Temporary erosion and sediment control measures shall be inspected by the Contractor’s Erosion Control Supervisor once every seven days and after each rain activities activity. Inspections shall be documented and records shall be maintained by the Contractor, to be made available for review upon request. Records shall include, at a minimum, the date, the inspector’s name, the maintenance and corrections needed based on this inspection, and the status of previously identified deficiencies. The temporary protection measures shall be returned to good working conditions within 48 hours after inspection or as directed. Sediment shall be removed as approved and disposed of in accordance with 201.03 and 203.08. Inspection records shall be kept until the entire contract is complete and has been permanently stabilized. SECTION 205, BEGIN LINE 136, DELETE AND INSERT AS FOLLOWS: 205.06 Method of Measurement Filter tubes, silt fence and straw bale check dams will be measured by the linear foot (meter). Straw bale check dams will be measured once per dam parallel to the dam and at the widest point. Sediment basins will be measured by the units installed complete in place. Revetment riprap check dams, sediment traps, and splashpads will be measured by the ton (megagram). The measurement of temporary revetment riprap check dams will include the revetment riprap and the No. 5 filter stone. Measurement of sediment traps will include the riprap and the No. 8 filter stone. Temporary mulching will be measured by the ton (megagram). Temporary seeding will be measured in accordance with 621.13. Removal of sediment will not be measured by the cubic yard (cubic meter) for payment. Revetment riprap will be measured in accordance with 616.12. Slope drains will be measured in accordance with 715.13. Ditch inlet protection will be measured per each unit installed. Construction and maintenance of stable construction entrances, concrete washout systems, and dewatering structures will not be measured for payment. SECTION 205, BEGIN LINE 156, DELETE AND INSERT AS FOLLOWS: 205.07 Basis of Payment The accepted quantities of silt fence and filter tubes will be paid for at the contract unit price per linear foot (meter), complete in place. Temporary mulching will be paid for by the ton (megagram). Temporary seeding will be paid for in accordance with 621.14. Sediment basins will be paid for at the contract unit price per each unit installed. Check dams, revetment riprap; sediment traps; and splashpads will be paid for by the ton (megagram). Check dams, straw bales will be paid for by the linear foot (meter). Revetment riprap will be paid for in accordance with 616.13. Slope drains will be paid for in accordance with 715.14. Removal of sediment will be paid for at the contract unit price per cubic yard (cubic meter) in the cost of the respective items. Ditch inlet protection will be paid for at the contract unit price per each unit installed. The cost of constructing, maintaining, and removal of stable construction entrances, concrete washout systems, and dewatering structures shall be paid for in the cost of the other temporary erosion and sediment control pay items. All materials, labor and equipment required for installation, inspection, maintenance, and removal of filter tubes will be included in the cost of the filter tubes. SECTION 205, BEGIN LINE 172, DELETE AND INSERT AS FOLLOWS: Payment will be made under: Pay Item Pay Unit Symbol Liner for Retention Pond............................................................................ LS TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 Sediment, Remove..........................................................................CYS (m3) Splashpad, Riprap.......................................................................... TON (Mg) Temporary Check Dam, Revetment Riprap .................................. TON (Mg) Temporary Check Dam, Straw Bales ................................................LFT (m) Temporary Ditch Inlet Protection.........................................................EACH Temporary Mulching..................................................................... TON (Mg) Temporary Sediment Basin ..................................................................EACH Temporary Sediment Trap............................................................. TON (Mg) Temporary Silt Fence ........................................................................LFT (m) Temporary Slope Drain .....................................................................LFT (m) Temporary Filter Tube, 18in…………………………………………….LFT (m) SECTION 205, BEGIN LINE 210, DELETE AND INSERT AS FOLLOWS: The cost of maintenance, except for including the removal of sediments, and removal of temporary erosion and sediment control items shall be included in the cost of the respective items. TEMPORARY EROSION CONTROL MEASURES TS-20 IN20030661 SP-21 TEMPORARY CURB INLET PROTECTION All proposed inlets shall be protected from sediment during construction with the use of a stormwater curb inlet filtration bag such as the Siltsack® or approved equal. In addition, wherever the plans indicate “Curb Inlet Protection” those existing inlets shall be protected from sediment during construction with the use of a stormwater curb inlet filtration bag such as the Siltsack® or approved equal. The specifications of the Siltsack® are attached for reference. UNIT COST The cost of Curb Inlet Protection shall be paid for as “Temporary Erosion and Sediment Control, Curb Inlet Protection” per unit price for each and shall include labor, equipment, and materials required for installation and maintenance. TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 TEMPORARY CURB INLET PROTECTION TS-21 IN20030661 SP-22 – CATCH BASIN HOODS Whenever the plans indicated a Catch Basin, a Catch Basin Hood shall be included in accordance with INDOT Standard Drawing E 720-CBST-09. The cost of Catch Basin Hoods shall not be measured for payment, but shall be included in the cost of related pay items. CATCH BASIN HOODS TS-22 IN20030661 SP-23 – REPORTING SUBCONTRACT PAYMENTS SECTION 108, AFTER LINE 28, INSERT AS FOLLOWS: The Contractor shall submit monthly reports, in a format approved by the Department, of all payments made to subcontractors. Reports shall be submitted no later than 10 days after the end of each month in which a subcontractor is paid for work on the contract. Reports shall include any release of retainage payments made to subcontractors. REPORTING SUBCONTRACT PAYMENTS TS-23 IN20030661 SP-24 – DETERMINATION AND EXTENSION OF CONTRACT TIME The Standard Specifications are revised as follows: SECTION 108, BEGIN LINE 335, DELETE AND INSERT AS FOLLOWS: The Department may order suspension of work either wholly or in part, for a period of time for certain holidays. For such orders, if the contract suspension is not stated in the contract documents, the contract completion time will be adjusted as follows: a) If the contract completion time is on a work day basis, no work days will be charged on those days that work on the controlling operation is suspended. b) If the contract completion time is on a calendar day basis, all calendar days on which work on the controlling operation is suspended will be excluded. c) If the contract completion time is a fixed calendar date, the contract will not be extended by the number of days that work on the controlling operation is suspended. d) If the contract contains an intermediate completion time, said time will be adjusted in accordance with the requirements of (a) or (b), above as appropriate, provided that the suspension occurs within the time period while the intermediate completion time is in effect. DETERMINATION AND EXTENSION OF CONTRACT TIME TS-24 IN20030661 SP-25 – BLANK BLANK TS-25 IN20030661 SP-26 – BLANK BLANK TS-26 IN20030661 SP-27 – COST REDUCTION INCENTIVE The Standard Specifications are revised as follows: SECTION 109, DELETE LINES 330 THROUGH 499. SECTION 109, AFTER LINE 500, INSERT AS FOLLOWS: 109.04 Cost Reduction Incentive, CRI The Contractor may submit a written proposal for modifying the Contract Documents for the purpose of reducing construction costs or contract time. The proposal shall produce a savings without impairing essential functions, characteristics, and timing of the project including, but not limited to, safety, service life, economy of operations, the traveling public, ease of maintenance, desired appearance, design standards and construction schedules. (a) CRI Initial Requirements The Contractor shall initially submit five copies of a brief proposal to the Department to illustrate the concept or idea. At a minimum, the Contractor shall submit the following. 1. A statement that the proposal is submitted as a conceptual CRI. 2. A brief proposal with graphics, if appropriate, to illustrate and describe the concept. 3. A brief description of the existing work and the proposed changes for performing the work including a discussion of the comparative advantages and disadvantages for each and how the proposal meets the original intent of the design. 4. An approximate cost estimate for performing the work under the existing contract and under the proposed change. 5. An approximate cost estimate of design and engineering fees associated with the proposed change. 6. A description of any effects the proposed change would have on Department costs other than those in the contract such as future construction, design, right-of-way, utilities, maintenance, and operations costs. 7. The amount of time that will be needed to develop a formal CRI proposal. 8. A statement of the date by which the Department must execute an agreement adopting the proposal to obtain the maximum cost reduction during the remainder of the contract time, the date the work must begin in order to not delay the contract, and the reasoning for this time schedule. 9. An approximate estimate of the effect the proposal will have on the time for completion of the contract, including development of the formal proposal, review by the Department and implementation. COST REDUCTION INCENTIVE TS-27 IN20030661 10. The name of the redesign professional engineer, if any. 11. Reference to the applicable INDOT Design Manual provisions. 12. A statement regarding impacted permit requirements. 13. Identify any material not in current contract that the contractor proposes to use and corresponding applicable specifications. The Department will notify the Contractor in writing within five business days after receipt of the proposal that the proposal has been rejected, accepted, or that a meeting needs to be arranged to discuss the proposed conceptual CRI. If the Department fails to respond within five business days, the proposal will be deemed rejected. If a meeting is requested, the Contractor shall arrange a meeting involving any professional engineer that will be used in development of the proposal; the engineer who designed the original plans or review engineer designated by the Department; contractor personnel; and INDOT personnel as determined by the Engineer. This meeting shall be held within 10 business days of receipt of the written notification, unless the Engineer approves additional time. At least two business days prior to the meeting, the Contractor shall provide a copy of its conceptual CRI to all persons invited to the meeting. Within 10 business days or a mutually agreed upon time after this meeting, INDOT will notify the Contractor in writing as to whether a complete CRI may be developed. (b) CRI Formal Proposal Requirements If a concept is accepted by the Department, a formal proposal shall be submitted with a statement identifying the proposal as a CRI and shall contain, at a minimum, information as follows: 1. A description of the difference between the planned work and the proposed change with a comparison of effects on safety, service life, economy of operations, the traveling public, ease of maintenance, desired appearance, design standards, and construction schedules. 2. Proposed changes in the contract documents. Documents showing design changes shall be signed and bear the seal of a licensed professional engineer. Design changes shall be supported by design computations as necessary for a thorough and expeditious evaluation. 3. The pay items, unit prices, and quantities affected by the change. 4. Complete, detailed cost estimates for performance of the work both as planned and as proposed. 5. The calendar date required for approval of the proposal in order to produce the savings indicated. 6. Locations and situations, including test results, in which similar measures have been successfully used. COST REDUCTION INCENTIVE TS-27 IN20030661 7. A statement regarding the effect the proposal will have on the contract completion time. 8. A signed contract between the Contractor and the Contractor’s redesign engineer, who prepared and sealed the plans for the CRI proposal, shall be submitted to the Department. The contract shall provide for the following: a. The Contractor’s redesign engineer shall be responsible for the professional quality, technical accuracy, and the coordination of all designs, drawings, specifications and other services furnished by the redesign engineer under this contract. The redesign engineer shall correct or revise any errors or omissions in its designs, drawings, specifications, and other services. The Contractor’s redesign engineer shall indemnify, defend, and hold harmless the State and its agents, officials, and employees, from all claims and suits including court costs, attorney’s fees, and other expenses caused by any acts, errors, or omissions of the Contractor’s redesign engineer, its agents, or employees, in connection with the CRI proposal. b. Neither the Department’s review, approval, nor acceptance of the plans for the CRI shall be construed to operate as a waiver of rights under the contract or cause of action arising out of the contract. The Contractor’s redesign engineer shall be and shall remain liable to the Department for all damages caused by the Contractor’s redesign engineer. c. The rights and remedies of the Department provided in the contract are in addition to all other rights and remedies provided by law. d. No terms between the Contractor and the redesign engineer shall adversely affect the Department’s liability protection. 9. Contractor’s engineering costs to develop the proposal shall be submitted with full documentation. Additional information shall be provided as required to properly evaluate the proposed change. Failure to do so may result in rejection of the cost reduction incentive proposal. (c) Approval of Formal CRI Proposal The Engineer will be the sole judge as to whether a formal CRI proposal qualifies for consideration, evaluation, and approval. A proposal which requires excessive time or cost for review, evaluation, or investigation, or which is not consistent with Department design policies, may be rejected. A proposal may also be rejected if not submitted within the time frame specified in the Contractor’s conceptual proposal, unless the Engineer approves additional time. Proposed changes in pavement design including materials or pavement type, changes in materials required to be installed by a certified installer, or changes in right-of-way will not be approved. A proposal which uses empirical design (AASHTO LRFD Bridge Design Specifications, Section 9.7.2) of the concrete bridge deck will not be considered or approved. Only proposals which result in the Department’s portion of the estimated net savings being $10,000 or more will be considered. Except as provided in 109.04(d), the Department will COST REDUCTION INCENTIVE TS-27 IN20030661 not be liable for failure to accept or act upon a proposal submitted in accordance with the requirements herein or for delays to the work attributable to such proposal, unless an extension of time is provided as part of the agreed CRI proposal. Original contract bid prices shall not be based on the anticipated approval of a CRI proposal. If the proposal is rejected, the contract shall be completed at the original contract prices. If a CRI proposal is not approved on or before the calendar date submitted by the Contractor in the CRI shown on the proposal, such proposal will be deemed rejected. In determining the estimated net savings, the contract prices bid may be disregarded if it is determined that such prices do not represent a fair measure of the value of the work to be performed or deleted. The CRI proposal will not be approved if equivalent options are already available within the contract, or if the Department is already considering a change order to the contract which includes the proposal revisions. If the CRI proposal is approved, it will be executed by means of a change order. The change order will show the changes in the plans and specifications necessary to permit the proposal to be put into effect and the net estimated savings will be set forth on the change order. Upon approval, the Department will have the right to use, duplicate, and disclose in whole or in part, all data necessary for the subsequent adoption of the proposal for future projects. The provisions of this specification will apply only to a contracts awarded to the lowest bidder in accordance with the Department’s competitive bidding requirements. (d) Payment for Design of Formal Proposal, if Rejected Except as provided elsewhere herein, if the Department rejects the formal CRI proposal, the Contractor will be reimbursed for 50% of the Contractor’s reasonable design costs incurred after the Department’s acceptance of the CRI conceptual proposal. The Contractor will also be reimbursed for 50% of the Contractor’s reasonable design costs of an approved CRI proposal if the Department determines that the proposal is no longer feasible because of changes in field conditions or other conditions beyond the control of the Contractor. If written approval was given to proceed with the work, procure materials, begin fabrication, and rejection occurs, the work and fabrication costs will be reimbursed in accordance with 109.05. The Contractor will be compensated for materials ordered which are unique to the project based on the Contractor’s cost minus salvage value if the Contractor is unable to return these items to the vendor. All such material may, at the option of the Department, be purchased at its actual cost. There will be no reimbursement for costs incurred prior to the acceptance of the conceptual CRI proposal. The Contractor will not be reimbursed for design costs if a formal CRI proposal is rejected because it was not submitted within the time frame specified in the Contractor’s conceptual proposal or additional time approved by the Engineer, if the Contractor fails to submit additional information requested by the Department, or if the design criteria used in the proposal does not comply with the Department’s design standards. COST REDUCTION INCENTIVE TS-27 IN20030661 (e) Other Conditions The Contractor shall continue to perform the work in accordance with the contract requirements until a change order incorporating the CRI proposal has been approved. However, no contract work that will be affected by a CRI proposal shall be performed until the CRI proposal has been approved or rejected. Prior to approval, the Engineer may modify a proposal with the concurrence of the Contractor, to enhance it or make it acceptable. If any modification increases or decreases the net savings resulting from the proposal, the Contractor’s 50% share will be determined upon the basis of the proposal as modified. The Department reserves the right to include in the change order the conditions it deems appropriate for consideration, approval and implementation of the CRI proposal. Acceptance of the change order by the Contractor shall constitute acceptance of such conditions. As a condition for considering a Contractor’s CRI proposal, the Department also reserves the right to require the Contractor to share in the Department’s costs of investigating the proposal. If this condition is imposed, the Contractor shall indicate acceptance in writing. Such acceptance shall constitute full authority for the Department to deduct amounts for the investigation from moneys due the Contractor under the contract. The Engineer may reject, in accordance with 105.03 and 105.11, all or any portion of work performed under an approved CRI proposal. (f) Time Savings Proposals The Department will consider as a CRI proposal, any proposals that reduce contract time by changing phasing of the work, the traffic control plan, or design elements. The Department will consider proposals that result in time savings and at the same time may increase the cost of the project. The Department will be the sole judge as to whether the benefits of completing the project or a project phase before the scheduled completion date or milestone, offsets an increase to the cost of the project. The submittals for time savings will be reviewed using the CRI proposal process. The Contractor shall provide the Department sufficient information to enable the Department to evaluate the cost benefit of the savings. (g) Adjustments to Contract Time For approved formal CRI proposals the Department will adjust the applicable contract time as set out in the proposal. Any adjustment will be set forth in the change order for the CRI proposal. Depending on the Contractor’s proposal, the adjustment will be an increase or decrease in the appropriate completion date. (h) Method of Measurement The work, as revised by the formal CRI proposal, will be measured as complete and in place and in accordance with the change order. (i) Basis of Payment The work, as revised by the formal CRI proposal, will be paid for as complete and in place and in accordance with the change order. In addition, 50% of the total net savings of the CRI proposal will be paid for separately as follows: COST REDUCTION INCENTIVE TS-27 IN20030661 1. An initial amount of 25% of the total estimated savings will be paid to the Contractor upon approval of the change order. 2. Upon completion of all items of work included in the change order, the total net savings will be calculated and the Contractor will be paid the difference between 50% of the total net savings and the initial payment of 25% of the total estimated savings. 3. A cost savings of not less than $5,000.00 shall be guaranteed to the Department. The actual formal CRI proposal net savings will be checked upon completion of the contract and determination of final quantities to determine if any payment adjustment is required. Except for the time savings component of a formal CRI proposal, the total net savings will be determined by the difference between the cost of the revised work and the cost of the related work required by the original plans and specifications. The cost of the revised work includes the administrative costs incurred by the Department to review the proposal. These costs will be agreed to in the change order. Only those work items directly affected by the plan change will be considered in making the determination of net cost savings. Subsequent plan changes affecting the modified work items but not related to the CRI proposal will be excluded from such determination. Upon completion of all work included in the CRI proposal, the final total net savings will be determined by comparing the cost of the work based on the original contract quantities with the cost of the actual CRI proposal work performed. In determining the savings, the Department reserves the right to consider other factors in addition to the contract bid prices and proposed unit prices if, in the judgment of the Department, such prices do not represent a fair measure of the value of the work to be deleted from or added to the contract. The net savings of a CRI proposal to reduce contract time will be determined by multiplying the number of days saved by the daily liquidated damages as set forth in Section 108.08 or as otherwise provided in the contract. Redesign engineering, in accordance with this section, is defined as 50% of the contractor’s reasonable design costs incurred after the Department’s acceptance of the CRI proposal. Redesign engineering will be paid when a conceptual CRI has been accepted by INDOT but the final proposal is rejected. Payment will be made under: Pay Item Pay Unit Symbol Cost Reduction Incentive Proposal No. ____ ................................................. LS Redesign Engineering, CRI Proposal No. ____.............................................. LS COST REDUCTION INCENTIVE TS-27 IN20030661 SP-28 – STOCKPILED MATERIAL The Standard Specifications are revised as follows: SECTION 111, BEGIN LINE 9, DELETE AND INSERT AS FOLLOWS: be incorporated into the work and delivered in the vicinity of the project, or stored in approved storage facilities. Such materials shall be limited to structural steel, concrete structural members, pavement reinforcing steel, pavement contraction joints, granular base and subbase materials, aggregates for HMA and concrete pavements, and structural supports for signals, signs, and luminaires. In addition to the aforementioned, the Department will consider the stockpiling of other steel products, such as guardrail, culvert pipe, etc if it has been determined that a critical shortage of material would cause delay to the project. SECTION 111, BEGIN LINE 115, DELETE AS FOLLOWS: Approval of partial payment for stockpiled materials will not constitute final acceptance of such materials for use in completing the work. Structural steel members and pavement reinforcing steel may be subjected to additional inspection and testing prior to final acceptance and incorporation into the work. All other stockpiled pay items will be subjected to additional inspection and testing prior to final acceptance and incorporation into the work. STOCKPILED MATERIAL TS-28 IN20030661 SP-29 – BLANK BLANK TS-29 IN20030661 SP-30 – RECYCLED FOUNDRY SAND Description Recycled foundry sand (RFS) consist of a mixture of residual materials used from ferrous or non-ferrous metal castings and natural sands. The Contractor shall have the option of incorporating RFS into plicable operations in accordance with 105.03. Materials RFS sources are to be selected from the Department’s list of approved Foundry Sand Sources. RFS may be substituted for B borrow (211) or Borrow (203) upon the approval of the Department’s Geotechnical Section. The Contractor shall provide the Engineer with a copy of the Material Safety Data Sheet (MSDS) and a copy of the Indiana Department of Environmental Management’s (IDEM) waste classification certification for Type III or IV residual sands prior to use. IDEM certification and MSDS shall clearly identify the stockpiles with regard to their extent and geographical location. The Contractor shall provide the Engineer with a type A certification in accordance with 916 for RFS prior to use of the materials. The type A certification shall consist of applicable laboratory tests results of gradation and permeability. Consultants on the Department’s list of approved Geotechnical Consultants shall perform the testing of RFS materials. RFS use is restricted to the following additional requirements: 1. RFS derived from Type III residual sand shall not be permitted within 30 m (100 ft) horizontally, of a stream, river, lake, reservoir, wetland or any other protected environmental resource area. 2. RFS derived from Type III or Type IV residual sand shall not be placed within 50 meters (150 ft), horizontally, of a well, spring, or other ground source of potable water. 3. RFS shall not be permitted adjacent to metallic pipes, or other metallic structures. 4. RFS shall not be used as encasement material. 5. RFS shall not be used in MSE wall applications. If RFS is used in embankment, excavation and replacement operations as a replacement for B borrow or borrow, the following additional requirements shall be considered. 1. Borrow: RFS shall be in accordance with 903. 2. B borrow: RFS shall be in accordance with 211. Construction Requirements RFS shall be transported in a manner that prevents the release of fugitive dust and loss of material. Adequate measures shall be taken during construction operations to control fugitive dust from RFS. RFS shall not be applied when wind conditions create problems in adjacent areas or create a hazard to traffic on any adjacent roadway. The spreading of RFS shall be limited to an amount that can be encased within the same workday. If weather causes stoppage of work or exposes the RFS to washing or blowing, additional RFS may be spread when the work resumes. Spraying with water, limewater, or other sealing type sprays will be considered to be acceptable methods for dust control. RECYCLED FOUNDRY SAND TS-30 IN20030661 When RFS is used as borrow or B borrow, compaction of the materials shall be in accordance with the respective uses in 203. If compaction operations are deemed to be insufficient, the Contractor shall arrange with the Department’s Geotechnical Section, to develop and conduct alternative compaction means. Nuclear density testing of RFS is not allowed. When RFS is used in embankment construction, the sideslopes of the RFS shall be encased with 1 ft (0.3 m) of borrow materials. The encasement materials shall be placed and compacted concurrently with the RFS lifts. Encasement materials not meeting the AASHTO M 145 Classifications of A-4, A-5, A-6, and A-7 shall be submitted to the Department’s Geotechnical Section for approvals. Method of Measurement RFS applications will be measured in accordance to the respective uses for borrow or B borrow. Basis of Payment RFS will be paid for at the contract unit price in accordance to the respective uses for borrow or B borrow. No payment will be made for the transportation, handling, or any special construction requirements such as alternative compaction means or encasement activities, when using RFS materials. The cost of the use of water, limewater, sprays, or other activities necessary for dust control, shall be included in the cost of the respective pay item. The cost of geotechnical testing for the use of RFS materials shall be included in the cost of the respective pay item. RECYCLED FOUNDRY SAND SOURCES APPROVAL CRITERIA The following procedures covers the requirements for Foundry Sand source approvals or otherwise prescribed subject matter to be added, maintained and removed from a Department’s approved list. Products covered by the procedures may involve hazardous materials, operations, and equipment. These procedures do not purport to address all of the safety problems associated with the use of the product. The source’s responsibility is to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. General Requirements 1. A source, requesting approval for addition to a Department’s list, shall provide to the Material and Tests Division the following: a. Name and location of source or manufacturer, b. List of material and specification reference for the material that the approval is being requested, c. Average monthly production of the material by size, type or grade, d. Name, address and telephone number of responsible contact person, e. Facility layout or production process of the material, RECYCLED FOUNDRY SAND TS-30 IN20030661 f. Quality parameters of the material, g. Raw material sampling and testing frequency, h. Procedures for conforming materials which provides a positive linkage between the furnished materials and the quality control test data, i. Procedures for non-conforming materials, j. Procedures for marking and tracking materials, k. Procedures for documentation maintenance, l. Finished material sampling and testing frequency, m. Procedures for reviewing and updating the source operations, n. Testing laboratory quality system, o. Names, titles and qualifications of sampling and testing personnel, p. Location and telephone number of the laboratory testing office, q. Laboratory equipment and calibration frequency, r. Test methods, procedures and laboratory equipment used for each type of material, s. Sample management describing procedures for samples identification, maintenance of the samples prior to testing, sample retention and disposal of samples, t. Testing report procedures, u. Methods used to identify improper test results and procedures followed when testing deficiencies occur, v. Statistical analysis of test results, and w. Maintenance of test records. The application shall be signed and dated by the source’s or manufacturer’s representative at the time it is submitted for acceptance. The application shall be maintained to reflect the current status and revisions shall be provided to the Department in writing. 2. Testing may be required which will be performed outside the Department’s laboratories. A recognized laboratory shall be the following: a) A State transportation agency testing laboratory, b) A testing laboratory regularly inspected by the AMRL, or c) A testing facility approved by the Department Approval Requirements In addition to the general requirements, the source shall also submit the following to the Materials and Tests Division. a) A current MSDS and summary of results of all specified tests for the previous year’s production shall be submitted. No test results shall be more than two years old at time of submission. b) Name of Testing Facility c) Dates Samples were obtained d) Dates Samples were tested e) Test method used for IDEM classification f) Letter from IDEM indicating the waste classification of the materials. g) Test results for Leachate RECYCLED FOUNDRY SAND TS-30 IN20030661 h) Test results for MicrotoxTM in accordance with ITM 215 i) Stockpile sampling locations, including depths and available historical testing results. j) Gradation test results k) Hydraulic conductivity (permeability) test results l) Recycled Foundry Sand Source Certification The Recycled Foundry Sand source certification is included as Attachment A. A new approval submission shall be required when re-sampling is required in accordance with 329 IAC 10-9-4(e)(3). (In accordance with 329 IAC 10-9-4 (e)(3) for foundry waste, re-sampling is conducted: at two year intervals; whenever the process changes; or according to a schedule for re-sampling by the IDEM Commissioner based on variability noted in previous sampling and other factors affecting the predectability of waste characteristics.) When metal concentration of the Type III residual sand exceeds 80% of the allowable limits within IDEM classification, an indemnification clause is required and a " Recycled Foundry Sand (RFS) Indemnification Clause" is included as Attachment B. Residual sand shall be analyzed for metal concentration using Microtox™ (ITM 215) test criteria. Maintaining Approval Test reports shall be generated in accordance with specification requirements for the material and submitted monthly to the Materials and Tests Division. If the material is not produced by the source in a given month, the monthly submittal shall state: “No _____________ was manufactured during ________________.” Material month/year Samples of material may be obtained randomly for verification at the source or at the point of incorporation into the work in accordance with 106.02. The source shall provide written notification of any changes, revisions or updates of their operations, MSDS, source name or address, contact person or product name to the Materials and Tests Division. To maintain approval, a summary of new stockpile test results for Microtox™ testing in accordance with ITM 215, and the acceptance analysis will be submitted monthly indicating testing on a lot-by-lot basis. Tested and approved RFS stockpiles shall be properly signed for easy identification. If no new stockpiles are created in a given month, a letter indicating, "no new RFS stockpiles for month/year were created" shall be submitted to the Materials and Tests Division. Removal From Approved List A source will be removed from the approved list for the following, but not limited to, reasons: (a) Test failures determined by Department verification sampling, (b) Monthly test reports not provided for three consecutive months, (c) Test reports generated by the source which show non-compliance with specification requirements, and (d) Performance of product no longer meets intended purpose. RECYCLED FOUNDRY SAND TS-30 IN20030661 Attachment A RECYCLED FOUNDRY SAND (RFS) SOURCE CERTIFICATION This is to certify recycled foundry sand (RFS) stockpiles geographically located as follows: RFS ___________________________________________________________________ _______________________________________________________________________ RFS was produced by the ________________________ __________________ Company located in ____________________(City), and _________________ (State) and was shipped for use on Indiana Department of Transportation projects is Type _________________ (III or IV) material according to IDEM's restricted waste criteria and that the material has passed Microtox™ (ITM 215) test criteria. If any metal concentration exceeds 80% of the allowable limits for a Type III the foundry shall provide the Department with an acceptable indemnification clause. The _________________ RFS source also agree that processes and stockpiles associated with the production of such RFS may be inspected and sampled at regular intervals by properly identified representatives of the Department or a duly assigned representative. ________________ (Date of Signing) ________________________________ (RFS Producer) ______________________________(Title) ______________________________(Signature) State of _____________________________) SS: County of _____________________) Subscribed and sworn to before me by ___________________________________ of the firm of ________________________________ this __________ day of ________________ 20__. _______________________________ Notary Public My Commission Expires: ______________________ This certification has been reviewed and approved by: _____________________________Date________________ (Materials and Tests Division representative) RECYCLED FOUNDRY SAND TS-30 IN20030661 Attachment B RECYCLED FOUNDRY SAND (RFS) INDEMNIFICATION CLAUSE ______________ RFS producer shall indemnify, defend, exculpate, and hold harmless the State of Indiana, it officials, and employees from any liability of the State of Indiana for loss, damage, injury, or other casualty of whatever kind or to whomever caused, arising out of or resulting from a violation of the federal or Indiana Occupational Safety and Health Acts (OSHA), the Resource Conservation and Recovery Act (RCRA), the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA), or any other environmental law, regulation, ordinance, order or decree (collectively referred to hereinafter as "Environmental Laws"), as a result of the supply, testing, and application of residual sand or other materials supplied under this Contract by ________________ source, whether due in whole or in part of the negligent acts or omissions of: (1) _________________ Foundry, its agents, officers, or employees, or other persons engaged in the performance of the contract; or (2) the joint negligence of them and the State Of Indiana, its officials, agents, or employees. This contract shall include, but not be limited to, indemnification from: (1) any environmental contamination liability due to the supply, testing, and application of residual sand in road base, embankments, or other projects designated by the Department as agreed to by the parties, and (2) any liability for the clean up or removal of residual sand, or materials incorporating such sand, pursuant to any Environmental Law. The RFS producer also agrees to defend any such action on behalf of the State of Indiana, to pay all reasonable expenses and attorneys fees for such defense, and shall have the right to settle all such claims. Provided, however, that no liability shall arise for any such fees or expenses incurred prior to the time that ______________ Foundry shall have first received actual and timely written notice of any claim against the State which is covered by this Indemnification Agreement. If timely written notice of any claim hereunder is not received by _______________ Foundry, and _________________ Foundry is thereby prejudiced in its ability to defend or indemnify, then to the extent of such prejudice, this Indemnification Agreement shall be void. This Indemnification Agreement does not create any rights in any third party, and is solely for the benefit of the State Of Indiana and its agents, officials, and employees. RECYCLED FOUNDRY SAND TS-30 IN20030661 SP-31 – CLEARING RIGHT-OF-WAY No direct payment will be made for removal of any item other than those included in the itemized bid. Cost of removing all existing trees, signs, fences, curbs, sidewalks, pipes, drainage structures, and any other encumbrance or obstruction within the right-of-way which interferes in any way with the new construction shall be included in the cost of clearing right-of-way. CLEARING RIGHT-OF-WAY TS-31 IN20030661 SP-32– SAWCUTTING No direct payment will be made for sawcutting existing curb and gutter or pavement. Cost of sawcutting shall be included in the cost of other items. SAWCUTTING TS-32 IN20030661 SP-33 –BLANK BLANK TS-33 IN20030661 SP-34 – REMOVAL OF EXISTING TRAFFIC SIGNAL EQUIPMENT The following existing traffic signal installations shall be removed. The removal shall be in accordance with 105.03 and shall include the partial removal of existing traffic signal foundations in accordance with 805.03 that are not to be utilized in the finished project. LOCATIONS 126th Street & Keystone Parkway This work will be measured per each existing traffic signal installation that is to be removed or partially removed. This work will be paid for at the contract unit price per each for traffic signal and equipment, remove. REMOVAL OF EXISTING TRAFFIC SIGNAL EQUIPMENT TS-34 IN20030661 SP-35 – ELECTION TO PRODUCE RECYCLED CONCRETE AGGREGATE The Standard Specifications are revised as follows: SECTION 202, AFTER LINE 228, INSERT AS FOLLOWS: 202.05.1 Recycled Concrete Aggregate The Contractor may elect to process PCCP and superstructure concrete removed from within the project limits into aggregate for use on the project. Recycled concrete aggregate will only be permitted for use as follows: 1. embankment in accordance with 203 2. subgrade treatment in accordance with 207 3 aggregate base in accordance with 301 except that recycled concrete aggregate shall not be used as subbase for PCCP. If insufficient recycled concrete aggregate is produced to complete the work, the Contractor shall provide the necessary new materials to complete the work in accordance with the applicable specification. Production, sampling and testing of recycled concrete aggregate shall be in accordance with 917. Recycled concrete aggregate produced for use as subgrade treatment or aggregate base shall be a coarse aggregate No. 53 in accordance with 904 except the quality requirements of 904.03 for coarse aggregates will not apply. Foreign materials such as reinforcement and other steel materials, asphalt, and joint materials will not be allowed in the recycled concrete aggregate. Waste materials from recycling operations shall remain the property of the Contractor. SECTION 202, AFTER LINE 515, INSERT AS FOLLOWS: Production of recycled concrete aggregate will not be measured separately for payment. Recycled concrete aggregate used in embankment will be measured in accordance with 203.27(e) if embankment is specified as a separate pay item. Otherwise there will be no measurement for payment. Recycled concrete aggregate used in subgrade treatment will be measured in accordance with 207.05. Recycled concrete aggregate used in aggregate base will be measured in accordance with 301.09. ELECTION TO PRODUCE RECYCLED TS-35 CONCRETE AGGERGATE IN20030661 SECTION 202, AFTER LINE 737, INSERT AS FOLLOWS: Recycled concrete aggregate used in embankment will be paid for in accordance with 203.28. Recycled concrete aggregate used in subgrade treatment will be paid for in accordance with 207.06. Recycled concrete aggregate used in aggregate base will be paid for in accordance with 301.10. No direct payment will be made for the production of recycled concrete aggregate. ELECTION TO PRODUCE RECYCLED TS-35 CONCRETE AGGERGATE IN20030661 SP-36 – GENERAL BRIDGE REQUIREMENTS The Standard Specifications are revised as follows: SECTION 206, BEGIN LINE 139, INSERT AS FOLLOWS: 206.08 Preparation of Foundation Surfaces Excavation for foundations on rock without piles shall extend a minimum of 2 ft (600 mm) into solid rock. All rock or other hard material, if SECTION 702, AFTER LINE 21, INSERT AS FOLLOWS: Concrete in superstructure, integral bents, and railings shall be class C. Concrete in bent caps, unless poured integrally with the superstructure; pier caps; abutment caps; pier stems; abutment walls; mudwalls; columns; crashwalls; collision walls; and wingwalls, unless poured with integral end bents, shall be class A. Concrete in footings shall be class B. SECTION 702, BEGIN LINE 579, DELETE AND INSERT AS FOLLOWS: Forms for exposed concrete edges shall be filleted and chamfered as shown on the plans and 1 in. (25 mm). Forms shall be given a bevel or draft for in the case of all projections, such as girders and copings, to ensure easy removal. SECTION 702, BEGIN LINE 1469, INSERT AS FOLLOWS: The cost of forms, polyvinyl chloride deck drains, falsework, falsework piling, centering, expansion joints, waterproofing, curing, finishing, and necessary incidentals shall be included in the cost of the pay items. The cost of placing epoxy resin adhesive on existing concrete surfaces shall SECTION 703, BEGIN LINE 55, INSERT AS FOLLOWS: 703.06 Placing and Fastening Reinforcing steel shall not be ordered for piers or bents to be founded on soil or rock until the foundation conditions have been investigated. The bottom elevations of such footings will then be determined. Written permission will then be given to order such reinforcing steel. Sufficient excavation and all necessary soundings shall be made as directed so that exact bottom elevations of footings may be determined. All dimensions shown on the plans for spacing of reinforcing bars apply to SECTION 707, AFTER LINE 179, INSERT AS FOLLOWS: Voids in precast concrete members shall be formed of approved material. Voids shall be vented during curing. All voids shall be drained by means of an approved method. SECTION 707, LINE 193, INSERT AS FOLLOWS: face and top of the curb section shall be finished in accordance with 702.21. The outside faces of fascia beams and the tops of all beams shall be sealed in accordance with 702.21. Such faces shall not be rubbed. GENERAL BRIDGE REQUIREMENTS TS-36 IN20030661 SP-37 – B BORROW AND STRUCTURE BACKFILL The Standard Specifications are revised as follows: SECTION 211, BEGIN LINE 1, DELETE AND INSERT AS FOLLOWS: SECTION 211 – B BORROW AND STRUCTURE BACKFILL 211.01 Description This work shall consist of backfilling excavated or displaced peat deposits; filling up to designated elevations of spaces excavated for structures and not occupied by permanent work; constructing bridge approach embankment; and filling over structures and over arches between spandrel walls, all with special material. MATERIALS 211.02 Materials Materials shall be in accordance with the following. B Borrow.........................................................................As Defined* Flowable Backfill .........................................................................213 Geotextile .....................................................................................918.02 Structure Backfill .........................................................................904 * The material used for special filling shall be of acceptable quality, free from large or frozen lumps, wood, or other extraneous matter and shall be known as B borrow. It shall consist of suitable sand, gravel, crushed stone, ACBF, GBF, or other approved material. The material shall contain no more than 10% passing the No. 200 (75 μm) sieve and shall be otherwise suitably graded. The use of an essentially one-size material will not be permitted unless approved. Aggregate for end bent backfill shall be No. 8 or No. 9 crushed stone or ACBF, class D or higher. The Contractor has the option of either providing B borrow or structure backfill from an established CAPP source, or supplying the material from another source. The Contractor has the following options for supplying B borrow or structure backfill from a local site: a) the establishment of a CAPP Producer Yard at the local site in accordance with 917; or b) use a CAPP Certified Aggregate Technician or a consultant on the Department’s list of approved Geotechnical Consultants For Gradation Control Testing. For material excavated within the project limits, gradation control testing will be performed by the Department if the Contractor is directed to use the material as B borrow or as structure backfill. The frequency of gradation control testing shall be one test per 2000 t (2000 Mg) based on production samples into a stockpile or by over the scales measurement, with a minimum of two tests per contract (one in the beginning and one near the mid-point). The sampling and testing of these materials B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 shall be in accordance with applicable requirements of 904 for fine and coarse aggregates. The Contractor shall advise, in writing, the Engineer and the District Materials and Testing Engineer of the plan to measure the material. Where structure backfill is specified, the Contractor may substitute flowable backfill in accordance with 213. However, flowable backfill shall not be placed into or through standing water, unless approved in writing. CONSTRUCTION REQUIREMENTS 211.03 General Requirements If B borrow or structure backfill is obtained from borrow areas, the items of obtaining the areas, their locations, depths, drainage, and final finish shall be in accordance with 203. Unless otherwise specified, if excavated material complies with 211.02 and if B borrow or structure backfill is required for special filling, the excavated material shall be used as such. If there is a surplus of this material, such surplus shall be used in embankment. The provisions of 203.19 shall apply to placing this material at structures. All surplus in excess of the directed or specified use on the right- of-way shall be disposed of in accordance with 201.03. If fill or backfill as described in this specification is within embankment limits, and if it is not required that the entire fill or backfill be of B borrow and placed as such, then that portion above the free-water level shall be placed in accordance with applicable provisions of 203 and compacted to the required density. If borrow is required outside the specified limits of B borrow, material in accordance with the specifications for B borrow may be furnished at the contract unit price for borrow; however, the quantity of borrow measured for payment outside the limits of structure backfill will not exceed the theoretical quantity of B borrow furnished. Unless otherwise specified, all spaces excavated for and not occupied by bridge abutments and piers, if within embankment limits, shall be backfilled to the original ground line with B borrow, and placed in accordance with 211.04. Where B borrow or structure backfill is required as backfill at culverts, retaining walls, sewers, manholes, catch basins, and other miscellaneous structures, it shall be compacted in accordance with 211.04. Where specified, aggregate for end bent backfill shall be placed behind end bents and compacted in accordance with 211.04. Prior to placing the aggregate, a geotextile shall be installed in accordance with 616.11. B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 211.03.1 Structure Backfill Types The structure backfill type shall be as specified. Within each of the following structure backfill types, the Contractor shall choose from the listed options for each type: (a) Type 1 1. structure backfill in accordance with 904.05 2. non-removable or removable flowable backfill in accordance with 213. (b) Type 2 1. crushed stone aggregate or ACBF structure backfill in accordancewith 904.05, except No. 30, No. 4 and 2 in. (50 mm) nominal sizeaggregate shall not be used. 2. non-removable or removable flowable backfill in accordance with 213. (c) Type 3 1. structure backfill in accordance with 904.05, except only No. 30 or No. 4 nominal size aggregates shall be used. (d) Type 4 1. removable flowable backfill in accordance with 213. (e) Type 5 1. non-removable flowable backfill in accordance with 213. 211.04 Compaction B borrow and structure backfill types 1, 2, and 3 shall be compacted with mechanical tamps or vibrators in accordance with the applicable provisions of 203.23 except as otherwise set out herein. Aggregate for end bent backfill and coarse aggregate No. 8, No. 9, or No. 11 used for structure backfill shall be deposited in layers not to exceed 12 in. (300 mm) loose measurement. Each layer shall be mechanically compacted with a compactor having a plate width of 17 in. (425 mm) or larger that delivers 3000 to 9000 lb (13.3 to 40 kN) per blow. Each lift shall be compacted with two passes of the compactor. 211.05 Embankment for Bridges When special filling is required, the embankment for bridges shall be constructed using B borrow within the specified limits shown on the plans. All embankment construction details specifically B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 set out in this specification for embankment for bridges shall be considered in accordance with the applicable requirements of 203. At the time B borrow is being placed for approach embankment, a well compacted watertight dam shall be constructed in level lifts, the details of which are shown on the plans. Except as hereinafter specified for material to be used in constructing the enclosing dam, and for growing vegetation, and unless otherwise provided, the material for constructing bridge approach embankment shall be B borrow compacted by mechanical methods. If approach embankment or shoulders are constructed of material not suitable for growing seed or sod, and if one or both of these is required, then such areas shall, unless otherwise specified, be covered with a layer of clay, loam, or other approved material. This layer shall be approximately 1 ft (0.3 m) thick after being compacted into place. 211.06 B Borrow Around Bents When specified, B borrow shall be placed around all bents falling within the limits of the approach grade as shown on the plans. Before placing, the surface of the ground on which it is to be placed shall be scarified or plowed as directed. The embankment slope shall be 2:1 on the sides and beneath the structure, and shall be 6:1 from the end of the bridge down to the average ground line, or it may be required to complete the approaches back to the existing grade. An enclosing dam and provisions for growing vegetation shall be constructed in accordance with 211.05. 211.07 Blank 211.08 Spandrel Filling Unless otherwise specified, spandrel fills for arch structures shall be composed of B borrow. The fill shall be carried up symmetrically in lifts from haunch to crown and simultaneously over all piers, abutments, and arch rings. Compaction shall be in accordance with 211.04. 211.09 Method of Measurement B borrow, structure backfill types 1, 2, or 3, and aggregate for end bent backfill will be measured by the cubic yard (cubic meter) as computed from the neat line limits shown on the plans, or as adjusted. If cubic yards (cubic meters) are set out as the pay item for B borrow or structure backfill in the Schedule of Pay Items and if neat line limits are not specified for measurement of volume for the material, measurement will be made by the cubic yard (cubic meter) at the loading point in truck beds which have been measured, stenciled, and approved. The B borrow may be weighed and converted to cubic yards (cubic meters) by assuming the weight per cubic foot (mass per cubic meter) to be 90% of the maximum wet density in accordance with AASHTO T 99. The material may be cross sectioned in its original position and again after excavation is complete, and the volume computed by the average end area method. If B borrow is used for backfill in areas where unsuitable material is present or peat excavation has been performed, unless otherwise directed, the B borrow will be cross sectioned, and the volume will be computed by the average end area method. Structure backfill types 4 or 5 will be measured by the cubic yard (cubic meter) as computed from the neat line limits shown on the plans, or as adjusted. If neat line limits are not shown on the plans, the volume in cubic yards (cubic meters) of flowable backfill furnished and placed as structure backfill type 4 or 5 will be computed from the nominal volume of each batch and a count of the batches. Unused and wasted flowable backfill will be estimated and deducted. B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 If the material is to be paid for by the ton (megagram), it will be weighed in accordance with 109.01(b). If the material comes from a wet source such as below water or a washing plant, and weighing is involved in the method of measurement, there shall be a 12 h drainage period prior to the weighing. Geotextile will be measured in accordance with 616.12. 211.10 Basis of Payment The accepted quantities of B borrow will be paid for at the contract unit price per cubic yard (cubic meter) or per ton (megagram) as specified, complete in place. Structure backfill will be paid for at the contract unit price per cubic yard (cubic meter) of the type specified, based on the neat line limits shown on the plans or as adjusted for authorized changes, provided the material comes from outside the permanent right-of-way. If the Schedule of Pay Items does not contain a pay item for structure backfill and it is required to backfill pipes or culverts within the project limits, a change order will be generated to establish a unit price. B borrow material placed outside the neat lines will be paid for as borrow when such B borrow eliminates required borrow material. Otherwise, no payment will be made for backfill material placed outside the neat lines. Aggregate for end bent backfill will be paid for at the contract unit price per cubic yard (cubic meter), based on the neat line limits shown on the plans or as adjusted by authorized changes. Geotextile will be paid for in accordance with 616.13. Flowable backfill which is substituted for structure backfill will be paid for as structure backfill. If topsoil, loam, or other suitable material in accordance with 211.05 is used for expediting the growth of seed or sod, it will be paid for at the contract unit price per cubic yard (cubic meter) for borrow, unless otherwise provided. Payment will be made under the following: Pay Item Pay Unit Symbol Aggregate For End Bent Backfill........................................................CYS (m3) B Borrow.............................................................................................CYS (m3) TON (Mg) Structure Backfill, Type ____ ............................................................CYS (m3) No payment will be made under this section for material obtained within the excavation limits of the project if the Contractor is directed to use the material as B borrow or structure backfill in a pipe trench, culvert, construction of an embankment or fill, or if the Contractor uses the material for its own B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 convenience. Material obtained from within the excavation limits of the project and which the Contractor is directed to use as B borrow or structure backfill for other purposes including replacement of undercut areas, support for a MSE wall, and end bent fill will be paid for at the contract unit price of $5.00 per cubic yard ($6.50 per cubic meter) for B borrow/structure backfill handling. The cost of disposal of excavated material shall be included in the cost of the pay items in this section. B BORROW AND STRUCTURE BACKFILL TS-37 IN20030661 SP-38 – FLOWABLE BACKFILL The Standard Specifications are revised as follows: SECTION 213, BEGIN LINE 1, DELETE AND INSERT AS FOLLOWS: SECTION 213 – FLOWABLE BACKFILL 213.01 Description This work shall consist of placing flowable backfill in trenches for pipe structures, culverts, utility cuts, and other work extending under pavement locations, to fill cavitiesbeneath slopewalls and other locations in accordance with 105.03. Flowable backfill will be classified as either removable or non-removable. MATERIALS 213.02 Materials Materials shall be in accordance with the following: Concrete Admixtures .............................................................912.03 Fine Aggregate*.....................................................................904.02(a) Fly Ash ...................................................................................901.02 Portland Cement.....................................................................901.01(b) Water......................................................................................913.01 *Except that steel furnace slag shall not be used If fly ash is used as a filler and not as a pozzolan, the fly ash shall be in accordance with 904. The supplier may elect to use nominal size No. 23 and No. 24 gradations in accordance with 904.02(h) or may propose the use of alternate gradations. The alternate gradation and proposed tolerances of material passing each sieve shall be included in the flowable backfill mix design. 213.03 Flowable Backfill Mix Design The Contractor shall submit a flowable backfill mix design, FBMD, to the Engineer DMTE a minimum of seven days and arrange a prior to the trial batch. The FBMD will be approved based on compliance accepted in accordance with 213.04. The FBMD shall be submitted in a format acceptable to the Engineer DMTE and shall include the following: (a) a list of all ingredients (b) the source of all materials (c) the gradation of the aggregates (d) the batch weight (mass) with the aggregates at the SSD condition (e) the names of all admixtures (f) the admixture dosage rates and manufacturer’s recommended range FBMD’s which were used on contracts in the current or previous calendar year, may be submitted to the District Materials and Tests Engineer for approval. Effective January 1, 2004, all FBMD’s shall meet the requirements of 213.05. A FBMD in accordance with these specifications, which FLOWABLE BACKFILL TS-38 IN20030661 has been approved for use on a previous contract, may be submitted to the DMTE for approval. The submittal shall include copies of test results in accordance with 213.04 and 213.05. After the completion of the trial batch and all test results have been reviewed for compliance with the specifications, a mixture number will be assigned by the Engineer. Mix design changes Changes in the FBMD will not be allowed after the FBMD approval, except for adjustments to compensate for routine moisture fluctuations or a change in sand source in accordance with 213.05 based on the dry flow determined from the trial batch testing. All other changes will require a new FBMD. 213.04 Flowable Backfill Mix Criteria The FBMD shall produce a workable mixture with the following properties. Minimum Unconfined Compressive Strength at 28-days............................................................................ 50 psi (350 kPa) Maximum Unconfined Compressive Strength at 28-days........................................................................ 150 psi (1050 kPa) Minimum Fill Spread Diameter .......................... .........................8 in. (200 mm) (a) Flow Consistency Flow consistency will be measured in accordance with ASTM D 6103. The diameter of the spread shall be at least 8 in (200 mm). (b) Lightweight Dynamic Cone Penetration Blow Count Number A lightweight dynamic cone penetration test will be performed in accordance with ITM 216 after the flowable backfill mix has cured for three days. The average penetration resistance blow count number for removable flowable backfill shall not be less than 20 nor greater than 30. Non removable flowable backfill mixes shall have an average penetration resistance blow count greater than 30. (c) Removability Modulus The removability modulus, RM, will be determined for the FBMD by the formula as follows: RM = 0.000104(UW)1.5 64.1572.1 14−N (English Units) RM = 0.00000162(UW)1.5 64.1572.1 14−N (SI Units) Where: N14 = average lightweight dynamic cone penetration blow count after 14 days in accordance with ITM 216. Uw = dry unit weight, pcf (kg/m3), of flowable backfill after 14 days in accordance with ITM 218. FLOWABLE BACKFILL TS-38 IN20030661 The RM shall be 1.0 or less for removable flowable backfill. After all test results have been reviewed for compliance with the specifications, a mixture number will be assigned by the DMTE. 213.05 Flowable Backfill Trial Batch A trial batch shall be produced by the Contractor and will be tested by the District Materials and Tests Engineer Department to verify that the FBMD meets the flowable backfill mix criteria. The Department will verify the classification of the mix as either removable or non-removable from the results of the trial batch. The flowable backfill shall be batched within the proportioning tolerances of 508.02(b). The Engineer Department will determine the test results and provide them to the Contractor with test results for the unconfined compressive strength test and the flowable backfill spread diameter. The trial batch shall be of sufficient quantity to allow the Contractor and the Engineer Department to perform all required tests from the same batch. Trial batch flowable backfill shall not be used for more than one test. Compressive strength testing shall be conducted in accordance with ITM 588. Flow testing shall be conducted in accordance with ASTM D 6103. The Contractor shall determine the penetration resistance of the flowable backfill produced during the trial batch in accordance with ITM 213 at one, three, seven, and fourteen days. The results shall be submitted to the Engineer. FBMD’s which were used on contracts in the current or previous calendar year, may be submitted to the District Materials and Tests Engineer for approval. The Department will obtain a sample of the fine aggregate and fly ash described in the FBMD. The Department will test the dry flow in accordance with ITM 217 and record the results on the FBMD. If the Contractor requests to change the source of the fine aggregate identified in an approved FBMD the Contractor shall submit a revised FBMD to the DMTE. The Department will obtain a sample of the new fine aggregate and, if applicable, a sample of the fly ash as identified in the approved FBMD. Dry flow will be tested in accordance with ITM 217. If the test result is within ± 2.0 s of the value shown on the approved FBMD, the revised FBMD will be approved and a new trial batch will not be required. Failure to meet the dry flow test requirement will require the Contractor to submit a new FBMD and perform a new trial batch for approval of the proposed new fine aggregate. 213.06 Mixing Equipment The mixing equipment shall be in accordance with the applicable requirements of 702 or 722, except that in lieu of the calibration requirements of 722.11, the mixer operator shall make delivery in a properly calibrated continuous mixer. FLOWABLE BACKFILL TS-38 IN20030661 CONSTRUCTION REQUIREMENTS 213.07 Placement The flowable backfill shall not be placed on frozen ground. Flowable backfill shall be protected from freezing until the material has set for 72 hr. Flowable backfill shall not be placed into or through standing water unless approved by the Engineer in writing. The diameter of the flowable backfill spread shall be at least 8 in. (200 mm) at time of placement. Water may be adjusted from the FBMD to meet the minimum spread requirement if the initial measured spread is between 7 and 8 in. (175 and 200 mm). If using mixing equipment in accordance with 722, the yield will be checked using the 1/4 cu yd (0.2 m3) box method as follows: (a) The chute shall be cleaned and the box shall be positioned on a level surface to receive the discharged flowable backfill. (b) The mixer shall be operated until the cement or fly ash counter indicates that 1/4 cu yd (0.2 m3) of flowable backfill has been yielded. (c) The contents of the box will be consolidated and struck off. If the box is not full, the gates shall be adjusted and the procedure shall be repeated until the actual and calculated volumes of flowable backfill agree. (d) Yield will be checked on the first load of each truck and every third load per truck thereafter. Additional yield tests will be required after making any adjustments. The flowable backfill shall be brought up uniformly to the fill line as shown on the plans or as directed. When used as structure backfill, flowable backfill shall be placed uniformly so as not to induce unbalanced loading on any part of a structure. The flowable backfill shall not be subjected to load nor disturbed by construction activities until a lightweight dynamic cone penetration test has produced a minimum blow count resistance testing in accordance with ITM 213 has been completed. The minimum penetration resistance blow count shall be as follows: For PCCP .................................................................................70 psi (500 kPa) For all Other Applications................................................... 1200 psi (8000 kPa) Construction Activities With Vibratory Compaction After Backfill.................12 Construction Activities Without Vibratory Compaction After Backfill..............7 213.08 Method of Measurement Flowable backfill will be measured by the cubic yard (cubic meter) of the type specified as computed from the neat line limits shown on the plans, or as adjusted. If neat line limits are not shown on the plans, the volume in cubic yards (cubic meters) of flowable backfill furnished and placed will be FLOWABLE BACKFILL TS-38 IN20030661 computed from the nominal volume of each batch and a count of the batches. Unused and wasted flowable backfill will be estimated and deducted. Drilled holes will be measured by the number of holes drilled. 213.09 Basis of Payment The accepted quantities of flowable backfill will be paid for at the contract unit price per cubic yard (cubic meter) for the type specified, furnished and placed. Holes drilled in the pavement will be paid for at the contract unit price per each. Payment will be made under: Pay Item Pay Unit Symbol Drilled Hole for Flowable Backfill ...........................................................EACH Flowable Backfill, Non-Removable ....................................................CYS (m3) Flowable Backfill, Removable ............................................................. CYS (m3) The cost of material placed outside the neat line limits, material placed outside the adjusted limits, and unused or wasted flowable backfill shall be included in the cost of this work. FLOWABLE BACKFILL TS-38 IN20030661 SP-39 – CHEMICAL MODIFICATION OF SOILS The Standard Specifications are revised as follows: SECTION 215, BEGIN LINE 29, DELETE AND INSERT AS FOLLOWS: shall be based on 5.0 +/- 1.0% 4.0 +/- 1.0% by dry unit weight (mass) of the soils. The quantities for fly SECTION 215, BEGIN LINE 103, DELETE AND INSERT AS FOLLOWS: Construction traffic or equipment shall not be on the treated soils within 72 h 24 h after compaction. The placement of compacted aggregate base on top of the treated soils shall proceed forward along the roadway and compacted in accordance with 301. Every effort shall be made not to damage the chemically modified soils. When modified subgrade shows a rutting depth of 1 in., construction traffic shall be suspended and waiting period may be extended. CHEMICAL MODIFICATION OF SOILS TS-39 IN20030661 SP-40 – EXISTING SECTION CORNERS The Hamilton County Surveyor’s office will be responsible for referencing and reestablishing all section corners within the project limits. The CONTRACTOR shall notify the Hamilton County Surveyor’s office a minimum of one week prior to disturbing any existing section corner monument. CONTRACTOR shall also notify the Hamilton County Surveyor’s office at the time the area around each section corner is approximately at final grade. Hamilton County Surveyor’s Office One Hamilton County Square Suite 188 Noblesville, IN 46060 (317)776-9627 ATTN: Mr. Joe Mullins, PLS No direct payment will be made to coordinate the relocation of section corners with the Hamilton County Surveyor’s office. EXISTING SECTION CORNERS TS-40 IN20030661 SP-41 – MATERIAL TESTING CONTRACTOR shall be responsible for all testing and sampling of all materials and/or provide certification of materials in accordance with the Indiana Department of Transportation Standard Specifications dated 2006 and the Materials and Tests Frequency Manual dated January 2005. The CONTRACTOR shall select an independent testing service, approved by the Engineer, to provide all laboratory tests and field tests. The CONTRACTOR shall provide certified test results and material certifications to the Engineer in a timely manner. Required sampling and testing under this special provision shall include but not be limited to QC/QA HMA material sampling and testing, and dynamic pile load pile driving analysis (PDA). The cost of providing samples and testing shall not be paid for directly but shall be included in the cost of other items. Exception: The ENGINEER will be responsible for conducting concrete sampling and testing for compressive strength requirements, air content, relative yield, slump, proctor analysis and density testing of embankments, subgrade, and pipe structure backfill. MATERIAL TESTING TS-41 IN20030661 SP-42 – HMA REVISIONS FOR 2008 The Standard Specifications are revised as follows: SECTION 401, LINE 77, DELETE AND INSERT AS FOLLOWS: Bulk Specific Gravity of Compacted Bituminous Mixtures Using Automatic Vacuum Sealing .....................................ASTM D 6752 Bulk Specific Gravity and Density of Compacted Asphalt Mixtures Using Automatic Vacuum Sealing .................................... AASHTO T 331 SECTION 401, LINE 90, INSERT AS FOLLOWS: The optimum binder content for dense graded mixtures shall produce 4.0% air voids at Ndes and for open graded mixtures shall produce 15.0% – 20.0% air voids at Ndes. The design for dense graded mixtures shall have at least four points, including a minimum of two points above and one point below the optimum. A one point design may be used for open graded mixtures. The maximum specific gravity of the uncompressed mixture shall be determined in accordance with AASHTO T 209, Section 9.5.1. SECTION 401, LINE 108, DELETE AND INSERT AS FOLLOWS: A PG binder grade or source change will not require a new mix design. If the upper temperature classification of the PG binder is lower than the original PG grade, a new TSR value is required. A new DMF shall be submitted for a binder grade change and shall reference the originating DMF/JMF number. The MAF equals the Gmm from the mixture design divided by the following: 2.465 for 9.5 mm mixtures and 2.500 for 12.5 mm, 19.0 mm, and 25.0 mm mixtures. If the MAF calculation results in a value where 0.980 ≤ MAF ≤ 1.020, then the MAF shall be considered to be 1.000. If the calculated MAF is outside of the above range, then the actual calculated value shall be used. If the MAF is greater than 1.020, the calculated MAF value shall have 0.020 subtracted from the value. If the MAF is less than 0.980, the calculated MAF value shall have 0.020 added to the value. The MAF does not apply to OG mixtures. SECTION 401, LINE 119, DELETE AS FOLLOWS: Changes in the source of specified binders, except for PG 58-28 or PG 64-22, shall require a new DMF. Changes in the grade of a specified binder shall require a new DMF. SECTION 401, LINE 178, DELETE AS FOLLOWS: Acceptance of mixtures for binder content, VMA at Ndes, and air voids at Ndes for each lot will be based on tests performed by the Engineer. Acceptance testing for surface mixtures will include tests for moisture content. The Engineer will randomly select the location(s) within each sublot for sampling in accordance with ITM 802. An acceptance sample will consist of two plate samples with the first being at the random location and the second 2 ft (0.6 m) ahead station. A backup sample consisting of two plate samples shall be located 2 ft (0.6 m) towards the center of the mat from the acceptance sample For surface mixtures, an additional sample shall be located 2 ft (0.6 m) back station from the random sample location. HMA REVISIONS FOR 2008 TS-42 IN20030661 SECTION 401, LINE 201, DELETE AND INSERT AS FOLLOWS: The bulk specific gravity of gyratory specimens for dense graded mixtures will be determined in accordance with AASHTO T 166, Method A except samples are not required to be dried overnight. The bulk specific gravity of gyratory specimens for open graded mixtures, OG19.0, OG25.0, will be determined in accordance with ASTM D 6752, except as follows. The duration of the test from initiating the vacuum extraction to weighing the specimen after the water bath will not exceed five minutes. The mass of water absorbed by the specimen while in the water bath will be subtracted from the mass of the specimen obtained in the water bath. Any test in which the mass of water absorbed by the specimen exceeds 5 g is invalid AASHTO T 331. SECTION 401, LINE 211, DELETE AND INSERT AS FOLLOWS: The mixture properties for each sublot shall meet the requirements for the tolerances from the JMF as shown in the table as follows: ACCEPTANCE TOLERANCES MIXTURE PROPERTIES TOLERANCES FROM THE JMF DENSE GRADED Air Voids JMF ± 1.0% Binder Content JMF ± 0.5% VMA JMF ±1.0% OPEN GRADED Air Voids* JMF ± 3.0% Binder Content JMF ± 0.5% * Gmb will be determined in accordance with ASTM D 6752 AASHTO T 331 SECTION 401, LINE 215, DELETE AS FOLLOWS: The maximum percent of moisture in the mixture shall not exceed 0.10 from plate samples. SECTION 401, LINE 225, DELETE AND ADD AS FOLLOWS: Air voids, binder content and VMA values will be reported to the nearest 0.1%. Moisture and d Draindown test results will be rounded to the nearest 0.01%. Rounding will be in accordance with 109.01(a). SECTION 401, LINE 245, DELETE AND INSERT AS FOLLOWS: Equipment for HMA operations shall be in accordance with 409. The Contractor shall submit to the Engineer a written Certificate of Compliance documentation that includes the manufacturer’s make, model, serial number, manufactured year, and the manufacturer’s literature with pictures. The Certificate of Compliance documentation shall be submitted prior to use and shall certify that the paving equipment proposed for the project is new and includes the modifications or have been modified in accordance with the following. SECTION 401, LINE 403, DELETE AND INSERT AS FOLLOWS: The density for the mixture will be expressed as the percentage of maximum specific gravity (%MSG) obtained by dividing the average bulk specific gravity by the maximum specific gravity for the sublot, times 100. Samples for the bulk specific gravity and maximum specific gravity will be dried in accordance with ITM 572. The Engineer will determine the BSG bulk specific gravity of the cores in HMA REVISIONS FOR 2008 TS-42 IN20030661 accordance with AASHTO T 166, Method A. The maximum specific gravity will be determined in accordance with AASHTO T 209, Section 9.5.1 from samples prepared in accordance with ITM 572. The target value for density of dense graded mixtures of each sublot shall be 92.0%. SECTION 401, LINE 614, INSERT AS FOLLOWS: Additional cores shall be taken within seven calendar days unless otherwise directed. Additional core locations will be determined by adding 1.0 ft (0.3 m) longitudinally of the cores tested using the same transverse offset. The appeal density cores will be tested in accordance with AASHTO T 166, Method A. SECTION 402, LINE 52, DELETE AND INSERT AS FOLLOWS: The MAF equals the Gmm from the mixture design divided by the following: 2.465 for 9.5 mm mixtures and 2.500 for 12.5 mm, 19.0 mm, and 25.0 mm mixtures. If the MAF calculation results in a value where 0.980 ≤ MAF ≤ 1.020, then the MAF shall be considered to be 1.000. If the calculated MAF is outside of the above range, then the actual calculated value shall be used. If the MAF is greater than 1.020, the calculated MAF value shall have 0.020 subtracted from the value. If the MAF is less than 0.980, the calculated MAF value shall have 0.020 added to the value. The MAF does not apply to OG mixtures. SECTION 402, LINE 346, INSERT AS FOLLOWS: The Engineer will determine the bulk specific gravity of the cores in accordance with AASHTO T 166, Method A.. The maximum specific gravity will be determined in accordance with AASHTO T 209, Section 9.5.1. Density shall not be less than 92.0%. SECTION 410, LINE 84, INSERT AS FOLLOWS: The optimum binder and aggregate gradation content shall produce 4.0% air voids. The maximum specific gravity of the uncompacted mixture shall be determined in accordance with AASHTO T 209, Section 9.5.1.. The percent draindown for SMA surface mixture shall not exceed 0.30% in accordance with AASHTO T 305. SECTION 410, LINE 89, DELETE AND INSERT AS FOLLOWS The MAF equals the Gmm from the mixture design divided by the following: 2.465 for 9.5 mm mixtures and 2.500 for 12.5 mm, 19.0 mm, and 25.0 mm mixtures. If the MAF calculation results in a value where 0.980 ≤ MAF ≤ 1.020, then the MAF shall be considered to be 1.000. If the calculated MAF is outside of the above range, then the actual calculated value shall be used. If the MAF is greater than 1.020, the calculated MAF value shall have 0.020 subtracted from the value. If the MAF is less than 0.980, the calculated MAF value shall have 0.020 added to the value. The MAF does not apply to OG mixtures. SECTION 410, LINE 137, DELETE AS FOLLOWS: Acceptance of mixtures for binder content, moisture, and gradation for each lot will be based on tests performed by the Engineer. The Engineer will randomly select the location(s) within each sublot for sampling in accordance with ITM 802. Samples from each location shall be obtained from each sublot from the pavement in accordance with ITM 580. The second sample shall be located from the random sample by offsetting 1 ft (0.3 m) transversely towards the center of the mat and will beused for HMA REVISIONS FOR 2008 TS-42 IN20030661 the moisture sample. The test results of the sublots will be averaged and shall meet the requirements for tolerances from the JMF for each sieve and binder content. The maximum percent of moisture in the mixture shall not exceed 0.10 from plate samples. SECTION 410, LINE 170, DELETE AS FOLLOWS: Single test values and averages will be reported to the nearest 0.1% except moisture will be reported to the nearest 0.01%. Rounding will be in accordance with 109.01(a). SECTION 410, LINE 313, INSERT AS FOLLOWS: The density of the mixture will be expressed as the percentage of maximum specific gravity (%MSG) obtained by dividing the average bulk specific gravity by the maximum specific gravity for the sublot, times 100. Samples for the bulk specific gravity and maximum specific gravity will be dried in accordance with ITM 572. The Engineer will determine the BSG of the cores in accordance with AASHTO T 166, Method A. The maximum specific gravity will be determined in accordance with AASHTO T 209, Section 9.5.1. from plant produced materials prepared in accordance with ITM 572. The target value for density of SMA mixtures of each sublot shall be 93.0%. The Engineer will determine the bulk specific gravity of the cores in accordance with AASHTO T 166 The maximum specific gravity will be determined in accordance with AASHTO T 209 Density shall not be less than 92.0%. SECTION 902, LINE 22, DELETE AND INSERT AS FOLLOWS: Each Sample An acceptance sample and backup sample shall be taken from the asphalt delivery system at the HMA plant. Each sample The two samples will represent a sublot. A copy of a load ticket identifying the binder source shall be submitted with the sublot samples. The Department will randomly select one sublot from each lot in accordance with ITM 802 for either complete or partial testing. If the sublot selected is in compliance, the lot will be accepted. If the sublot is not in compliance, the material will be adjudicated as a failed material in accordance with 105.03. SECTION 904, LINE 127, INSERT AS FOLLOWS: The fine aggregate angularity value shall not apply to OG mixtures. HMA REVISIONS FOR 2008 TS-42 IN20030661 SP-43 – PROFILOGRAPH The Standard Specifications are revised as follows: SECTION 402, AFTER LINE 356, INSERT AS FOLLOWS 402.18 Pavement Smoothness Pavement smoothness will be in accordance with 401.18 except profilograph requirements will not apply. PROFILOGRAPH TS-43 IN20030661 SP-44 – CONCRETE PAVEMENT The Standard Specifications are revised as follows: SECTION 504, LINE 33, DELETE AND INSERT AS FOLLOWS: The textured surface of PCCP shall be tined, unless otherwise specified. Tining shall consist of transverse longitudinal grooves that are between 3/16 and 1/8 in. (2.3 and 3.3 mm) in width, between 1/8 and 3/16 in. (3 and 4.8 mm) in depth, and be spaced as follows: 5/8 in., 1 in., 7/8 in., 5/8 in., 1 1/4 in., 3/4 in., 1 in., 1 in., 1 in., 1 in., 3/4 in., 7/8 in., 1 3/4 in., 7/8 in., 3/8 in., 1 in., 1 in., 1 1/4 in., 1 1/2 in., 7/8 in., 3/4 in., 7/8 in., 1 in., 7/8 in., 1 in. (16 mm, 25 mm, 22 mm, 16 mm, 31 mm, 19 mm, 25 mm, 25 mm,25 mm, 25 mm, 19 mm, 22 mm, 44 mm, 22 mm, 9 mm, 25 mm, 25 mm, 31 mm, 38 mm, 22 mm, 19 mm, 22 mm, 25 mm, 22 mm, 25 mm). The grooving pattern shall be repeated across the pavement. Use a tining machine with an automated alignment control system to assure that all tining runs straight and parallel to the longitudinal axis of the pavement. Use a rake with individual 1/8 inch (3 mm) tines spaced uniformly with a clear spacing between tines of 3/4 inches (19 mm). The grooves shall be formed in the plastic concrete without tearing the surface and without bringing pieces of the coarse aggregate to the top of the surface. SECTION 508, LINE 215, DELETE AND INSERT AS FOLLOWS: 508.06 Texturing Equipment Mechanical texturing equipment shall be capable of forming transverse longitudinal grooves of uniform depth and alignment in the plastic PCCP, without tearing the surface. The texturing comb shall have steel tines spaced as specified. Hand tools consisting of fluted floats, rakes with spring steel tines, or finned floats with a single row of fins shall produce grooves which conform to the same requirements as those specified for the grooves formed by the mechanical equipment. CONCRETE PAVEMENT TS-44 IN20030661 SP-45 – HMA FOR APPROACHES Whenever plans indicate HMA for approaches, the existing pavement adjacent to the approach shall be sawcut to provide a smooth transition from existing pavement to the approach pavement. UNIT COST The cost of HMA for Approaches shall be paid for as “HMA for Approaches, Type A” per ton of HMA installed, and shall include the cost of sawcutting existing pavement adjacent to the approach area. HMA FOR APPROACHES TS-45 IN20030661 SP-46 – CONCRETE CURB RAMPS All concrete curb ramps must conform to Section 604 and all applicable Standards Drawings except as follows: All truncated domes shall utilize ADA brick pavers from a manufacturer included on INDOT’s approved list of materials. CONTRACTOR shall submit sample brick pavers to ENGINEER for color selection. A minimum of four (4) color samples should be provided. UNIT COST Concrete curb ramps will be measured by the square yard of surface area to the limits as illustrated in INDOT Standard Drawings for each applicable ramp type. Payment will be made under: Pay Item English Pay Unit Symbol Curb Ramp, Concrete, _______ …………………………………………SYS (Type) The cost of all labor and materials required to prepare the concrete curb ramps, including the finishing of the detectable warning surfaces shall be included in the unit cost of concrete curb ramps. CONCRETE CURB RAMPS TS-46 IN20030661 SP-47 – DETECTABLE WARNING ELEMENTS The Standard Specifications are revised as follows: SECTION 604, BEGIN LINE 25, DELETE AND INSERT AS FOLLOWS: The detectable warning elements shall be set in thin set latex modified mortar in accordance with ANSI A108.1 or as recommended by the element manufacturer for outdoor use for adhering brick to concrete. The mortar bed material shall be a Type S masonry mortar in accordance with ASTM C 387. Part of the mix water shall be replaced with a Type II polymer modifier meeting the requirements of ASTM C 1438. The proportioning of water and polymer modifier shall be as recommended by the manufacturer of the polymer modifier. A type A C certification in accordance with 916 for detectable warning elements and thin set latex modified mortar shall be furnished shall be furnished for the masonry mortar and polymer modifier prior to use of the materials. SECTION 604, BEGIN LINE 98, DELETE AND INSERT AS FOLLOWS: (g) Detectable Warning Elements Detectable warning elements shall be as shown on the plans. They shall be set in a thin set mortar on top of the concrete base. The concrete base shall be cleaned of all materials which might prevent the mortar from adhering to the base. The mortar shall be applied to the concrete in accordance with the manufacturer’s recommendations. Where elements smaller than full sized are needed, whole elements shall be cut full depth with an appropriate power saw. Brick joints shall be hand tight with a maximum of 1/16 in. (1.5 mm) width. The joints between bricks shall be filled with a fine aggregate No. 15 or an equivalent sand. This filling shall be accomplished by repeated brooming of the aggregate across the face of the bricks. Excess aggregate shall then be removed from the surface. Detectable warning elements shall be manufactured or field cut to completely fill the area of the curb ramp as shown on the plans. Elements shall be installed to be level across joints or seams and shall be flush with the edges of adjoining concrete. Brick elements shall be placed in a mortar setting bed within the hardened concrete block out. The concrete base of the block out shall have a rough textured finish, such as would be produced by a screed or wood float. The depth of the block out shall be such that a mortar bed thickness of 3/8 in. minimum to 3/4 in. maximum is achieved for the nominal depth of the element. The hardened concrete base shall be free of all material which might prevent the mortar setting bed from adhering. The concrete base shall be dampened with water, but be surface dry immediately prior to the placing the mortar setting bed. The mortar setting bed shall be laid out the desired thickness, no more than 2 ft ahead of laying the elements. The elements shall be buttered with mortar on the bottom before placement into the setting bed. Elements from various manufactures shall not be mixed at any individual concrete ramp location DETECTABLE WARNING ELEMENTS TS-47 IN20030661 Brick elements shall be laid out in a running or stacked bond pattern with a 1/16 average joint width. The joint width shall not exceed 1/8 in. Whole elements should be laid first, followed by elements cut to size, keeping the number of joints to a minimum. A masonry saw shall be used to produce a clean, accurate, straight cut. The joint between elements shall be completely filled with a dry fine aggregate. The fine aggregate may be obtained from a non-Certified Aggregate Producer, but it shall be natural sand having a gradation where at least 95 percent of the material passes the No. 4 sieve. Excess fine aggregate shall be removed from the surface of the elements. Cast iron elements shall be installed in accordance with the manufacturer’s recommendations. When required, cutting of cast iron elements shall be in accordance with the manufacturer’s recommendations. Cut edges shall be ground to a smooth shape consistent with the manufactured edges. SECTION 905, BEGIN LINE 36, DELETE AND INSERT AS FOLLOWS: 905.05 Detectable Warning Elements Detectable warning bricks used in sidewalk curb ramps shall be in accordance with ASTM C 902, Class SX, type II. The color shall approximate 30109 or 30166 in accordance with Federal Standard No. 595a. The color shall be consistent throughout the brick. The truncated domes shall be as shown on the plans. The minimum dimensions of the brick shall be 2 1/4 in. (60 mm) thick by 3 5/8 in. (90 mm) wide by 7 5/8 in. (195 mm) long. The minimum thickness shall not be measured within the area of the domes. The detectable warning surface in concrete curb ramps shall be constructed using materials from the Departments approved list of Detectable Warning Elements, which is maintained by the office of Materials Management. An element manufacturer wishing to add a product to the approved list shall comply with Procedure L of ITM 806. (a) Brick detectable warning elements shall consist of clay, shale, or similarly naturally occurring earthy substance, subjected to heat treatment at elevated temperatures to form bricks or pavers. The dimensions of the element shall be 8 in. in length, 4 in. in width including any spacing lugs. The thickness of the element shall be 2 in., excluding dome height and edge chamfers. The truncated domes on the surface shall be formed integral with the main body of the detectable warning element and be present on the element prior to heat treatment. The size and physical requirements of the elements shall be in accordance with ASTM C 902 for weather and traffic environment classifications Class SX, Type II, respectively. The truncated domes may be ground off to meet the cap thickness requirement for compressive strength testing. (b) Brick detectable warning elements shall be predominantly red-brown in color and shall be uniform throughout the element. The color will be determined from the average of five color readings for detectable warning elements when measured at the top surface between the raised truncated domes and determined in accordance with ASTM E 1349, CIE Illuminant D65, 10° Standard Observer, using instrument geometry of 45°/0°, and the CIE L*a*b* color system. The tested elements shall be within the limits as follows: DETECTABLE WARNING ELEMENTS TS-47 IN20030661 Minimum Maximum L* 35.0 50.0 a* 6.0 36.0 B* 0.0 30.0 The value of a* shall not be less than 90% of the value of b*. The color difference of any installed element after one year of exposure or of an individual detectable warning element from the average color for any product or model from a manufacturer shall not be greater than 5.0 ΔE* units. The color shall be uniform throughout the detectable warning elements. (c) Cast iron detectable warning elements shall be manufactured from gray iron in accordance with AASHTO M 105, Class 30A as a minimum. The truncated domes shall be as shown on the plans. The tops of the domes and the space between domes shall have a non-slip textured surface. The minimum thickness of the casting shall be 0.300 in. The minimum thickness shall not be measured within the area of integral reinforcing ribs or bracing, domes or the textured surface. (d) The height tolerance of the truncated domes shall be within 0.18 to 0.26 (3.50 to 6.50 mm). The base diameter, dome top diameter and dome spacing shall be within ± 1/16 in. (± 1.5 mm) of the design value. The design values shall be within the ranges identified in the Standard Drawings. No more than 2 truncated domes per element may be out of tolerance for dimensions. DETECTABLE WARNING ELEMENTS TS-47 IN20030661 SP-48 – CABLE INTERDUCT Project plans indicate the installation of an empty cable interduct along the south side of 126th Street throughout the project limits for future use. Handholes shall be placed at locations designated by the field engineer, but should be spaced no greater than 400 ft apart. A handhole shall be installed at the beginning and terminus of each cable interduct run. The proposed interduct system shall be constructed as indicated on the project typical sections. Upon completion of cable interduct installation, CONTRACTOR shall submit station and offset information for all cable interduct handholes to field engineer. UNIT COST The cost of interduct shall be paid for as “Cable Interduct” per lineal foot of cable interduct installed, and shall include the installation of both 4” PVC Pipes, interduct, #10 Copper tracing wire, polyethylene identification tape and all other related items necessary to install the cable interduct in accordance with project plans. The cost of Handholes shall be paid for as “Handhole” per each installed, and shall include the material and labor necessary to install the handhole, and providing stations and offsets to field engineer upon completion of installation. CABLE INTERDUCT TS-48 IN20030661 SP-49 – TOPSOIL DESCRIPTION A. minimum of 12 inches of topsoil shall be placed in the medians and on the inside of all roundabouts. A minimum of six inches of topsoil shall be placed in all other seeded and/or sodded areas within the construction limits. A minimum of eighteen inches of topsoil shall be placed in all other seeded and/or sodded areas on top of structure backfill. This work shall consist of the testing, placement, and installation of topsoil in accordance with these requirements, the INDOT Standard Specifications, and as indicated on the plans. MATERIALS A. Materials shall be in accordance with the Special Provision “Landscape Work”, Section 914.01 of the INDOT Standard Specifications, and the following: 1. Sandy loam, natural or cultivated surface soil layer containing organic matter and sand, silt and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 2 inches (50 mm) in diameter and free of weeds, roots, and other deleterious materials; acidity range pH of 5.9 to 7.0; containing a minimum of 6% and a maximum of 25% organic matter. B. Topsoil Source: Import topsoil or manufactured topsoil from off-site sources as necessary. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches deep; do not obtain from bogs or marshes. On site soil may be used, provided it complies with the requirements for topsoil listed herein. C. Topsoil Analysis: Furnish soil analysis by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of topsoil. 1. Report suitability of topsoil for lawn and specified planting growth. State recommended quantities of nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce a satisfactory topsoil. 2. Soil-Testing Laboratory Qualifications: An independent laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed (such as A&L Great Lakes Laboratories, Inc., 3505 Conestoga Drive, Ft. Wayne, IN 46808, 260.483.4759). D. Materials that do not meet these requirements shall not be incorporated into the work as topsoil. CONSTRUCTION REQUIREMENTS TOPSOIL TS-49 IN20030661 A. If existing soil suitable for amendment in accordance with Special Provision “Landscape Work” is not available in sufficient quantities, Topsoil shall be furnished at the contract unit price for Topsoil. B. Topsoil is to be placed on all plant beds, disturbed areas, and seeded or sod areas to the depths indicated on the plans and in the Special Provision “Landscape Work”. C. Landscape Subcontractor shall inspect topsoil placed by Contractor and verify quality and depth. Commencement of Landscape Work indicates acceptance of earthwork operations METHOD OF MEASUREMENT A. Topsoil will be measured by the cubic yard in accordance with Article 211.09. BASIS OF PAYMENT A. The accepted quantities of topsoil will be paid for at the contract unit price per cubic yard. B. Payment will be made under: PAY ITEM UNIT Topsoil Cubic Yard TOPSOIL TS-49 IN20030661 SP-50 – BLANK BLANK TS-50 IN20030661 SP-51 – IRRIGATION CONDUIT This work shall consist of placing irrigation conduits in trenches as directed in the field Irrigation trenches shall contain two 4-inch conduits laid in the same trench. Conduit material shall be schedule 40 PVC. The ends shall be marked with buried, metal bars for location in the future and will be marked on the curb by the inspection unit and noted on the as-builts. Conduits shall be placed from one side of the road to the other. The ends of the conduit shall be in between the path and the back of the curb on each side of the roadway. If an irrigation conduit crosses an underdrain, the conduit shall be placed above the underdrain and backfilled with No. 8 aggregate. UNIT COST The cost of irrigation conduit shall be paid for as “Irrigation Conduit” per linear foot of irrigation trench, and shall include labor, equipment, and materials required for installation, including, but not limited to, backfill, aggregate, conduit, and location bars shall not be paid for directly, but included within the unit cost for this item. IRRIGATION CONDUIT TS-51 IN20030661 SP-52 – REMOVAL OF GUARDRAIL The Standard Specifications are revised as follows: SECTION 601, BEGIN LINE 230, DELETE AND INSERT AS FOLLOWS: plans. When it is specified that the The removed guardrail is to become the property of the Department,. the The rail elements, posts, and blocks shall be removed without being damaged. The removed material shall be stored as directed. REMOVAL OF GUARDRAIL TS-52 IN20030661 SP-53 – SPARE PARTS PACKAGE FOR GUARDRAIL END TREATMENT The Standard Specifications are revised as follows: SECTION 601, AFTER LINE 174, INSERT AS FOLLOWS: 1 stage 1 spare parts package(s) and 1 stage 2 spare parts package(s) shall be supplied for each type of guardrail end treatment installed. The spare parts package(s) shall be in accordance with the replacement parts list shown in the Contract Information Book. The spare parts package(s) shall be delivered to the following address. City of Carmel Street Department 3400 W. 131st Street Carmel, IN 46074 ATTN: David Huffman SECTION 601, AFTER LINE 260, INSERT AS FOLLOWS: Guardrail end treatment spare parts package will be measured per each for the type of guardrail end treatment for which it is specified and per the stage specified. SECTION 601, AFTER LINE 282, INSERT AS FOLLOWS: Guardrail end treatment spare parts package will be paid for at the contract unit price per each for the type of guardrail end treatment for which it is specified and per the stage specified. SECTION 601, AFTER LINE 296, INSERT AS FOLLOWS: Guardrail End Treatment, , Spare Parts Package, .............. EACH type stage SPARE PARTS PACKAGE FOR TS-53 GUARDRAIL END TREATMENT IN20030661 SPARE PARTS PACKAGE FOR TS-53 GUARDRAIL END TREATMENT IN20030661 SPARE PARTS PACKAGE FOR TS-53 GUARDRAIL END TREATMENT IN20030661 SP-54 – GUARDRAIL BLOCKOUTS In lieu of the wood blockouts currently allowed by the specifications, blockouts may be selected from the following list. The blockouts shall be dimensioned as tested and shall be used with the type of guardrail as tested in accordance with NCHRP 350. If selected from the list, the blockouts shall be accompanied by a certification from the manufacturer stating the blockouts furnished have the same chemistry, mechanical properties, and geometry as those certified to have passed the NCHRP 350 crash test and have been certified by the Federal Highway Administration to be acceptable for use on NHS facilities. Blockouts from the following list may be used interchangeably with wood blockouts as long as the line and grade of the face of the guardrail is true to that shown on the plans and the conditions of the first paragraph above are met. Manufacturers wishing to have blockouts placed on the following list shall furnish the Department copies of the NCHRP 350 test results and a letter from the Federal Highway Administration approving them for use on NHS facilities. Such information shall be forwarded to the Standards Manager, Indiana Department of Transportation, Room N642, 100 N. Senate Avenue, Indianapolis, IN 46204-2216. Anro Block Anro Timber Products, Inc. 7887 Ashwood Dr. SE Ada, Michigan 49301 (616) 682-4518 Dura-Bull Creative Building Product Div. of Spirit of America Corp. 4307 Arden Drive Fort Wayne, IN 46804 (800) 860-2855 Eco-Block Eco-Composites LLC 17169 Hayes Road Grand Haven, MI 49417 (616) 844-2001 King Block Trinity Industries, Inc. 655 East Dixie Drive Elizabethtown, KY 42701 (800) 282-7668 GUARDRAIL BLOCKOUTS TS-54 IN20030661 MONDO Block MONDO Polymer Technologies State Route 7 P.O. Box 250 Reno, OH 45773 (740) 376-9396 Polylumber PL6814R RAMCO International P.O. Box 9625 Pittsburg, PA 15226 (412) 494-0743 Polylumber PL5814R RAMCO International P.O. Box 56 Imperial, PA 15126 PBLOCK R. G. Steel Corporation P.O. Box 356 Rt. 551 Pulaski, PA 16143 (724) 656-1722 GUARDRAIL BLOCKOUTS TS-54 IN20030661 SP-55 – SPARE PARTS PACKAGE FOR IMPACT ATTENUATORS The Standard Specifications are revised as follows: SECTION 601, BEGIN LINE 202, DELETE AND INSERT AS FOLLOWS: If a spare parts package is required for the unit being installed, such package shall consist of those parts which are shown on the list provided by the manufacturer. The spare parts shall correspond to those shown on the list for the unit to be placed. The package shall be delivered to the location directed and will become the property of the Department. 1 stage 1 spare parts package(s) and 1 stage 2 spare parts package(s) shall be supplied for each type of impact attenuator being installed. The spare parts package shall consist of those parts which are shown on the replacement parts list shown in the Contract Information Book. The spare parts package(s) shall be delivered to the following location. City of Carmel Street Department 3400 W. 131st Street Carmel, IN 46074 ATTN: David Huffman SPARE PARTS PACKAGE FOR IMPACT ATTENUATORS TS-55 IN20030661 SPARE PARTS PACKAGE FOR IMPACT ATTENUATORS TS-55 IN20030661 SP-56 – CAPPING CUT AND FILL SLOPES STEEPER THAN 3:1 Description This work shall consist of: a) covering soil slopes with a cohesive soil to establish vegetation; b) use of soil reinforcement materials and blankets for mulching seed as shown on the plans and in accordance with these requirements; c) use of water absorption chemicals to hold water and keep moisture available for seed germination; and d) soil testing for pH, nutrient supply, and organic matter percentage. Materials The materials shall be in accordance with the following: (a) Mulch Blankets The mulch blankets shall be excelsior blankets or straw mats in accordance with 621.05(d) or 621.05(f). (b) Water Absorption Gels Water absorption gels developed for horticultural use shall be incorporated into the top 1 1/2 in. (30 mm) of the capping soil according to the manufacturer’s recommendations. The Contractor shall supply a copy of the manufacturer’s recommendation to the Engineer prior to the placement of the capping soil. (c) Capping Soil The capping soil shall be a type A4, A5, A6, or A7 AASHTO classification, that has a pH range of 6 to 7 and an organic content of 5 to 10% by volume or 2 to 3% by dry weight. The soil shall be tested by an approved laboratory and the results shall be furnished to the Engineer prior to the placement of the soil. Construction Requirements All slopes steeper than 3:1 designated for seeding shall be stripped to a depth of 2 in. (50 mm) and then covered with a 6 in. (150 mm) layer of capping soil. The capping soil shall be evenly spread over all areas and shall have the water absorption gels incorporated. The capping soil shall be tracked into place such that the cap adheres to the existing soil and forms the desired contours for the slope. All debris in the capping soil shall be in accordance with 203.09. All areas shall be fine graded to produce a smooth surface which conforms to the contours and cross sections desired. Method of Measurement Existing soils stripped and stockpiled for use as a capping soil will be measured as common excavation in accordance with 203.27. Capping soil obtained from off the right-of-way will be measured as borrow in accordance with 203.27. Erosion control blankets will be measured in accordance with 621.12. Water absorption gels will not be measured for payment. CAPPING CUT AND FILL SLOPES STEEPER THAN 3:1 TS-56 IN20030661 Basis of Payment Existing soils stripped, stockpiled, and then redistributed as a capping soil will be paid for as common excavation in accordance with 203.28. Capping soil obtained from off the right-of-way will be paid for as borrow in accordance with 203.28. Erosion control blankets will be paid for in accordance with 621.13. The cost of the water absorption gel shall be included in the cost of the erosion control blanket. CAPPING CUT AND FILL SLOPES STEEPER THAN 3:1 TS-56 IN20030661 SP-57 – CONCRETE BRIDGE RAILING IN ROAD PLANS For all bridge rails shown in Road plans, the Standard Specifications are revised as follows: SECTION 706, LINE 117, REVISE AS FOLLOWS Reinforcing steel in railing will be measured in accordance with 703.07 will not be measured for payment SECTION 706, LINES 136-138, REVISE AS FOLLOWS Reinforcing steel for Concrete railings and concrete bridge railing transitions will be paid for in accordance with 703.08. not be paid for directly, but included in the cost of concrete bridge railing. CONCRETE BRIDGE RAILING IN ROAD PLANS TS-57 IN20030661 SP-58 – DYNAMIC PILE LOAD TEST The Standard Specifications are revised as follows: SECTION 701, BEGIN LINE 326, DELETE AND INSERT AS FOLLOWS The PDA consultant will be acquired by the Department Contractor. SECTION 701, BEGIN LINE 326, DELETE AND INSERT AS FOLLOWS The Contractor shall wait a minimum of 24 h, or up to 72 h, depending on the soil conditions, 72 hours to restrike the test pile per the geotechnical report and after the instruments are reattached, restrike the test pile. DYNAMIC PILE LOAD TEST TS-58 IN20030661 SP-59 – PILE DRIVING AND EQUIPMENT DATA FORM Attached is the Pile and Driving Equipment Data form as required by 701.04 (a). The method for driving the piles will be by the formula specified in 701.06 (c) . SPECIAL PROVISION TITLE TS-59 IN20030661 SPECIAL PROVISION TITLE TS-59 IN20030661 SP-60 – MECHANICALLY STABILIZED EARTH RETAINING WALLS The Standard Specifications are revised as follows: SECTION 731, BEGIN LINE 1, INSERT AS FOLLOWS: SECTION 731 - MECHANICALLY STABILIZED EARTH RETAINING WALLS 731.01 Description This work shall consist of furnishing materials and placement of mechanically stabilized earth retaining walls in accordance 105.03. The Contractor shall perform the necessary work to verify that the foundation is at the correct elevation, that the wall is constructed to the correct alignment, and that the work is in accordance with the specified tolerances. The checking of alignments and tolerances shall include verifying that the plumbness of the face panels is in accordance with 731.10 over the entire height of the wall. Alignment shall be checked at each layer of panels after the backfill behind the panels has been compacted, and the results shall be recorded. 731.02 General Design Requirements The mechanically stabilized earth wall shall consist of a non-structural leveling pad, concrete face panels, coping, ground reinforcement elements mechanically connected to each panel, and an external drainage system. Ground reinforcement shall have sufficient strength, frictional resistance, and quantity as required by design. The mechanically stabilized earth retaining walls system is to be selected from the Department’s list of approved Retaining Wall Systems. A Retaining Wall System manufacturer may be included on the Department’s list by following procedure J of ITM 806. The quantities shown in the Schedule of Pay Items will be the same for all mechanically stabilized earth wall systems. All mechanically stabilized earth walls shall be constructed in accordance with the approved plans and panel shop drawings based on the requirements herein. The recommendations of the wall system suppliers shall not override the minimum performance requirements contained herein. If the wall manufacturer needs additional information to complete the design, the Contractor shall be responsible for obtaining such information. All appurtenances behind, in front of, under, mounted upon, or passing through the wall such as drainage structures, utilities, or other appurtenances shown on the plans shall be accounted for in the stability design of the wall. The mechanically stabilized earth wall design shall follow the general dimensions of the wall envelope shown on the plans. The plans will locate the leveling pad at or below the theoretical leveling pad. The top of the face panel shall be at or above the top of the panel elevation shown on the plans. Where coping or barrier is utilized, the wall face panel shall extend up into the coping or barrier a minimum of 2 in. (50 mm). The top of the face panels may be level or sloped to meet the top of the face MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 panel line noted. Cast-in-place concrete will not be an acceptable replacement for panel areas noted by the wall envelope. Where walls or wall sections intersect with an included angle of 130 degrees or less, a vertical corner element separate from the standard panel face shall abut and interact with the opposing standard panels. The corner element shall have ground reinforcement connected specifically to that panel and shall be designed to preclude lateral spread of the intersecting panels. Face panels shall be designed to accommodate differential settlement of 1 linear unit in 100. Face panels of greater than 32 sq ft (3.0 m2) up through 64 sq ft (6.0 m2) in area shall be designed to accommodate differential settlement of 1 linear unit in 200. Where shown on the plans, slip joints to accommodate excessive or differential settlement shall be included. Only one face-panels shape and size shall be used for a project that is part of a contract with multiple projects or contracts with MSE walls. 731.03 Design Criteria The design by the manufacturer shall consider the internal and the external stability of the wall mass including the applied bearing pressure, overturning, sliding, and stability of temporary construction slopes. The design shall be in accordance with the design, construction, and commentary divisions of the AASHTO Standard Specifications for Highway Bridges, unless specified otherwise herein. The analysis of settlement, bearing capacity, and overall slope stability will be the responsibility of the Engineer. The theoretical failure plane within the soil mass shall be analyzed so that the soil stabilizing component extends sufficiently beyond the failure plane to stabilize the material. External loads which affect the internal stability such as those applied through piling, bridge footings, traffic, and slope surcharge, shall be accounted for in the design. The size of all structural elements shall be determined such that the design load stresses do not exceed the allowable stresses found in the AASHTO Standard Specifications for Highway Bridges, unless otherwise shown on the plans. The maximum allowable yield stress for reinforcement shall be not exceed the manufacturer’s recommendation. The phi (φ) angle for the internal design of the reinforced backfill shall be assumed to be 34 degrees. The φ angle of the backfill behind the mechanically stabilized earth mass shall be assumed to be 30 degrees. The wall shall be defined by the wall envelope as shown on the plans. For design purposes, the height of wall H shall be measured from the theoretical top of the leveling pad to the top of the wall. For a level surcharge situation, the top of the wall shall be measured to the top of the coping or to the gutter line of the traffic barrier. The top of the wall shall be the theoretical top of the face panels only when a coping or barrier is not used. For an abutment face, the design height H’ shall be defined as the height measured from the top of the leveling pad to the top of the roadway surface. For a wall with a sloping surcharge the top of the wall shall be measured at a point 0.3H back from the face where the design height is H’ and the actual wall height is H. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 For aesthetic considerations and to make differential settlement unnoticeable, the panels shall be erected such that the horizontal site line is discontinuous at every other panel. This shall be accomplished by starting erection with the lower panel level of each wall by alternating full height and half height panels. Panels above the lowest level shall be of a standard size except as required to top out the wall to be in accordance with the plan elevations. The connections of the ground reinforcing steel to the panels shall be in two elevations for standard panels. The connections shall not be more than 30 in. (750 mm) apart vertically. To prevent out-of-plane rotation, standard face panels shall be connected to ground reinforcement on at least three different points in two different planes. However, preapproved systems utilizing a horizontal stabilizing leg to prevent rotation shall only require ground reinforcement attachments in one plane. Partial panels shall have three different connection points, but only one plane shall be attached to ground reinforcement. Panels, which are located at the top of the wall, shall not be attached to the coping or the traffic barrier. The ground reinforcement shall be the same length from the bottom to the top of each wall section whether bar mats, grids, or strips steel are used. Differing ground reinforcement elements shall be clearly marked for ease of construction. This element may be used individually or in a prefabricated grouping. The minimum length of the ground reinforcement shall be 0.7H, but not shorter than 8 ft (2.5 m), in accordance with the AASHTO Standard Specifications for Highway Bridges for an abutment on a spread footing. The ground reinforcement for the mechanically stabilized earth volume shall be sized using the lesser of the allowable forces for each specific connection and each specific reinforcing element. The connection’s allowable force shall be taken as 2/3 of the connection test load at the allowable pullout deformation limit of 1/2 in. (13 mm) or one half of the ultimate load, whichever is less. The ground reinforcement length shall be as required for internal design or as shown on the plans. The length shall exceed the minimum noted as required for design consideration. One hundred percent of the ground reinforcement, which is designed and placed in the reinforced earth zone shall be connected to the face panels. For mats, grids, or strip steel, the minimum zinc coating thickness shall be 2 oz/sq ft (610 g/m2). Such thickness shall be assumed to be 86 μm for purpose of calculation of reduced structural section. The design contact pressures under the stabilized mass for each reinforcement length shall be clearly indicated on the shop drawings and shall not exceed the maximum allowable soil bearing capacity shown on the plans. Passive pressure in front of the wall mass will be assumed to be zero for design purposes. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 731.04 Submittals The Contractor shall submit one copy of the design computations for approval. If the computations are computer generated, one sample set of hand calculations, for one wall location, shall also be submitted. The Contractor shall submit eight sets of design drawings for approval after the design computations are approved and before beginning wall construction operations. Design computations and design drawings shall be signed and sealed by a professional engineer. a) The design drawings shall include all details, dimensions, quantities and cross-sections necessary to construct the wall and shall include but shall not be limited to the following: 1. A plan and elevation sheet or sheets for each wall 2. An elevation view of the wall which shall include the elevation at the top of the wall at all horizontal and vertical break points at least every 50 ft (15 m) along the face of the wall, all steps in the leveling pads, the designation as to the type of panel, the length of soil reinforcing systems, the distance along the face of the wall to where changes in length of the soil reinforcing systems occur, and an indication of the original and final ground lines and maximum bearing pressures 3. A plan view of the wall that indicates the offsets from the construction centerline to the face of the wall at all changes in horizontal alignment. A plan view and elevation view which detail the placing position and connection of all steel ground reinforcing elements in areas where piling, utility, or other structures are near the wall. 4. A typical cross section or cross sections showing elevation relationship between ground conditions and proposed grades, as well as the drainage system 5. All general notes required for constructing the wall 6. All horizontal and vertical curve data affecting the wall 7. A listing of the summary of quantities on the elevation sheet for each wall b) All panel details shall show all dimensions necessary to construct the element, all reinforcing steel in the element, and the location of soil reinforcing system devices embedded in the panels. c) The details for construction of walls around drainage facilities and the out-letting of internal drainage from the backfill zone. d) All details of the architectural treatment. e) The details for diverting strips or mesh around obstructions such as piles, catch basins, and other utilities shall be submitted for approval. f) The details for each connection between the concrete panel and the mesh or strip. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 g) Determination of the φ angles for reinforced materials and retained materials. Design calculations and shop drawings shall be submitted to the Engineer for review and approval. MATERIALS 731.05 Materials The Contractor shall make arrangements to purchase the materials described herein, including concrete face panels, retaining strips or mesh, tie strips, fasteners, joint materials, and all necessary incidentals, from a mechanically stabilized earth wall system manufacturer on the Department’s list of approved Retaining Wall Systems. Materials shall be in accordance with the following: B Borrow................................................................................211.02 Coarse Aggregate, Class A or Higher, Size No. 8 or 91........904 Concrete Admixtures..............................................................912.03 Concrete, Class A...................................................................702 Fine Aggregate, Size No. 23...................................................904 Fly Ash...................................................................................901.02 Geotextile...............................................................................913.18 Portland Cement....................................................................901.01(b) Rapid Set Patching Materials................................................901.07 Reinforcing Steel....................................................................910.01 Structure Backfill *............................................................... 904 Water......................................................................................913.01 * No slags other than ACBF will be permitted. ACBF shall be Class A or Higher, Size No. 8 in accordance with 904. Backfill material used in the mechanically stabilized earth wall volume shall be structure backfill. The internal friction or φ angle of the structure backfill in the reinforced soil mass shall be not less than 34 deg in accordance with AASHTO T 236 or AASHTO T 297 under consolidated drained conditions. Testing for the φ angle and permeability shall be performed on the portion finer than No. 8 (2.36 mm) sieve, using a sample of the material compacted to 95% in accordance with AASHTO T 99, methods C, or D. No testing for the φ angle is required when 80% of the materials are greater than No. 4 (4.75 mm) sieve. An approved geotechnical laboratory shall perform the tests. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 Structure backfill criteria shall be as follows: Property Criteria Test Method pH 5 < pH < 10 AASHTO T 289 Chlorides < 100 ppm AASHTO T 291 Sulfates < 200 ppm AASHTO T 290 Organic Content 1 % max. AASHTO T 267 Resistively 3000 Ω - cm (min.) AASHTO T 288 Permeability 30 m/day (100 ft/day) (min.) AASHTO T 215 * Permeability may be reduced to 30 ft/day (10 m/day) when any portion of the pavement structure is not directly above the MSE wall ground reinforcement envelope. If the minimum resistivity exceeds 5000 Ù - cm, the requirement of the testing for Chlorides and Sulfates may be waived. The resistivity shall be tested at 100% saturation. ACBF shall be in accordance with the pH, Chlorides, Sulfates, Organic Content, Resistivity and Permeability requirements of structural backfill as noted above and ITM 212. Total sulfides shall also be determined in accordance with EPA 376.1, using the 100 mL pH water samples obtained during ITM 212, and shall not exceed 400 ppm. The ACBF shall have a maximum corrosion rate as follows for steel and zinc when tested in accordance with ASTM G 59. 1. Zinc Corrosion Rate First 2 years........................................15 ìm/yr/side 2. Zinc corrosion to depletion.....................................................4 ìm/yr/side 3. Carbon steel rate...................................................................12 ìm/yr/side If ACBF or coarse aggregate No. 8’s are used, and soil, B borrow, structural backfill, or coarse aggregate No. 53’s are to be placed above the ACBF or No. 8 aggregate, a single layer of geotextile shall be placed on top of the ACBF aggregate in accordance with 616.10. A type C certification in accordance with 916 for the geotextile materials shall be furnished to the Engineer prior to use. The structure backfill shall be supplied in accordance with 904 and a type A certification in accordance with 916 for the above additional testing of the structure backfill shall be furnished to the Engineer prior to use. One copy of all test results performed by the Contractor, which are necessary to demonstrate compliance with the specifications, shall also be furnished to the Department’s Geotechnical Section. An approved geotechnical laboratory shall perform the tests. (a) Concrete Face Panels Concrete shall be in accordance with the applicable requirements of 702. Concrete shall have a compressive strength equal to or greater than 4000 psi (27.5 MPa) at 28 days. Retarding agents, accelerating agents, or additives containing chloride shall not be used without approval. Air-entraining and slump requirements shall be in accordance with 702.05. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 Ground reinforcement connecting hardware and rebar lifting devices shall be set in place and secured prior to beginning casting, in accordance with the dimensions and tolerances shown on the design drawings. 1. Testing and Inspection Acceptability of the panels will be determined on the basis of compressive strength tests and visual inspection. The panels shall be considered acceptable regardless of curing age when compressive test results indicate that the compressive strength is in accordance with 731.05(a). The wall manufacturer of the panels shall provide for all testing and inspection services during the production of the panels. Services shall be completed by a Department approved testing laboratory. An American Concrete Institute certified concrete field testing technician, grade 1, shall be present during production of the face panels to direct all sampling and testing. 2. Casting The panels shall be cast on a flat area, with the front face of the form at the bottom, and the back face at the upper part. Tie strip guides shall be set on the rear face. The concrete in each unit shall be placed without interruption and shall be consolidated as necessary to prevent the formation of segregation or cleavage planes. Clear form oil of one manufacture shall be used throughout the casting operation. 3. Curing The panels shall be cured for a sufficient length of time such that the concrete develops the specified compressive strength. 4. Removal of Forms The forms shall remain in place until they may be removed without damage to the unit. 5. Concrete Finish The concrete surface for the front panel face shall have a surface finish produced from contact with the form. The rear face of the panel shall be roughly screeded to eliminate open pockets of aggregate and surface distortions in excess of 1/4 in. (6 mm). 6. Tolerances All panels shall be manufactured within the tolerances as follows: a. Panel Dimensions Lateral position of tie strips shall be within 1 in. (25 mm). All other dimensions shall be within 3/16 in. (5 mm). b. Panel Squareness Squareness, as determined by the difference between the two diagonals, shall not exceed 1/2 in. (13 mm). c. Panel Surface Finish Surface defects on smooth formed surfaces measured on a length of 5 ft (1.5 m) shall not exceed 1/8 in. (3 mm). Surface defects on textured finished surfaces measured on a length of 5 ft (1.5 m) shall not exceed 5/16 in. (5 mm). 7. Compressive Strength Acceptance of the concrete panels with respect to compressive strength will be determined on the basis of production lots. A production lot is defined as 50 panels. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 Frequency of production control testing will consist of a minimum of one test per production lot but not less than one test per day. The wall manufacturer will sample the concrete in accordance with AASHTO T 141 and prepare a minimum of two cylinders in accordance with AASHTO T 23. Curing of the cylinders shall be in the same manner as the panels are cured. When the average results of two cylinders tested in accordance with AASHTO T 22, meet or exceeds the requirements of 731.05(a), the production lot panels or those panels represented by a day's testing may be shipped. When the cylinder test results are less than the requirements of 731.05(a) and additional cylinders for testing are not available, the manufacturer may core the panels. The wall manufacture will randomly select two panels from the lot for core testing in accordance with AASHTO T 24. The wall manufacture shall obtain one core on the backside of each panel with a device that produces uniform test samples without coring completely through the panel. Coring shall not be located within 6 in. (150 mm) of the panel fasteners or the edges of the panels and shall avoid the panel's reinforcing steel. The wall manufacture shall fill the core holes with equivalent concrete materials or rapid set patching materials and trowel to produce a smooth finish. Excess material removed during troweling shall not be reused. If rapid set patching material is used, mixing and curing shall be in accordance with the manufacture's recommendations. If the average strength test results from the cores meet or exceed the requirements of 731.05(a), the production lot panels may be shipped. A type A certification in accordance with 916 shall be furnished for each shipment prior to use of the panels. All cylinder or core test results, including the age of the cylinders or cores at the time of testing, shall be included on the certification for each production lot. Verification of compressive strengths of the panels will be conducted by the Engineer. The frequency of verification testing will be one test for every 750 panels per manufacturer with a minimum of one test per contract. One panel will be randomly selected and two locations selected for coring. The Engineer will obtain two 4 in. (100 mm) cores on the backside of the panel without coring completely through the panel. The Contractor shall refill the core holes with rapid set patching materials and trowel to produce a smooth finish. Excess material removed during troweling shall not be reused. Mixing and curing of the patching materials shall be in accordance with the manufacture’s recommendations. The Engineer will test the cores in accordance with AASHTO T 24. The verification test results will be averaged and compared to the manufacturer’s results reported on the certification. If the initial verification test results do not meet the requirements of 731.05(a), the Engineer will randomly select two different panels for additional verification testing. If the additional verification tests meet the requirements of 731.05(a), no further action is required. If the test results still do not meet the requirements of 731.05(a), installation of panels shall cease and the Engineer will conduct an investigation. Panels manufactured on the same dates as the panels cored for verification tests that have already been installed will be considered and adjudicated as a failed material in accordance with normal Department practice as listed in 105.03. The Engineer will conduct verification testing until three consecutive dates of production meet the strength requirements of 731.05(a). The Contractor or wall manufacturer shall make arrangements so that panels from three consecutive dates of production MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 are accessible for coring. Installation of panels may resume once acceptable verification testing results are achieved. 8. Rejection Units shall be subject to rejection due to failure to be in accordance with the requirements specified above. In addition, the following defects may be sufficient cause for rejection: a. Defects which indicate imperfect molding b. Defects which indicate honeycombed or open texture concrete c. Defects in the physical characteristics of the concrete, such as broken or chipped concrete, or color variations or dunnage marks on the front face due to excessive form oil or other reasons. The Engineer will determine whether spalled, honeycombed, chipped, or otherwise defective concrete shall be repaired or be cause for rejection. Repair of concrete, if permitted, shall be completed in a satisfactory manner. Repair to concrete surfaces that are to be exposed to view after completion of construction shall be subject to approval. 9. Marking The place and date of manufacture, and production lot number shall be clearly scribed on the rear face of each panel. 10. Handling, Storage, and Shipping All panels shall be handled, stored, and shipped so as to eliminate the danger of chipping, cracks, fractures, and excessive bending stresses. Panels in storage shall be supported on firm blocking located immediately adjacent to tie strips to avoid bending the tie strips. (b) Concrete Leveling Pad Concrete, Class A, for the leveling pad shall be in accordance with the applicable requirements of 702. (c) Concrete Coping Concrete, Class A, for the coping shall be in accordance with the applicable requirements of 702. Reinforcing steel in the coping shall be in accordance with the applicable requirements of 703. The coping may be precast or cast-in-place. (d) Reinforcing Mesh, Clevis Connector, and Connector Bar The reinforcing mesh shall be shop fabricated of cold drawn steel wire in accordance with ASTM A 82 and shall be welded into the finished mesh fabric in accordance with ASTM A 185. Galvanization shall be in accordance with ASTM A 123. Clevis connectors, if used, shall be attached to the alignment templates using the bars provided with the forms. The vertical and horizontal alignment of the connectors shall be +1/8 in. (+3 mm). The holes inside the loops shall be free of all concrete and debris, loose or otherwise. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 The clevis connector shall be fabricated of cold drawn steel wire in accordance with ASTM A 82 and welded in accordance with ASTM A 884. Loops shall be galvanized in accordance with ASTM A 153 Class B-3 or ASTM A 123. The connector bar, if used, shall be fabricated of cold drawn steel wire in accordance with ASTM A 884 and galvanized in accordance with ASTM A 123. A type A certification in accordance with 916 for reinforcing mesh, clevis connector, and connector bars shall be furnished prior to use of the materials. (e) Ground Reinforcement The ground reinforcement may be a deformed steel strip or a welded wire grid. The grid or strip used shall be consistent with that used in the pullout test and shall be consistent throughout the project. The grid shall consist of not less than two longitudinal wires, perpendicular to the wall, welded to equally spaced cross ribs capable of developing passive pressure with the fill. The deformed strip shall be of constant width. The strip thickness shall vary only from the standard undeformed section to the standard deformed section as required to produce the pullout resistance. All longitudinal wires of each welded wire grid shall be of the same diameter. All transverse wires of each welded wire grid shall be of the same diameter, but not necessarily the same as the longitudinal wire diameter. The face panel edges shall be configured to conceal the joints. All horizontal and vertical joints shall be covered with a joint cover to prevent backfill leakage while passing water. Reinforcing strips shall be hot rolled from bars to the required shape and dimensions. Physical and mechanical properties of the strips shall be in accordance with ASTM A 572 Grade 65 (A 572M Grade 450). Tie strips shall be shop fabricated with hot rolled steel in accordance with the minimum requirements of ASTM A 570 Grade 50 (A 709M Grade 345). Galvanization for reinforcing strips and tie strips shall be in accordance with ASTM A 123 and the minimum zinc coating thickness shall be 2 oz/sq ft (0.64 L/m2). All reinforcing strips and tie strips will be inspected to ensure that they are true to size and free from defects which may impair their strength and durability. A type A certification in accordance with 916 shall be furnished for ground reinforcement prior to use of the materials. (f) Reinforcing Steel Mill certificates for reinforcing steel as shown on the plans shall be furnished for approval. All reinforcing steel shall be in accordance with ASTM A 615 Grade 60 (A 709M Grade 400). A type A certification in accordance with 916 shall be furnished for reinforcing steel prior to use of the materials. (g) Fasteners Fasteners shall consist of 1/2 in. (13 mm) diameter, hexagonal cap screw bolts and nuts, which shall be galvanized and in accordance with ASTM A 325 (A 325M). MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 A type A certification in accordance with 916 shall be furnished for fasteners prior to use of the materials. (h) Alignment Pins The rods used to align the face panels during construction shall be 3/4 in. (19 mm) diameter, 12 in. (300 mm) long. The rods shall be mild steel, polyvinyl chloride, or fiberglass. A sample shall be submitted prior to use to the Materials and Tests Division for approval. (i) Joint Materials Bearing pads shall be rubber, neoprene, polyvinyl chloride, or polyethylene, and of the type and grade recommended by the supplier of the mechanically stabilized earth wall system. The joint cover shall be either a non-woven needle punch polyester geotextile or a woven monofilament polypropylene. The joint cover shall be attached to the rear face of the panels with a suitable adhesive. Horizontal and vertical joints shall be provided between adjacent face panels to prevent concrete-to-concrete contact and chipping when differential settlement occurs. The horizontal and vertical joints shall contain compression blocks, pins, or other approved means as recommended by the manufacturer to provide a uniform joint. Panels without an uninterrupted vertical joint shall have a minimum joint thickness of 3/4 in. (19 mm). A type A certification in accordance with 916 for joint materials shall be furnished prior to use of the materials. CONSTRUCTION REQUIREMENTS 731.06 General Requirements The wall manufacturer representative shall provide technical instruction, guidance in pre- construction activities including the preconstruction conference, and on-site technical assistance to the Contractor during construction. 731.07 Foundation Preparation The foundation for the structure shall be graded level for a width equal to or exceeding the length of the reinforcing strips or as shown on the plans. Prior to wall construction, the foundation, if not in rock, shall be compacted in accordance with 203. The base of the wall excavation shall be proofrolled with an approved compacting equipment. If unsuitable foundation material is encountered, it shall be removed and replaced with B borrow in accordance with 211.02 and compacted in accordance with 211.04. At each foundation level, an unreinforced concrete leveling pad shall be provided as shown on the plans. The leveling pad shall be cured in accordance with 702.22 a minimum of 12 h before placement of concrete face panels. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 731.08 Retaining Wall Excavation This work shall consist of the excavation of material whose removal is necessary for the construction of the mechanically stabilized earth walls in accordance with the plans, the requirements herein, or as directed. Excavation shall include the construction and subsequent removal of all necessary bracing, shoring, sheeting, cribbing, an all pumping, bailing, and draining. Prior to starting excavation operations at the wall site, clearing and grubbing shall be in accordance with 201.03. The Contractor shall clear and grub the area to the excavation in accordance with the limits shown on the plans. All timber, stumps, and debris shall be disposed of in accordance with 201.03. The Contractor shall notify the Engineer a sufficient time before beginning the excavation so that measurements may be taken of the undisturbed ground. Where necessary for safety, the excavation shall be shored or braced in accordance with State and local safety standards. Excavation and related work shall be performed such that no portion of the wall is endangered by subsequent operations. Where excavation for the wall is adjacent to a traveled way, the method for shoring, sheeting, or bracing the excavation opening shall be approved before beginning the excavation. The Contractor shall submit five copies of drawings in accordance with 206.09 showing details of the proposed method of excavation protection. After the excavation for each wall location has been performed, the Contractor shall notify the Engineer. Concrete for the leveling pad shall not be placed until the Engineer has approved the depth of the excavation and the foundation material. All sheeting and bracing shall be removed as the backfilling progresses. All material for backfill shall be subject to approval and shall be free from large or frozen lumps, wood, or other undesirable material. All backfill shall be compacted in accordance with 203. 731.09 Wall Erection Concrete face panels shall be handled by means of a lifting device set into the upper edge of the panels. Panels shall be placed in successive horizontal lifts in the sequence shown on the plans as backfill placement proceeds. As backfill material is placed behind the panels, the panels shall be maintained in vertical position by means of temporary wooden wedges placed in the joint at the junction of the two adjacent panels on the external side of the wall. External bracing will be required for the initial lift. Panels placed in contact with the ground or covered by standing water shall have face discoloration removed by means of a chemical wash. Panels shall be stored on blocking to minimize contact with the ground or being covered by standing water. Plumbness, vertical tolerances, and horizontal alignment tolerances shall not exceed 3/4 in. (19 mm) when measured with a 10 ft (3 m) straightedge. The maximum allowable offset in panel joints shall MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 be 3/4 in. (19 mm). For a wall of over 10 ft (3 m) height, the overall plumbness from top to bottom of the wall shall not exceed 0.05 in./ft (4 mm/m) of wall height. Ground reinforcing shall be placed normal to the face of the wall, unless otherwise shown on the plans or as directed. Prior to placement of the ground reinforcing strips, backfill shall be compacted in accordance with 731.10. 731.10 Backfill Placement Backfill placement shall closely follow erection of each course of panels and ground reinforcing. Backfill shall be placed so as to avoid damage or disturbance to the wall materials or misalignment of the concrete face panels. Wall materials that become damaged or disturbed during backfill placement shall be removed and replaced or corrected as directed. All misalignment or distortion of the concrete face panels due to placement of backfill outside the limits described herein shall be corrected as directed. The work shall also include B borrow backfilling above a theoretical 1:1 slope behind the ground reinforcement in accordance with the details shown on the plans. Structure backfill shall be compacted to 95% of the maximum dry density in accordance with AASHTO T 99. Compaction equipment shall be in accordance with 409.03(d). Density of the compacted aggregate will be determined in accordance with 203.24(b). If No. 8 backfill materials are used, compaction shall consist of four passes with a vibratory roller, and one pass with the same roller in static mode. A vibratory roller shall be equipped with a variable amplitude system, a speed control device, and have a minimum vibration frequency of 1000 vibrations per min. A roller in accordance with 409.03(d)4 may be used. All displacement or rutting of the aggregate shall be repaired prior to placing subsequent material. The maximum loose lift thickness shall not exceed 8 in. (200 mm) except that lifts 3 ft (1 m) from the wall or closer shall not exceed 5 in. (125 mm) in loose thickness. This lift thickness shall be decreased if necessary, to obtain the specified density. Compaction within 3 ft (1 m) of the back face of the concrete face panels shall be achieved by means of a minimum of five passes with a lightweight mechanical tamper, roller, or an alternative vibratory system. At the end of each day's operation, the last level of backfill shall be sloped away from the concrete face panels. In addition, surface runoff from adjacent areas shall not be permitted to enter the wall construction site. Cutting or altering of the basic structural section of ground reinforcing at the site will be prohibited, unless the cutting is preplanned and detailed on the approved design drawings. Cutting shall only be considered if adequate additional ground reinforcing is provided to produce the required strength shown in the approved calculations. If the grid or strip is shortened in the field, the cut ends shall be covered with a galvanized paint or Bitumastic 50 coal tar to prevent corrosion of the metal. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 731.11 Method of Measurement Concrete face panels and wall erection will be measured by the square foot (square meter) of wall surface area. The concrete leveling pad will be measured by the linear foot (meter). Common excavation will be measured by the cubic yard (cubic meter) in accordance with 203.27 to the neat lines shown on the plans. Structure backfill and B borrow will be measured in accordance with 211.09 to the neat lines shown on the plans. Unsuitable foundation materials, if found, will be measured in accordance with 211.09. Geotextile materials if used in accordance with 731.05 will not be measured. The measurement of concrete face panels, and wall erection will be based on the neat line limits of the wall envelope as shown on the plans and not that of the wall system supplier. The wall envelope limits will be considered to be the vertical distance from the top of the leveling pad to the top of the coping, and the horizontal distance from the beginning to the end of the leveling pad. Precast or cast-in-place concrete coping will not be measured. Drainage of the backfill including piping, aggregates and geotextile materials will not be measured. 731.12 Stockpiled Concrete Face Panels Partial payment will be made for panels and ground reinforcement stockpiled on the project site or at the Contractor's approved storage location. Partial payment will be based on the delivered cost of the wall panels, as verified by invoices that include freight charges. The Contractor shall furnish the invoices and Type A certification. The partial payment will not exceed 75% of the contract unit price for concrete face panels. Prior to construction, the Engineer will verify that the panels are in accordance with 731.05(a). 731.13 Basis of Payment Concrete face panels and wall erection will be paid for at the contract unit price per square foot (square meter). The concrete leveling pad, complete and in place, will be paid for at the contract unit price per linear foot (meter) for leveling pad. Common excavation will be paid for at the contract unit price per cubic yard (cubic meter) in accordance with 203.28 to the neat lines shown on the plans. Structure backfill and B borrow will be paid for at the contract unit price per cubic yard (cubic meter) in accordance with 211.10. Unsuitable foundation materials will be paid for in accordance with 211.10. Payment will be made under: Pay Item Pay Unit Symbol Face Panels, Concrete SFT (m2) Leveling Pad, Concrete LFT (m) Wall Erection SFT (m2) The cost of services including the testing laboratory, certified testing personnel, and the testing and inspection of the concrete panels shall be included in the cost of concrete face panels. The cost of all mechanically stabilized earth wall materials including concrete face panels, ground reinforcing, tie strips, fasteners, joint materials, concrete coping, repair or replacement of face MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 panels damaged or removed due to backfill placement, and incidentals shall be included in the cost of concrete face panels. The cost of all labor and materials required to prepare the wall foundation, place the ground reinforcing, and erect the concrete face panels shall be included in the cost of wall erection. The cost of labor and materials required to provide for the drainage of the backfill including piping, aggregates, and geotextile materials shall be included in the cost of concrete face panels. The cost of refilling and refinishing of the core holes from verification coring shall be included in the cost of concrete face panels. The cost of performing the laboratory tests by an approved geotechnical laboratory for structural backfill or ACBF slag shall be included in the cost of the pay items in this section. The cost of all labor and materials for geotextile materials, used, shall be included in the cost of the pay items in this section. The cost of cutting, altering, and recoating of the ground reinforcing at the site shall be included in the cost of wall erection. MECHANICALLY STABILIZED EARTH RETAINING WALLS TS-60 IN20030661 SP-61 – MODULAR BLOCK CONCRETE RETAINING WALL SECTION 732, BEGIN LINE 1, INSERT AS FOLLOWS: SECTION 732 - MODULAR CONCRETE BLOCK RETAINING WALL 732.01 Description This work shall consist of furnishing materials and placement of modular block wall units with or without ground reinforcement in accordance with 105.03. The Contractor shall perform the necessary work to verify that the foundation is at the correct elevation, that the wall is constructed to the correct alignment, and that the work is in accordance with the specified tolerances. The checking of alignments and tolerances shall include verifying that the plumbness of the modular block wall units is in accordance with 732.09 over the entire height of the wall. Alignment shall be checked at each layer of modular block wall units after the backfill behind the modular block wall units has been compacted, and the results shall be recorded. 732.02 General Design Requirements The modular block wall shall consist of an aggregate leveling pad, concrete modular block wall units and when specified, ground reinforcement elements that are to be mechanically connected to the facing units. Ground reinforcement shall have sufficient strength, frictional resistance, and quantity as required by design. All modular block wall units shall be constructed in accordance with the approved plans and shop drawings based on the requirements herein. The recommendations of the wall system supplier shall not override the minimum performance requirements shown herein. If the wall manufacturer needs additional information to complete the design, the Contractor shall be responsible for obtaining such information. All appurtenances behind, in front of, under, mounted upon, or passing through the wall such as drainage structures, utilities, or other appurtenances shown on the plans shall be accounted for in the stability design of the wall. The modular block wall design shall follow the general dimensions of the wall envelope shown on the plans. The plans will locate the leveling pad at or below the theoretical leveling pad. The top of the modular block wall unit shall be at or above the top of the wall elevation shown on the plans. The top of the modular block wall shall be designed to prevent the removal of the top course of blocks. Cast-in-place concrete will not be an acceptable replacement for any modular block wall unit within the areas noted by the wall envelope. MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 Modular block wall units shall be designed to accommodate differential settlement of 1 linear unit in 100. Where shown on the plans, slip joints to accommodate excessive or differential settlement shall be included. 732.03 Design Criteria The design by the manufacturer shall be in accordance with the requirements for the internal and the external stability of the wall mass, the bearing pressure, and overturning. The design shall be in accordance with the applicable requirements of the AASHTO Standard Specifications for Highway Bridges unless otherwise specified herein. The analysis of settlement, sliding, bearing capacity, and overall slope stability will be the responsibility of the Engineer. External loads which affect the internal stability shall be accounted for in the design. The size of all structural elements shall be determined such that the design load stresses do not exceed the allowable stresses found in the AASHTO Standard Specifications for Highway Bridges, unless otherwise shown on the plans. The maximum standard modular block wall unit face area shall be 1 sq ft (0.09 m2). The minimum depth of modular block wall units shall be 9 in. (225 mm). The phi (φ) angle for the internal design of the volume shall be assumed to be 34 degrees. The (φ) angle of the backfill behind the modular block earth mass shall be assumed to be 30 degrees. Before construction begins, the structure backfill selected shall be tested by the Contractor to confirm compliance with the frictional requirement. The wall supplier shall be furnished a copy of the testing results for the backfill. The friction angle of the foundation soils shall be assumed to be 30 degrees. The wall shall be defined by the wall envelope shown on the plans. For design purposes, the height of wall H shall be measured from the theoretical top of the leveling pad to the top of the wall. For a level surcharge situation, the top of the wall shall be measured to the top of the coping or to the gutter line of the traffic barrier. The top of the wall shall be the theoretical top of the modular block wall units only when a coping or barrier is not used. For an abutment face, the design height H shall be defined as the height measured from the top of the leveling pad to the top of the roadway surface. For a wall with a sloping surcharge the top of the wall shall be measured at a point 0.3H back from the face where the design height is H’ and the actual wall height is H. Modular block wall units shall be dry stacked in a running bond configuration. Vertically adjacent units shall be connected with an approved shear connections. The ground reinforcement shall be the same length from the bottom to the top of each modular block wall section. Differing ground reinforcement elements shall be clearly marked for ease of construction. The minimum length of the ground reinforcement shall be 8 ft (2.5 m) or 0.7H for a wall without sloping surcharges, 0.7H’ for a wall with sloping surcharges, or in accordance with the AASHTO Standard Specifications for Highway Bridges for an abutment on a spread footing. The ground reinforcement for modular block wall sections shall be sized using the lesser of the allowable forces for each specific connection and each specific reinforcing element. The connection’s allowable force shall be taken as 2/3 of the connection test load at the allowable pullout deformation limit of 1/2 in. (13 mm) or one half of the ultimate load, whichever is less. MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 The ground reinforcement length shall be as required for internal design or as shown on the plans. The length shall exceed the minimum noted as required for design consideration. One hundred percent of the ground reinforcement, which is designed and placed in the reinforced earth volume shall extend to and shall be connected to the modular block wall units. Where the presence of opposing walls limits the length of ground reinforcing, the design shall account for the reduced length and internal and external stability calculations shall be made to check for adequate factor of safety. The actual applied bearing pressures under the stabilized mass for each reinforcement length shall be clearly indicated on the shop drawings and shall be equal to or less than the maximum allowable soil pressure shown on the plans. Passive pressure in front of the wall mass will be assumed to be zero for design purposes. 732.04 Submittals The Contractor shall submit one copy of the design computations for approval. If the computations are computer generated, one sample set of hand calculations, for one wall location, shall also be submitted. The Contractor shall submit eight sets of design drawings for approval after the design computations are approved and before beginning wall construction operations. Design computations and design drawings shall be signed and sealed by a professional engineer. a) The design drawings shall include all details, dimensions, quantities and cross-sections necessary to construct the wall and shall include, but shall not be limited to, the following: 1. A plan and elevation sheet or sheets for each wall 2. An elevation view of the wall which shall include the elevation at the top of the wall at all horizontal and vertical break points at least every 50 ft (15 m) along the face of the wall, all steps in the leveling pads, the designation as to the type of modular block wall unit, the length of ground reinforcement, the distance along the face of the wall to where changes in length of the ground reinforcement occur, and an indication of the original and final ground lines and maximum bearing pressures. 3. A plan view of the wall that indicates the offsets from the construction centerline to the face of the wall at all changes in horizontal alignment. A plan view and elevation view which detail the placing position and connection of all ground reinforcing elements in areas where piling, utility, or other structures are near the wall. 4. A typical cross section or cross sections showing elevation relationship between ground conditions and proposed grades 5. All general notes required for constructing the wall 6. All horizontal and vertical curve data affecting the wall 7. A listing of the summary of quantities on the elevation sheet for each wall MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 b) All modular block wall unit shall show all dimensions necessary to construct the element and the location of soil reinforcing system devices embedded in the units. c) The details for construction of walls around drainage facilities. d) All details of the architectural treatment. e) The details for diverting ground reinforcement around obstructions such as piles, catch basins, landscape plantings where the bottom of the root ball extends below the top level of ground reinforcement, and other utilities shall be submitted for approval. f) The details for mechanical connection between the modular block wall unit and the ground reinforcement. Design calculations and shop drawings shall be submitted to the Engineer for review and approval. MATERIALS 732.05 Materials The Contractor shall make arrangements to supply the materials described herein, including concrete modular block wall units, fasteners, joint materials, ground reinforcement, and all necessary incidentals. Materials shall be in accordance with the following: B Borrow................................................................................211.02 Coarse Aggregate, Class A or Higher, Size No. 8* or 91......904 Concrete Admixtures***........................................................912.03 Concrete.................................................................................702 Fine Aggregate, Size No. 23...................................................904 Fly Ash...................................................................................901.02 Geogrid, Type I......................................................................913.21 Geotextile...............................................................................913.18 Portland Cement....................................................................901.01(b) Structure Backfill **..............................................................904 Water......................................................................................913.01 * Coarse aggregate No. 8 used as drainage fill shall consist of 100% crushed stone. ** No slags other than ACBF will be permitted. ACBF shall be Class A or Higher, Size No. 8 in accordance with 904. *** Admixtures in accordance with ASTM C 1372 may be used for the modular block if approved by the Engineer. Backfill material used in the modular block wall volume shall be structure backfill. The internal friction or φ angle of the structure backfill in the reinforced backfill shall be not less than 34 deg in accordance with AASHTO T 236 or AASHTO T 297 under consolidated drained conditions. Testing for the φ angle and permeability shall be performed on the portion finer than No. 8 (2.36 mm) sieve, using a sample of the material compacted to 95% in accordance with AASHTO T 99, MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 methods C, or D. No testing for the φ angle is required when 80% of the materials are greater than No. 4 (4.75 mm) sieve. An approved geotechnical laboratory shall perform the tests. Structure backfill criteria shall be as follows: Property Criteria Test Method pH 5 < pH < 10 AASHTO T 289 ACBF shall be in accordance with the pH, and Organic Content requirements of structural backfill as noted above and ITM 212. If ACBF or coarse aggregate No. 8’s (2.36 mm) are used, and soil, B borrow, structural backfill, or coarse aggregate No. 53’s are to be placed above the ACBF or No. 8 (2.36 mm) aggregate, a single layer of geotextile shall be placed on top of the ACBF or No. 8 (2.36 mm) aggregate in accordance with 616.10. A type C certification in accordance with 916 for the geotextile materials shall be furnished to the Engineer prior to use. The structure backfill shall be supplied in accordance with 904 and a type A certification in accordance with 916 for the above additional testing of the structure backfill shall be furnished to the Engineer prior to use. One copy of all test results performed by the Contractor, which are necessary to demonstrate compliance with the specifications, shall also be furnished to the Department’s Geotechnical Section. An approved geotechnical laboratory shall perform the tests. (a) Concrete Modular Block Wall Units Concrete modular block retaining wall units shall be in accordance with ASTM C 1372 and shall have a minimum compressive strength of 4000 psi (27.5 MPa) at 28 days. Modular block wall units utilizing type I or II cement will be considered acceptable for placement in the wall when 7-day strengths exceed 3500 psi (24.1 MPa). Retarding agents, accelerating agents, coloring pigments, or additives containing chloride shall not be used without approval. 1. Testing and Inspection a. Material properties shall be in accordance with the requirements of 732.05 in lieu of Section 4. b. Table 1, “Strength and Absorption Requirements”, shall be modified to require that the average compressive strength, when sampled and tested in accordance with ASTM C 140, of a three CMU compressive strength sample shall be 4000 psi (27.5 MPa) with no individual unit less than 3500 psi (24.1 MPa). Maximum absorption shall be 6%. c. The modular block wall unit’s compressive strength shall be considered acceptable regardless of curing age when compressive test results indicate that the compressive strength is in accordance with 732.05(a). MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 d. Freeze-thaw durability testing shall be completed in accordance with Section 8.3 by a laboratory approved by the Department. Test results shall have been completed in accordance with ASTM C 1372 and be within 12 months prior to delivery. A type A certification in accordance with 916 for the freeze-thaw durability testing shall be submitted to the Engineer prior to use of the blocks. e. Sampling and testing of the manufacturer's production lots will be conducted by the Engineer in accordance with ASTM C 140. If the compressive strength test result does not meet the requirements of 732.05(a), the production lot units may not be used. The manufacturer may resample the same production lot in the presence of the Engineer for retesting. The Engineer will test the additional samples in accordance with ASTM C 140. If the retested samples meet the requirements of 732.05(a), the production lot may be used. If the retested samples do not meet the requirements of 732.05(a), all the units from the production lot may not be used. 2. Rejection Units shall be subject to rejection due to failure to be in accordance with the requirements specified above. In addition, the following defects may be sufficient cause for rejection. a. Defects which indicate imperfect molding b. Defects which indicate honeycombed or open texture concrete c. Defects in the physical characteristics of the concrete, such as broken or chipped concrete, or color variations or dunnage marks on the front face due to excessive form oil or other reasons. The Engineer will determine whether spalled, honeycombed, chipped, or otherwise defective concrete shall be repaired or be cause for rejection. Repair of concrete, if permitted, shall be completed in a satisfactory manner. Repair to concrete surfaces, which are to be exposed to view after completion of construction shall be subject to approval. 3. Marking The date of manufacture, the production lot number, and the place mark shall be clearly scribed on the rear face of each unit or on each shipping pallet. 4. Handling, Storage, and Shipping All modular block wall units shall be handled, stored, and shipped so as to eliminate the danger of chipping, cracks, fractures, and excessive bending stresses. (b) Aggregate Leveling Pad Aggregate for the leveling pad shall be compacted aggregate No. 53 and shall be in accordance with the applicable requirements of 303. MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 (c) Ground Reinforcement The ground reinforcement shall be geogrid. The ground reinforcement used shall be consistent with that used in the pullout test and shall be consistent throughout the project. A type A certification in accordance with 916 for geogrids shall be submitted to the Engineer prior to use of the materials. (d) Backfill Material Backfill material used in the modular block wall structure volume shall be structure backfill. B borrow shall be placed behind the reinforcement and the structure backfill. A type A certification in accordance with 916 for the structure backfill shall be furnished prior to use of the materials. One copy of all test results performed by the Contractor, which are necessary to demonstrate compliance with the specifications, shall be furnished to the Engineer. Drainage fill used behind the modular block wall, as shown on the plans shall be coarse aggregate No. 8 (2.36 mm) in accordance with 904.02. CONSTRUCTION REQUIREMENTS 732.06 General Requirements The wall supplier representative shall provide technical instruction, guidance in pre- construction activities including the preconstruction conference, and on-site technical assistance to the Contractor during construction. 732.07 Foundation Preparation The foundation for the structure shall be graded level for the width shown on the plans. Prior to wall construction, the foundation, if not in rock, shall be compacted in accordance with 203. The base of the wall excavation shall be proofrolled with an approved compacting equipment. If unsuitable foundation material is encountered, it shall be removed and replaced with B borrow in accordance with 211.02 and compacted in accordance with 211.04. At each foundation level, an aggregate leveling pad shall be provided as shown on the plans. 732.08 Retaining Wall Excavation This work shall consist of the excavation of material whose removal is necessary for the construction of the modular block wall sections in accordance with the plans and the requirements herein. Excavation shall include the construction and subsequent removal of all necessary bracing, shoring, sheeting, cribbing, all pumping, bailing, and draining. Prior to starting excavation operations at the wall site, clearing and grubbing shall be in accordance with 201.03. The Contractor shall clear and grub the area for the excavation in accordance with the limits shown on the plans. All timber, stumps, and debris shall be disposed of in accordance with 201.03. The Contractor shall notify the Engineer a sufficient time before beginning the excavation so that measurements may be taken of the undisturbed ground. MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 Where necessary for safety, the excavation shall be shored or braced in accordance with State and local safety standards. Excavation and related work shall be performed such that no portion of the wall is endangered by subsequent operations. Where excavation for the wall is adjacent to a traveled way, the method for shoring, sheeting, or bracing the excavation opening shall be approved before beginning the excavation. The Contractor shall submit five copies of drawings in accordance with 206.09 showing details of the proposed method of excavation protection. After the excavation for each wall location has been performed, the Contractor shall notify the Engineer. The aggregate leveling pad shall not be placed until the Engineer has approved the depth of the excavation and the foundation material. All sheeting and bracing shall be removed as the backfilling progresses. All material for backfill shall be subject to approval and shall be free from large or frozen lumps, wood, or other undesirable material. All backfill shall be compacted in accordance with 203. 732.09 Wall Erection Modular block wall units shall be placed in successive horizontal lifts in the sequence shown on the plans as backfill placement proceeds. As backfill material is placed behind the units, the units shall be maintained in vertical position. Modular block wall units placed in contact with the ground or covered by standing water shall have face discoloration removed by means of a chemical wash. Modular block wall units shall be stored to minimize contact with the ground or being covered by standing water. Horizontal alignment tolerances shall not exceed 3/4 in. (19 mm) when measured with a 10 ft (3 m) straightedge. Ground reinforcement shall be placed normal to the face of the wall, unless otherwise shown on the plans and shall be constructed in accordance with 214.04. Backfill shall be compacted in accordance with 732.10. 732.10 Backfill Placement Backfill placement shall closely follow erection of each course of modular block wall units with or without ground reinforcement. Backfill shall be placed so as to avoid damage or disturbance to the wall materials or misalignment of the modular block wall units. Wall materials that become damaged or disturbed during backfill placement shall be removed and replaced or corrected as directed. All misalignment or distortion of the modular block wall units due to placement of backfill outside the limits described herein shall be corrected as directed. The work shall also include backfilling beyond the theoretical length of the ground reinforcement in accordance with the details shown on the plans and the disposal of surplus of unsuitable excavated materials as permitted. Structure backfill shall be compacted to 95% of the maximum dry density in accordance with AASHTO T 99. Compaction equipment shall be in accordance with 409.03(d). Density of the compacted MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 aggregate will be determined in accordance with 203.24(b). If No. 8 backfill materials are used, compaction shall consist of four passes with a vibratory roller, and one pass with the same roller in static mode. A vibratory roller shall be equipped with a variable amplitude system, a speed control device, and have a minimum vibration frequency of 1000 vibrations per min. A roller in accordance with 409.03(d)4 may be used. All displacement or rutting of the aggregate shall be repaired prior to placing subsequent material. The maximum loose lift thickness shall not exceed 8 in. (200 mm) except that lifts 3 ft (1 m) from the wall or closer shall not exceed 5 in. (125 mm) in loose thickness. This lift thickness shall be decreased if necessary, to obtain the specified density. Compaction within 3 ft (1 m) of the back face of the modular block wall units shall be achieved by means of a minimum of five passes with a lightweight mechanical tamper, roller, or vibratory system. At the end of each day’s operation, the last level of backfill shall be sloped away from the modular block wall units. In addition surface runoff from adjacent areas shall not be permitted to enter the wall construction site. Cutting or altering of the basic structural section of the ground reinforcing at the site will be prohibited, unless the cutting is preplanned and detailed on the approved design drawings. Cutting shall only be considered if adequate additional ground reinforcement is provided to produce the required ground reinforcement strength shown in the approved calculations. 732.11 Method of Measurement Modular block wall units with or without ground reinforcement will be measured by the square yard (square meter) of wall surface area. Erection of Modular block wall units will be measured by the square yard (square meter) of wall surface area. Common excavation will be measured by the cubic yard (cubic meter) in accordance with 203.27 to the neat lines shown on the plans. Structure backfill and B borrow will be measured in accordance with 211.09. Unsuitable foundation materials, if found, will be measured in accordance with 211.09. The measurement for concrete modular block wall units and wall erection will be based on the neat line limits of the wall envelope shown on the plans and not that of the wall system supplier. The wall envelope limits will be considered to be the vertical distance from the top of the leveling pad to the top of the wall, and the horizontal distance from the beginning to the end of the leveling pad. Clearing and grubbing, excavation, compacted aggregate No. 53, and compacted aggregate No. 8 will not be measured. Geotextile materials if used in accordance with 732.05 will not be measured. 732.12 Stockpiled Modular Block Units Partial payment may be made for block wall units stockpiled on the project site or at the Contractor’s approved storage location. Partial payment will include the delivered cost of the units, as verified by invoices that include freight charges. The Contractor shall furnish the invoices. The partial payment will not exceed 75% of the contract unit price for modular block wall with or without ground reinforcement. Prior to authorizing partial payment, the Engineer will verify that the units are in accordance with 732.05(a). MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 732.13 Basis of Payment Modular block wall units with or without ground reinforcement will be paid for at the contract unit price per square yard (square meter) of wall surface area. Erection of Modular block wall units will be paid for by the square yard (square meter) of wall surface area. Common excavation will be paid for at the contract unit price per cubic yard (cubic meter) in accordance with 203.28 to the neat lines shown on the plans. Structure backfill and B borrow will be paid for in accordance with 211.10. Unsuitable foundation materials will be paid for in accordance with 211.10. Payment will be made under: Pay Item Pay Unit Symbol Modular Block Wall..............................................................................SYS (m2) Modular Block Wall with Ground Reinforcement................................SYS (m2) Modular Block Wall Erection...............................................................SYS (m2) The cost of aggregate and geotechnical testing shall be included in the cost of wall. The cost of modular blocks including ground reinforcing, fasteners, repair or replacement of units damaged or removed due to backfill placement, and incidentals shall be included in the cost of modular block wall with ground reinforcement. 09-01-07 732-R-310 11 of 11 The cost of all labor and materials required to prepare the wall foundation, place the ground reinforcing, and erect the modular block units shall be included in the cost of wall erection. The cost of performing the laboratory tests by an approved geotechnical laboratory for structural backfill or ACBF slag shall be included in the cost of modular block wall with or without ground reinforcement. The cost of all labor and materials for geotextile materials shall be included in the cost of other structural backfill. The cost of cutting or altering the ground reinforcing at the site shall be included in the cost of modular block wall with ground reinforcement. The cost of all modular block wall materials including modular block wall units, compressive strength retesting if required, and incidentals shall be included in the cost of the concrete modular block wall with or without ground reinforcement. The cost of clearing and grubbing, compacted aggregate No. 53, compacted aggregate No. 8, ground reinforcement, or replacement materials damaged during backfill placement if required, shall be included in the cost of wall erection. The cost of retesting or replacing failed modular block wall units will be included in the cost of the concrete modular block wall with or without ground reinforcement. MODULAR BLOCK CONCRETE RETAINING WALL TS-61 IN20030661 SP-62 – TEMPORARY RETAINING WALL Description This work shall consist of the construction, maintenance, and removal of a temporary retaining wall as shown on the plans for maintaining traffic. Materials Materials shall be in accordance with applicable provisions of section 700 of the Indiana Department of Transportation specifications manual and as a minimum shall adhere to the following provisions: Structural steel shall be in accordance with ASTM A 709. Steel sheet piles and wales shall be in accordance with AASHTO M 270 and ASTM A709. Tie-Back rods shall be in accordance with AASHTO M 275 and ASTM A-722 with an Ultimate Tensile Strength Fpu=150 ksi. All bolts shall be in accordance with AASHTO M 164 (ASTM A325), and nuts shall conform to AASHTO M 291 (ASTM A563). Washers shall conform to AASHTO M 293 and ASTM 436. Welding Electrodes shall be EX70XX. Welding shall be in accordance with AWD D1.1 CONSTRUCTION The plans show the location of the temporary retaining wall. Wall systems shall be submitted for approval prior to construction. Design The design of the temporary retaining wall shall be the responsibility of the contractor. Details and drawings of the temporary retaining walls shown on the plans shall be used for location determination and clearance purposes only. The Contractor shall submit three copies of the design computations for approval. If the computations are computer generated, one sample set of hand calculations, for one wall location, shall also be submitted. Design computations shall be signed and sealed by a professional engineer licensed in the state of Indiana. Sufficient sketches and construction procedures shall be included to clearly show the Contractor’s intent. The size of all structural elements shall be determined such that the design load stresses do not exceed the allowable stresses found in the current version of the AASHTO Bridge Design Specifications for the construction of temporary retaining walls. The wall shall be defined by the wall envelope shown on the plans. TEMPORARY RETAINING WALL TS-62 IN20030661 Shop Drawings The Contractor shall submit three sets of design drawings for approval after the design computations are approved and before beginning wall construction operations. The design drawings shall be signed and sealed by a professional engineer licensed in the State of Indiana. (a) The shop drawings shall include all details, dimensions, quantities and cross-sections necessary to construct the wall and shall include, but shall not be limited to, the following: 1. A plan and elevation sheet or sheets for each wall 2. An elevation view of the wall which shall include the elevation at the top of the wall at all horizontal and vertical break points at least every 50 ft (15 m) along the face of the wall. 3. A plan view of the wall that indicates the offsets from the construction centerline to the face of the wall at all changes in horizontal alignment. A plan view and elevation view which detail the placing position and connection of all ground reinforcing elements in areas where piling, utility, or other structures are near the wall. 4. A typical cross section or cross-sections showing elevation relationship between ground conditions and proposed grades 5. All general notes required for constructing the wall 6. All horizontal and vertical curve data affecting the wall 7. A listing of the summary of quantities on the elevation sheet for each wall The contractor shall prepare and submit Shop drawings, design calculations, and design drawings for approval by the Engineer four (4) weeks prior to commencing with the installation of the temporary retaining wall. Shop drawings shall be furnished in accordance with 105.2. Design calculations shall be included and shall be signed by a Professional Engineer licensed in the State of Indiana. Construction Requirements The contractor shall be responsible for implementing procedures for the proper erection and installation of the temporary retaining wall. Structural members for the bracing system shall be of adequate size and cross-section with physical properties for proper functioning and shall be designed to protect workers, adjoining properties, and the public. Design calculations shall be submitted in accordance with the requirements stated above. The sheeting shall be tight and continuous for its entire length. COMPENSATION Method of Measurement The temporary retaining wall will not be measured for payment. TEMPORARY RETAINING WALL TS-62 IN20030661 Basis of Payment Payment will be made under: Pay Item Pay Unit TEMPORARY RETAINING WALL LUMP SUM The cost of any design for the temporary retaining walls shall be included in the cost of the temporary retaining wall. The Lump sum unit price for temporary retaining walls includes furnishing all labor and materials required for installing, maintaining and removing the temporary retaining wall. The cost for furnishing and installing temporary fencing and all incidental work will be included in the cost of this item. TEMPORARY RETAINING WALL TS-62 IN20030661 SP-63 – PERMANENT EARTH RETENTION SYSTEMS FOR CUT WALL APPLICATIONS The Standard Specifications are revised as follows: SECTION 734, BEGIN LINE 1, INSERT AS FOLLOWS: SECTION 734 - PERMANENT EARTH RETENTION SYSTEM FOR CUT-WALL APPLICATION 734.01 DESCRIPTION. This work shall consist of designing and constructing a permanent earth retention system utilizing a cut-wall application in accordance with 105.03. Cut-wall applications refer to a class of earth retention systems in which construction of the system is performed from the top of the wall down to the base of the wall utilizing externally and/or internally stabilized elements. (See Geotechnical Engineering Circular No. 2 – Earth Retaining Systems, Report No. FHWA-SA-96-038 for additional discussion of cut-wall types and applications.) 734.02 SUBMITTALS. (a) DESIGN CALCULATIONS AND WORKING DRAWINGS. The Contractor shall submit design calculations and working drawings to the Engineer for review and approval in accordance with 105.02. The contractor shall not begin construction of the walls until the design calculations, working drawings, testing program, monitoring program and quality control plan have been approved by the engineer. All details, dimensions, quantities, ground profiles, and cross-sections necessary to construct the wall shall be included. The limits of the wall and ground survey data shall be verified before preparing the drawings. The calculations and drawings shall be signed and sealed by a professional engineer in the State of Indiana. Such professional engineer shall have overall responsibility for both the design and construction. Within 30 days after completion of the work, as-built drawings shall be submitted to the Engineer. Revised design calculations signed by the professional engineer shall be provided for all design changes made during the construction of the retention system. (b) QUALITY CONTROL/QUALITY ASSURANCE PLAN. At least 30 calendar days before the planned start of the wall construction, the Contractor shall submit a quality control plan. The plan shall include, but not be limited to, wall construction procedures and sequencing, a verification testing program, and a performance monitoring program. (1) VERIFICATION TESTING PROGRAM. The program shall include a verification testing program of all production and test ground anchors/soil nails. The program shall identify the test locations, the type of test (i.e., proof, performance, creep and/or pullout), testing procedures, acceptance criteria, and load and measuring devices to be used. PERMANENT EARTH RETENTION SYSTEM TS-63 FOR CUT WALL APPLICATIONS IN20030661 (2) PERFORMANCE MONITORING PROGRAM. The program shall identify points of monitoring interest, in accordance with 734.01, and the frequency of monitoring during and following construction of the wall. The program shall also include a baseline survey for points of monitoring interest. During construction, the Contractor shall immediately notify the Engineer if signs of ground movement in the vicinity of the wall, increased size of old cracks or separation of joints in structures, foundations, streets or paved and unpaved surfaces are observed. If the Engineer determines that the movements exceed those anticipated for construction and require corrective action, the Contractor shall take corrective actions necessary to arrest the movement or perform repairs. The costs of providing corrective actions will be borne by the Contractor. 734.03 DESIGN REQUIREMENTS. The walls shall be designed using the procedure described in the AASHTO LRFD Bridge Design Specifications, or in the FHWA report SA-96-069, Manual for Design and Construction Monitoring of Soil Nail Walls (if soil nails are used). The required safety factors or allowable strength factors for Service Load Design, SLD, and load and resistance factors for Load and Resistance Factor Design, LRFD, shall be in accordance with the above-referenced publications. The minimum factor of safety for SLD global stability or minimum required LRFD global stability shall be in accordance with the above- referenced publications, unless specified otherwise. Structural design of an individual wall element not addressed in the FHWA report shall be designed in accordance with the AASHTO specifications. Geometric data and design criteria including shear strength parameters and unit weights for soil and rock, corrosion protection, internal and external drainage requirements, horizontal and vertical alignment of the wall, and all known site and construction constraints, wall facing and facing architectural requirements shall be as shown on the plans. The size, spacing, tolerances, plumbness and other factors of the facing panels shall meet the requirements of 731. (a) DESIGN CALCULATIONS. Design calculations shall include, but not be limited to, the following items: 1. A written summary report which describes the overall design that includes a narrative regarding cut-wall system selection and design criteria. 2. Applicable code requirements and design references. 3. Design cross-section(s) geometry including soil/rock strata and location, magnitude and direction of design slope and external surcharge loads, and piezometric levels. 4. Design criteria including undrained and drained shear strength parameters for soil and rock (i.e., angle of internal friction and cohesion), and dry and moist/saturated unit weights. 5. Unit bond resistances for externally and internally stabilized elements and minimum unbonded lengths and minimum bonded lengths for externally stabilized elements. PERMANENT EARTH RETENTION SYSTEM TS-63 FOR CUT WALL APPLICATIONS IN20030661 6. Safety factors/strength factors for SLD or load and resistance factors for LRFD used in the design on the pullout resistance, surcharges, dry and moist/saturated unit weights of soil and rock, and all materials (e.g., shotcrete, steel and concrete). Minimum required SLD factor of safety for global stability or minimum required LRFD global stability soil resistance/load ratio. 7. Seismic design acceleration coefficient. 8. Design calculation sheets with the contract number, project number, designation number, wall location and designation, date of preparation, initials of designer and checker, and page number shown on each page. Provide an index page with the design calculations. 9. Design notes including an explanation of any symbols and computer programs used in the design. 10. Design cross-section(s) geometry including soil/rock strata and location, magnitude and direction of design slope, external surcharge loads, and piezometric levels with the most- critical slip surface shown along with the minimum calculated SLD factor of safety for global stability or minimum required LRFD global stability soil resistance/load ratio. 11. Structural design calculations for any temporary and permanent facing(s) and facing connections including consideration of flexural and shear strength of the facing and any externally stabilized elements, tensile strength of any headed studs, upper cantilever, minimum reinforcement ratio, mechanical splices, welds, built-up sections, and cover and splice requirements. (b) WORKING DRAWINGS. Working drawings shall include, but not be limited to, the following items: 1. A plan view of the wall(s) identifying the following: (i.) A reference centerline and elevation datum. (ii.) The offset from the construction centerline to the finished face of the wall at its base and at all changes in horizontal alignment. (iii.) Beginning and ending stations of the wall. (iv.) Right-of-way and permanent or temporary construction easement limits, location of all known active and abandoned existing utilities, adjacent structures or other potential interferences. The centerline of any drainage structure or drainage pipe behind, passing through, or passing under the wall shall be identified. (v.) Limit of externally and internally stabilized elements. PERMANENT EARTH RETENTION SYSTEM TS-63 FOR CUT WALL APPLICATIONS IN20030661 (vi.) Subsurface exploratory locations shown on a plan view of the proposed wall alignment with appropriate reference base lines to fix the locations of the explorations relative to the wall. 2. An elevation view of the wall(s) identifying: (i.) The elevation at the top of the wall, at all horizontal and vertical break points, and at least every 50 ft (15 m) along the wall. (ii.) Elevations at the base and top of the wall for casting the facing. (iii.) Beginning and ending stations of the wall. (iv.) The distance along the face of the wall to all steps in the base of the wall. (v.) Elevation views of the wall showing all externally and internally stabilized elements as well as vertical and horizontal spacing; and the location of drainage elements and permanent facing expansion/contraction joints along the wall length. (vi.) Existing and finished grade profiles both behind and in front of the wall. 3. Design parameters and applicable codes. 4. General notes for constructing the wall including sequencing or other special construction requirements including dewatering, if required. 5. Horizontal and vertical curve data affecting the wall and control points. Match lines or other details to relate the wall stationing to centerline stationing. 6. A listing of the summary of quantities on the elevation drawing of each wall showing estimated square yards of exposed wall face areas and other pay items. 7. Typical sections including staged excavation elevations, wall elements, and corrosion protection details. 8. Typical details of production and test anchors or nails defining the orientation and dimensional relationships of the unbonded and bonded lengths. 9. Details, dimensions, and schedules for all externally and internally stabilized elements, reinforcing steel, wire mesh, bearing plates, headed studs, etc. and/or attachment devices for shotcrete, cast-in-place or prefabricated facings. 10. Details and dimensions for appurtenances such as barriers, coping, drainage gutters, fences, etc. PERMANENT EARTH RETENTION SYSTEM TS-63 FOR CUT WALL APPLICATIONS IN20030661 11. Details for constructing the wall around drainage facilities. 12. Details for terminating the wall and adjacent slope construction. 13. Facing finishes, color and architectural treatment requirements for permanent facing elements. 734.04 MATERIAL REQUIREMENTS. The material requirements shall be in accordance with the Standard Specifications unless noted herein. 734.05 PERFORMANCE REQUIREMENTS. The Contractor shall monitor the performance of the wall and movements of buildings, roads, or other facilities within a distance of at least three times the excavation depth for the wall. Performance monitoring by the Contractor shall be made during construction and for a period of not less than one year following the completion of the wall or as directed. The Contractor shall post a warranty bond for the performance monitoring that takes place after the contract is completed. The Contractor shall make prompt and continuous evaluations of the test and monitoring data and performance of the wall. The Contractor, if necessary during the monitoring period, shall take immediate steps to correct deficiencies in the capacities of individual elements or other corrective measures which may be required to prevent damage or excessive movement of the wall and adjacent facilities. The Contractor shall submit all test and monitoring data to the Engineer on a weekly basis or as otherwise directed. The Contractor shall limit maximum lateral wall movements during and following construction of the wall to a value of 0.3 percent of the excavation depth. The Contractor shall limit maximum settlement of the ground behind the wall during and following construction of the wall to a value of 0.3 percent of the excavation depth. If these values are exceeded, the Contractor shall submit in writing to the Engineer a course of action which identifies appropriate measures to arrest and/or limit any additional movement/settlement. 734.06 METHOD OF MEASUREMENT. This work will be measured by the square yard (square meter) of exposed face area above finished grade. 734.07 BASIS OF PAYMENT. The accepted quantities of this work will be paid for at the contract unit price per square yard (square meter) for cut wall. Payment will be made under. Cut Wall __ Square Yard The costs of all labor, equipment, materials, tests, and incidentals necessary to acceptably design, construct and monitor the wall including the internal drainage and any temporary construction facing or permanent facing, if applicable, and correction of deficiencies which may be required to prevent damage or excessive movement of the wall shall be included in the cost of this work. PERMANENT EARTH RETENTION SYSTEM TS-63 FOR CUT WALL APPLICATIONS IN20030661 SP-64 – ORNAMENTAL RAILING DESCRIPTION: Work includes fabrication and installation of ornamental railing. SUBMITTALS: The contractor shall submit product data for each type of product indicated, as well as shop drawings. Shop drawings shall include plans, elevations, sections, details, and attachment methods to other work. Contractor shall submit a 12-inch by 24-inch sized sample section, representative of each ornamental railing material type and for each color specified, to verify quality of construction. Contractor shall submit Product Test Reports, based on evaluation of comprehensive tests performed by a qualified testing agency for decorative metallic-coated steel tubular picket railings, including finish, indicating compliance with referenced standard. CONSTRUCTION REQUIREMENTS: Railing materials shall be manufactured from hot-dip galvanized steel tubing bars and shapes to comply with ASTM A 36/A 36M. Pickets and rails shall be formed from steel bars using hot-rolled, carbon steel to comply with ASTM A 29/A 29M, Grade 1010. Posts shall be formed from cold formed steel tubing to comply with ASTM A 500. Hot-dip galvanize to comply with ASTM A 123/A 123M. Hot-dip galvanize posts and rail/picket assemblies after fabrication. Posts: Galvanized square steel tubing, two inches by three inches (50 mm by 75 mm) with 3/16- inch (4.76-mm) wall thickness with mounting base plate/flange welded to bottom (see details in drawings). Steel channel rails: Galvanized steel channels, two inches by one inch (50 mm by 25 mm). Pickets: 1-inch (25 mm) square by 0.065-inch (1.65-mm) galvanized steel, terminated as indicated. Picket spacing to be four inches (101.6 mm) clear, maximum; see drawing details for specific spacing. Fabrication: Assemble fences into sections by welding pickets to rails. Posts shall be bolted to concrete rails. Fence sections (rails with pickets) shall be bolted to posts. Fasteners: Chemical anchor bolts with a minimum embedment depth of 5.5 inches and a minimum pull-out strength of ten kips shall be used to anchor the railing posts to the concrete. Anchor bolts shall comply with ISO 898 5.8, ASTM A193 Grade B7. Nuts and washers shall be supplied by the same manufacturer as the anchor bolts. Stainless-steel ¾-inch carriage bolts and tamper-proof nuts shall be used to anchor rails to posts. Finish for metallic-coated steel items: High-performance coating MANUFACTURERS: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the work include, but are not limited to, the following. A & T Iron Works, Inc. ORNAMENTAL RAILING TS-64 IN20030661 ATC Iron Works Ametco Manufacturing Corporation BarnettBates Corporation Breuer Metal Craftsmen Offenhauser Company Standard Iron and Wire Works, Inc. METALLIC-COATED STEEL FINISHES: Use epoxy primer for galvanized steel: Complying with MPI #101 and compatible with coating specified to be applied over it. Epoxy intermediate coat(s) complying with MPI #77 and compatible with primer. Topcoat to be polyurethane, two-component, pigmented, gloss, MPI #72 and compatible with intermediate coat. Surface Preparation: Clean surfaces with non-petroleum solvent so surfaces are free of oil and other contaminants. After cleaning, apply a zinc-phosphate conversion coating suited to the organic coating to be applied over it. Clean welds, mechanical connections, and abraded areas and repair galvanizing to comply with ASTM A 780. High-Performance Coating: Apply epoxy primer, epoxy intermediate coat, and polyurethane topcoat to prepared surfaces. Apply at spreading rates recommended by coating manufacturer. Match approved Samples for color, texture, and coverage. Remove and refinish, or recoat work that does not comply with specified requirements. Color and Gloss shall match ICI #30BB 05/022 “Black Mica”. RAIL INSTALLATION: Install railing by bolting base flanges of posts to concrete rail/wall top using epoxy-set anchors (number and pattern as indicated in drawings) and fastening rails and infill panels to posts using bolts, lock-washers, and nuts. The contractor shall use an installation pattern when drilling the field-drilled holes on the top of the concrete barrier for the chemical anchor bolts, per the manufacturer’s requirements, to ensure proper horizontal and longitudinal alignment. The equipment used to drill the holes shall be per manufacturer’s requirements. The drilled hole diameter and depth shall be per the manufacturer’s requirements. Field-drilled holes shall be in accordance with 702.25. Prior to the installation of the chemical anchors, the field-drilled holes shall be cleaned out in accordance with the manufacturer’s recommendations. Chemical anchor systems meeting the requirements of Section 901.05 shall be used to bond the anchor bolts to the concrete barrier. Steel railings shall not be installed until after the chemical anchor bolts have cured and attained required strength, per the manufacturer’s specifications. After the chemical anchor bolts are fully bonded to the concrete barrier, the contractor shall prepare the concrete surfaces of the barrier, which will receive architectural finish coating(s). The contractor shall protect the anchor bolts during the surface preparation and application of the architectural finish coating(s). After the architectural finish coating(s) have been applied, the steel railing may be installed per the manufacturer’s specifications. Peen threads of bolts after assembly to prevent removal. METHOD OF MEASUREMENT: Rail installation will be measured by each linear foot of railing installed. ORNAMENTAL RAILING TS-64 IN20030661 BASIS OF PAYMENT: The accepted quantities of railing will be paid for at the contract unit price per linear foot for Ornamental Railing in place. Payment will be made under: Pay Item Pay Unit Symbol Ornamental Railing……………………………………………………..LFT The cost of all material and labor required for fabrication, field drilled holes, high performance coating and installation will be included in the cost of Ornamental railing. The cost of rail fabrication, materials, labor and installation of specialty rail mounted traffic signs will not be paid for directly but included in the cost of Ornamental railing. ORNAMENTAL RAILING TS-64 IN20030661 SP-65 – IMPRINTED CONCRETE DESCRIPTION: Work includes imprinted concrete and associated finishes for stained decorative concrete pavement. Concrete intended to receive imprinted patterns and chemical finishes and stains should be in accordance with sections 502, 604, and 705. SUBMITTALS: Contractor shall submit product data for each product indicated as well as samples for initial selection from manufacturer's full range of color charts. Sample Panels of 2 by 2 feet (610 by 610 mm), shall be provided to demonstrate finish, color, and texture of imprinted concrete and associated finishes. Qualification Data must be provided for Installer and Manufacturer as specified in Quality Assurance Article, including names and addresses of past completed projects, with the associated architects, and owners listed. QUALITY ASSURANCE: Installer must have a minimum of three year's experience with projects of similar scope and quality. The contractor for this work shall be a licensed contractor who has been trained and equipped by imprinted concrete supplier/manufacturer. Products used must be obtained from same source throughout Project. A Preinstallation Conference shall be conducted at project site. Mock-ups: Locate at site and obtain approval before start of final work. See Mock-up section in these specifications. Mock-ups shall be minimum 10’ by 10’ (feet) showing representation of each surface type and color in arrangement similar to design intended in the work. Mock-ups must demonstrate range of finishes and workmanship, including joints and sealing procedures. Approved mock-ups will set quality standards for comparison with remaining work. Contractor must remove mock-ups when work is completed. Approved field samples may become part of the completed work if undisturbed at completion of project. CONSTRUCTION REQUIREMENTS: Deliver materials in original packaging with labels intact and store in clean, dry and protected location, according to manufacturer's requirements. Comply with imprinted concrete and associated finishes’ manufacturer's instructions. Do not install work if air temperature and concrete substrate temperature are not between 45 to 85 deg F before and during installation. In hot weather, install work in early morning or when surfaces are shaded. Keep bagged products out of sunlight. Use cool water; do not use water from hot watering hoses. Protect imprinted concrete and associated finishes from rain for 24 hours. In windy weather, protect adjacent construction from over-spray during application of sealers. PRODUCTS: Color hardener shall be heavy-duty grade, dry-shake type. Water used in concrete must be potable. Stamp Mats shall be semi-rigid polyurethane mats with projected texture and ridged underside capable of imprinting texture and joint patterns to plastic concrete. Stamp mat supplier shall also supply necessary texture skins matching stamp mat textures for texturing areas that cannot be reached with stamping mats. Pigmented-powder antiquing Release Agent (factory-packaged) shall be used. Agent shall be non-fading, (finely-ground, streak free, colored powder - or- liquid) that facilitates release of IMPRINTED CONCRETE TS-65 IN20030661 stamps and texture skins from concrete surface and imparts a secondary accent color. Manufacturer’s standard accessory stamp detailing tools shall be used capable of imprinting joints and dressing stamped joints of stamping pattern. See Architectural Finishes Schedule for approved manufacturer and pattern. Provide and apply manufacturer’s recommended sealer (such as Bomanite Con-Shield or equal) per manufacturer’s recommendations. Sealer will prevent deterioration and spalling from deicing salts used in freeze/thaw conditions as well as increase the abrasion resistance of the work. EXECUTION: The area to receive imprinted concrete shall have the sub-grade prepared and compacted as required in concrete specifications. The formwork shall be installed in accordance with concrete specifications and the drawings. The slab reinforcement and thickness shall be as required in concrete specifications. Control joints and/or expansion joints shall be provided in accordance with the drawings and the guidelines established by the American Concrete Institute (ACI). As with any concrete slab, imprinted concrete usually contains construction joints, control joints and expansion joints; the contractor shall advise and work with the Engineer to determine the best location for these joints to minimize the visibility of the joints and to minimize unsightly cracking. The concrete shall be placed and screeded to the finished grade, and floated to uniform surface using standard finishing techniques. Color Hardener shall be applied evenly to the surface of the fresh concrete by the dry-shake method using a minimum of 60 pounds per 100 square feet. It shall be applied in two or more shakes, floated after each shake and troweled only after the final floating. Dry release agent shall be applied evenly to the troweled surface prior to imprinting. If liquid release agent is used, apply a liberal coat of liquid release agent to cementitious stampable overlay when set sufficiently to achieve a clean impression. While the concrete is still in its plastic stage of set, the imprinting tools shall be applied to the surface. Accurately align stamp mats in sequence and tamp into cementitious stampable overlay to produce imprint pattern, texture, and depth of imprint, according to manufacturer's instructions. Remove stamps from cementitious stampable overlay immediately. Stamp edges, perimeter of pour and surfaces unable to be imprinted with stamp mat with texture skins. Use stamp tools to imprint grout lines at edges and surfaces unable to be imprinted with stamp mats. Re-cut existing control joints before cracking occurs, generally within 12 to 24 hours after placement at 70 deg F. Approved curing method shall be applied in accordance with the manufacturer's recommendations immediately after completing the imprinting process. After the initial curing period, the surface of the slab shall be sealed. Apply final coat of sealer uniformly in continuous operation by sprayer according to manufacturer's instructions. Repair damaged cementitious stampable overlay according to manufacturer's instructions. Clean spillage and soiling from adjacent construction according to manufacturer's instructions. Protect cementitious stampable overlay from damage or deterioration until date of Substantial Completion. METHOD OF MEASUREMENT Imprinted Concrete will be measured by the square foot of concrete imprinted. The area of imprinted concrete will be the width of the imprinting multiplied by the length of the concrete imprinting. The areas of imprinted concrete are to be as shown in the project plans and within the Special Provision “ARCHITECTURAL FINISHES”. IMPRINTED CONCRETE TS-65 IN20030661 Concrete Pavement will be measured in accordance with section 502. Concrete Sidewalk will be measured in accordance with section 604. Concrete in Superstructure will be measured in accordance with section 705. BASIS OF PAYMENT The accepted quantities of concrete imprinting will be paid for at the contract unit price per square foot for imprinted concrete complete in place. Concrete Pavement will be paid for in accordance with section 502. Concrete Sidewalk will be paid for in accordance with section 604. Concrete in Superstructure will be paid for in accordance with section 705. Payment will be made under: Pay Item Pay Unit Symbol Concrete Imprinting......................................................................................SFT PCCP, ____ ...............................................................................................SYS Sidewalk, Concrete ......................................................................................SYS Concrete, C, Superstructure .........................................................................CYS The cost of concrete imprinting shall include all labor, materials, and surface preparation required to finish, texture, color, and seal the concrete. The cost of mock-ups as detailed in this specification will not be paid for directly but included in the cost of concrete imprinting. IMPRINTED CONCRETE TS-65 IN20030661 SP-66 – FORMLINER DESCRIPTION Standard patterned formliners and custom formliners (created to produce certain areas of work) shall be used on this project. Manufacturer’s standard formliners shall be used for Ashlar Stone pattern (Fitzgerald #16999 Georgia Ashlar) and for Bush-hammered surface texture (where identified in drawings). Custom Formliners shall be used for custom architectural elements such as inset/outset circles (see drawings) and the City of Carmel’s seal. The custom formliners shall be made from a two- component urethane formulation and factory bonded to 0.75” plywood. Liners shall be available in widths and heights necessary to depict the desired pattern. Formliners shall be for cast-in-place or precast applications. Formliners shall provide design latitude for precast or cast-in-place application. They shall be re-usable a minimum of 100 times, and turned-over to Engineer upon project completion. SUBMITTALS: Contractor shall submit Qualification data demonstrating capabilities and experience; include list of past projects with names and addresses and other contact information for owner and architect/engineer for the project. Formliner manufacturer must submit product information for standard formliner, texture(s) and pattern(s). Shop drawings shall be submitted depicting the custom formliner layouts, coordinated with retaining wall panel supplier and contractor. A full-scale mock-up is specified in another section; formliners to be used in this project’s work shall be included and used in the construction of that mock-up. QUALITY ASSURANCE: Formliner manufacturer must have 5 years minimum experience making custom liners and with liners formed to mimic stone surfaces. Formliner installer shall have 5 consecutive years minimum experience in textured concrete construction. Manufacturing tolerances: Elastomeric formliners shall be manufactured from 100% polyurethane and mold bonded to 0.75” plywood: +/- 1/8 inch (length and width) (Un-bonded: as determined by pattern.) Once attached to the formwork, formliners should be stored on edge to prevent liner damage. They shall be easily attached to most concrete forming systems, including wood, steel, aluminum and fiberglass. TECHNICAL DATA: ASTM Shore A Hardness 60-70 D2240 Cast Density, PCF 62-67 Tear Strength, PLI 140-160 D624 Tensile Strength, psi 1300-1600 D638 (D412) Ultimate Elongation 280-330% D638 (D412) FORMLINER TS-66 IN20030661 When not in use, formliners should be protected from moisture and sunlight by being elevated off the ground and covered with a tarpaulin. Degradation will affect the life of the liner, and in some cases, cause discoloration of the concrete surface. Avoid surface temperature in excess of 140° F as it may cause permanent thermal distortion and diminish by 70-80% all physical properties of the formliner. CONSTRUCTION REQUIREMENTS: Trimming: Should trimming of an elastomeric liner be required, the slower the cutting tool used, the easier the liner will be to trim. A crosscut handsaw shall be used; a circular handsaw may not be used. Extreme care should be taken to keep the saw blade from binding or from melting the material. Lubricating the blade with WD-40 during the trim may assist the cut. If the liner is to be butted against a rustication strip or reveal, the blade angle should be set so that the liner is cut at the same angle as the reveal. These operations should be performed with the liner securely clamped to a steady workbench to prevent any “chatter”. Positioning the line of the cut with approximately a 3-degree bow in the liner will also assist the trim. (Proper ventilation practices must be followed when cutting formliner material.) Attachment to Formwork: Formliners shall be bonded to 0.75" plywood. Mold-bonding may be used; however, the plywood does not eliminate the need for form system facing. The use of a ganged-forming system is recommended. Formliners can be attached directly to the forming system by screwing or bolting to the face of the liner or through the back of the form using 1/4” diameter fasteners. Fasteners should be placed at 12" centers on all perimeter edges of the formliners and 18”-24” on center throughout the field. When the liners are expected to be removed and reattached to the forming system several times over the life of the liner, attachment from the back of the form should be used to avoid repeated marring of the surface of the liner. Recommended method: 1. Level and square the formwork so that proper alignment of the liner can be made. Dimensions should be marked so that edges, patterns and joints are square. 2. Working with one sheet at a time, position the form liner against the formwork so that edges, patterns and joints are square. 3. Screw the liner to the formwork with screws spaced approximately 12” on center around the perimeter and 18” to 24” on center throughout the field. Tek drywall screws work well because they are self-drilling and easy to install. Form Release Agent: The application of a good quality, reactive-type form release agent prior to the first use and after each subsequent re-use is critical to the performance of the formliner. Clean the formliner after each pour to remove any loose debris. The form release agent must be worked into the surface of the liner to ensure adequate coverage. Release agents should be sprayed on the liner as close to the time of concrete placement as possible. Minimize exposure to contaminants, dust, etc. A water-based release agent works well for either single-use or multi-use plastic or extended-use elastomeric urethane formliners. (Do not use solvents or petroleum-based form release agents as such FORMLINER TS-66 IN20030661 types attack both plastic and elastomeric urethane liners.) It is recommended that the form release agent be tested against a small area on the form side of the liner for compatibility. Should the test area become tacky, the release agent is not compatible with the liner material and cannot be used. Consult with form release manufacturer for specific information, such as coverage rates, drying time and compatibility. Formliners Used in Cast-In-Place Concrete: Most urethane formliners cannot withstand a rate of pour in excess of 600-750 psf. Generally, the more texture or relief on the formliner, the slower the concrete must be placed. If a plasticizer is used, the rate of pour may have to be reduced to limit form pressure. Placement should be in two-foot lifts with no horizontal movement to avoid flow lines in the finished surface. To avoid cold joints, architectural concrete placement should never be stopped part way up the pattern. Formliners Used in Pre-Cast Concrete: A test pane using the selected material should be poured simulating actual conditions and procedures, including: pour rate, size of panel, tie holes, reveals, joints in formliner panels, etc. Actual construction should proceed using the same method and materials throughout the project. Stripping Procedures: If possible, forms should be stripped within twenty-four hours of concrete placement. This is important because: 1. The heat of concrete hydration can degrade formliner material over an extended period of time and can cause sticking. 2. Concrete may darken the longer the liner is in contact with the formliner surface. 3. Formliner life can be lengthened. Formliners should always be stripped with an equal time interval between lifts in order to have consistent concrete finish between multiple pours. Formwork should always be stripped at 90-degree angles to the form if possible. Fractured textures will require special care to avoid breaking off fins from the concrete or the liner. A low profile pattern will be easier to strip than a high profile pattern. Allow extra time for stripping formwork as formliners are part of the job requirement. Avoid rotating the forms away from the wall or panel when stripping begins. Rotation could allow the formliner to become wedged into the concrete damaging the joints or raised portions on the formliner. Strip forms evenly with equal force applied at the midpoints and bottom sections of the forms. Pull forms directly away from the wall and/or panel. This procedure may take additional time to accomplish, but results in less liner damage. Clean and apply form release agent on all liners prior to the first pour and after each subsequent pour. The form release agent must be mopped on so all surfaces are thoroughly coated. Clean formliners with a stiff brush after each pour to remove any concrete laitance and re-apply the form release agent. Architectural concrete jobs are critical. As such, attention to detail becomes critical for satisfactory results. It is recommended that proper planning and execution be followed. Replacing Formliner: FORMLINER TS-66 IN20030661 Improper formliner preparation, such as poor cleaning between pours, type of release agent chosen, application of release agent, jobsite handling, storage and exposure to sunlight can all contribute to lessen the life expectancy of architectural formliners. At times formliner damage is not repairable in the field and most field repairs are temporary measures. Repeating repair work is normal after each pour if damage to liner is great and repair is extensive. Replacement of formliner material is then necessary at no cost to the Engineer. OWNERSHIP OF FORMLINERS Any specialty formliners created specifically for this project (City Seal, 2’-0” Circles, 4’-0” Circles) shall become the ownership of the City of Carmel. Upon completion of project, Contractor shall provide all specialty formliners to Engineer. Specialty formliners shall not be used on any other projects without written approval from the Engineer. METHOD OF MEASUREMENT: Formliners on wall panels will be measured by the square foot of wall panels installed. Formliners along bridge and other concrete railing will be measured by the linear foot of concrete rail per face being formlined. The specialty City Seal formliner will be measured per each. BASIS OF PAYMENT: Formliners along concrete railings will be paid for at the contract unit price per linear foot per the type specified. The specialty City Seal formliner will be paid for at the contract unit price for each City Seal installed. Payment will be made under: Pay Item Pay Unit Symbol Formliner, Wall Panels..................................................................................SFT Formliner, Bridge Rail, Front Face.............................................................. LFT Formliner, Bridge Rail, Rear Face............................................................... LFT Formliner, Modified PS-2 Railing for Roadways, Front Face..................... LFT Formliner, 33” Bridge Rail for Ramps, Rear Face....................................... LFT Formliner, Specialty, City Seal.................................................................EACH Cost of formliner includes all fabrication, materials and labor to finish railings with formlined concrete. Payment for all materials and labor included in the installation of wall panels and concrete railing are not included in the cost of formliners, but will be paid for under separate pay items. FORMLINER TS-66 IN20030661 SP-67 – MASONRY COATING The Standard Specifications are revised as follows: SECTION 728, BEGIN LINE 1, INSERT AS FOLLOWS: SECTION 728 – MASONRY COATING 728.01 Description This work shall consist of the preparation of the concrete surfaces, cleaning such surfaces by means of sandblasting, and furnishing and applying masonry coating as described herein. The masonry coating shall be applied to all concrete surfaces shown on the plans or as directed. MATERIALS 10 20 30 40 728.02 Materials Materials shall be in accordance with 909.13. CONSTRUCTION REQUIREMENTS 728.03 Surface Preparation The surfaces to be masonry coated shall be given a finish in accordance with 702.21. Such surfaces shall then be sealed with a concrete sealer in accordance with 709. Air pockets of up to 1/4 in. (6 mm) in width and depth will not require grouting prior to application of the masonry coating. Air pockets larger than 1/4 in. (6 mm) in width and depth shall be filled with a grout mix composed of one part portland cement, two parts screened and washed sand graded to pass the No. 16 (1.18 mm) sieve with not more than 5% retained on the No. 30 (600 µm) sieve, and sufficient water to produce a thick liquid mix. The grout shall be applied to fill the air pockets and voids by using burlap pads, float sponges or other acceptable methods. As soon as the grout has taken its initial set, the surface shall be brushed to remove all loose grout, leaving the surface smooth and free of air pockets and voids. Prior to the application of the masonry coating, regardless of whether the concrete surface has been previously sealed, the surface to be coated shall be lightly sandblasted to remove flaking coatings, dirt, oil and other substances deleterious to the applied finish coating. Overblasting, exposing additional air pockets, or disfiguring the surface shall be prevented. Final cleaning shall be done with compressed air. The air compressor shall be equipped with suitable separators, traps, or filters which shall remove water, oil, grease, or other substances from the air line. Prior to application of the finish coating, the surfaces shall have been prepared in accordance with the manufacturer’s recommendations and shall be in a condition consistent with the manufacturer’s requirements. 728.04 Application The application, including equipment used, shall be in accordance with the manufacturer’s recommendations. The material shall be applied by qualified personnel experienced in the work. The material shall be thoroughly mixed in its original container. If skins have formed, the material will be rejected. The material shall not be thinned. The masonry coating may be applied over a damp, but not wet, surface. It shall be applied at a uniform film thickness at a rate of 45 ± 5 sft/gal. (1.1 ± 0.1 m2/L) or as recommended by the manufacturer and approved by the Engineer. In either case, the MASONRY COATING TS-67 IN20030661 application rate shall be sufficient to produce a uniform color and texture. The material shall be applied only when the ambient temperature is between 45°F (7°C) and rising, and 100°F (38°C). It shall not be applied onto frozen surfaces or if rain is imminent. If rain occurs on a freshly applied surface, recoating may be required based on the extent of rain damage. The material shall not be applied if dusty conditions exist in the vicinity of the surfaces to be coated. When dust conditions are beyond the control of the Contractor, or are generated off-site, application shall not take place until more favorable conditions exist. The application of the masonry coating shall be scheduled as one of the final finishing operations to minimize construction generated dust. A wet edge shall be maintained at all times to prevent lap marks. Stopping and starting in the middle of a section of concrete will not be permitted. If applying the coating with a roller, the material shall initially be applied in vertical strokes, cross rolled for even film and appearance, then finished with vertical strokes. 50 60 70 80 After application, the coating shall be dry to the touch within 48 h. The coating shall achieve a final cure within two to three weeks under ideal conditions. 728.05 Finishing The coating material in the finished state shall be capable of accommodating the thermal and elastic expansion ranges of the substrate without cracking. The texture of the completed finish coat shall be generally similar to that of rubbed concrete. The completed finish coat shall be tightly bonded to the structure to present a uniform appearance and texture. If necessary, additional coats shall be applied to produce the desired surface texture and uniformity. Coatings shall be entirely removed from the structure upon their failure to positively adhere without chipping, flaking or peeling, or attaining the desired surface appearance. The finish coat shall be reapplied after proper surface preparation until the desired finished product is achieved. The average thickness of the completed finish coat shall not exceed 1/8 in. (3 mm). The manufacturer shall submit, for each batch of material used, the product analysis data as follows: (a) Weight per gallon (Mass per liter). (b) Viscosity in Kreb units. (c) Mass percent pigment. (d) Mass percent vehicle solids. (e) Infrared spectra of vehicle solution. MASONRY COATING TS-67 IN20030661 728.06 Method of Measurement Masonry coating will be measured by the square foot of masonry coating applied. Surface seal will be measured by the square foot of surface seal applied under areas being masonry coated. 90 100 728.07 Basis of Payment The accepted quantity of Masonry coating used on concrete bridge railing, concrete bridge railings on ramps and side streets, bridge piers, and portions of retaining walls as indicated in project plans and specifications will be paid for at the contract unit price for masonry coating. Concrete surface seal will be paid for at the contract unit price for surface seal. Payment will be made under: Pay Item Pay Unit Symbol Masonry Coating...........................................................................................SFT Surface Seal...................................................................................................SFT The cost of surface preparation, furnishing and applying the material, labor, equipment, and necessary incidentals shall be included in the cost of this work. MASONRY COATING TS-67 IN20030661 SECTION 909, AFTER LINE 617, INSERT AS FOLLOWS: 909.13 Masonry Coating Material Masonry coating material shall be a commercial product designed specifically for coating concrete. The material shall be suitable for application on damp concrete, or concrete which is not fully cured. Only one coating material shall be used on an individual structure. It shall be delivered to the project site in sealed containers bearing the manufacturer’s original labels. The brand, color, and type shall be clearly marked on each container. All material shall be from the same lot or batch unless otherwise authorized. A copy of the manufacturer’s printed instructions shall be made available. The coating material shall be stored in airtight, upright containers. The containers shall be stored in a dry enclosure where the temperature is above 45°F (7°C) and less than 100°F (38°C). Material which has been subjected to freezing will be rejected. The masonry coating shall have a shelf life of not less than 12 months. The color of the applied masonry coating shall be in accordance with Federal Color Standard No. 595a 595b. Such color shall match the color identification number shown on the plans. (a) Material Testing All testing shall be performed by a qualified commercial testing laboratory acceptable to the Division of Materials and Tests. The applied finish coating shall be subjected to and shall satisfy the requirements of the tests listed below, prior to use on a structure. The masonry coating manufacturer shall certify that the coating is compatible with the sealer used on the concrete surface. 1. Freeze-Thaw Tests The applied finish coating shall be subjected to freeze-thaw cycle tests as follows: a. Three concrete specimens, not less than 4 in. by 6 in. by 6 in. (100 mm by 150 mm by 150 mm), of the mix design for the structure shall be cast and cured. Fourteen days moist curing with a drying period at room temperature, 60°F to 80°F (16°C to 27°C), for 24 h will be required before the specimens are coated with the applied finish. There shall be no excessive oil on specimen forms. The finish coating shall be applied to the sides of specimens at a spreading of 50 ± 10 sft/gal. (1.2 ± 0.2 m2/l). Brush application will be permitted. Cementitious coatings shall be cured at room temperature and 50% relative humidity for 24 h, at room temperature and 90% relative humidity for 48 h, at room temperature and 50% relative humidity for four days for a total curing time of seven days. Other coatings shall be cured at room temperature for 48 h after the completing of curing. b. The specimens shall be immersed in water at room temperature for 3 h, then removed. MASONRY COATING TS-67 IN20030661 c. The specimens shall be placed in cold storage at -15°F (-26°C) for 1 h, then removed. d. The specimens shall be thawed at room temperature for 1 h. e. Steps c. and d. above shall be repeated for a total of 50 cycles. At the end of 50 cycles, the specimens shall show no visible defects. 2. Accelerated Weathering The applied finish coating shall be subjected to a 5,000 h exposure test in a Twin-Carbon-Arc- Weatherometer, ASTM G 23, Type D, at an operating temperature of 145°F (63°C). The test shall be made at 20 minute cycles consisting of 17 minutes of light and 3 minutes of water spray plus light. At the end of the exposure test, the exposed samples shall show no chipping, flaking, or peeling. The panels for this test shall be prepared by means of applying the coating at a spreading rate of 50 ± 10 sft/gal. (1.2 ± 0.2 m2/l) to both sides and edges. Panels shall be cut from asbestos cement shingles in accordance with Federal Specification SS-S-346, Type I. Curing time shall be in accordance with 908.12(b)1. 3. Fungus Growth Resistance The applied finish coating shall pass a fungus resistance test in accordance with Federal Specification TT-P-29g. Fungus growth shall not be indicated after a minimum incubation period of 21 days. MASONRY COATING TS-67 IN20030661 4. Abrasion Resistance The applied finish coating shall pass the 3,000 liter sand abrasion test in accordance with Method 6191 Abrasion Resistance – Falling Sand, Federal Test Method Standard 141a. The specimens for this test shall be prepared by means of applying the coating to a cleaned steel panel at a spreading rate of 50 ± 10 sft/gal. (1.2 ± 0.2 m2/l). The specimens shall be cured at room temperature for 21 days. 5. Impact Resistance The coating shall be applied to a concrete panel prepared in accordance with Federal Test Method Standard 141a, Method 2051, at a spreading rate of 50 ± 10 sft/gal. (1.2 ± 0.2 m2/l), and permitted to cure for 21 days at room temperature. The test shall then be run using the Gardner Mandrel Impact Tester in accordance with ASTM D 2794 using a 1/2 in. (13 mm) indenter with an impact load of 24 in.·lbs (2.7 joules). The coating shall show no chipping under this impact load. 6. Salt-Spray Resistance Test A concrete specimen shall be coated at the rate of 50 ± 10 sft/gal. (1.2 ± 0.2 m2/l) and cured for 21 days at room temperature. The coated specimen shall be exposed to a 5% salt solution in accordance with ASTM B 117 for 300 h where the atmospheric temperature is maintained at 90°F ± 2°F (32°C ± 1°C). At the end of 300 h of exposure, the coating shall show no ill effects, loss of adhesion, or deterioration. 7. Flexibility Test A sheet metal specimen shall be coated with the applied finish coating at a rate of 45 ± 10 sft/gal. (1.1 ± 0.2 m2/l) and permitted to cure for 48 h at room temperature. The coated specimen shall be bent 180 degrees over a 1 in. (25 mm) diameter mandrel. After bending, the coating shall show no breaking. (b) Certification Before material is applied, a type B certification in accordance with 916 shall be furnished attesting that the commercial product furnished is in accordance with the same formula as that previously subject to the tests specified below and approved. Copies of the test reports shall be attached to the certification. Reports for tests made more than four years prior to shipment to the contract will not be accepted. A service record shall be supplied which shows that the finish coating material has a satisfactory service record on sealed concrete surfaces for a period of not less than five years prior to the date of submission of the service record. The finish coating shall also have shown satisfactory service characteristics without peeling, chipping, flaking, or non-uniform change in texture or color. A specific structure for the specific product shall be named for the service record. MASONRY COATING TS-67 IN20030661 SP-68 – CONCRETE STAINING DESCRIPTION: Multiple application staining of vertical simulated stone textured concrete surfaces to achieve stone appearance followed by application of protective sealer. Related specification sections include Concrete walls and Anti-Graffiti Coatings. SUBMITTALS: Submittals shall be according to Conditions of the Contract and Section 105 of the Standard Specifications. Submit product data for each product indicated. Submit full range of manufacturer's color charts/samples for initial selection of colors. Submit qualification data for installer and manufacturer indicating items specified in Quality Assurance section below, including names and addresses of completed projects, architects, and owners. QUALITY ASSURANCE: Installer shall be trained and approved by Manufacturer of stain products with three year's minimum experience with projects of similar scope and quality. Manufacturer shall have a minimum of ten year's experience manufacturing products required. Contractor shall obtain products from same source throughout Project. Products shall comply with the United States Clean Air Act for maximum Volatile Organic Compound (VOC) content. Field Mock-up: A Mock-up including simulated stone surfaces will be located at site for stains to be incorporated. Three (3) different color application sequence options shall be applied to designated simulated stone surface areas of the mock-up. Application of stains to mock-up shall be by same crews as intended for application of stains to actual work. Obtain approval of color scheme by architect/engineer before start of final work. If stain does not penetrate the surface, additional cleaning or preparation is required. Demonstrate range of colors, finishes, and workmanship, including sealing procedures. Approved field samples set quality standards for comparison with remaining work. Preinstallation Conference: One week prior to the placement of Chemical Stain a meeting will be held to discuss the project and application of materials. Architect, Engineer, Owner representative, General Contractor, Construction Manager, Concrete Stain Subcontractor and a Manufacturer Representative shall be present. CONSTRUCTION REQUIREMENTS: Deliver materials in original packaging with labels intact. Store materials in clean, dry and protected location, according to manufacturer's requirements. Maintain an ambient temperature of between 50o and 90o F during application and at least 48 hours after application. Comply with stain manufacturer's instructions. Do not apply stain if concrete substrate is frozen. In hot weather, install stain in early morning or when surfaces are shaded. Do not install stain if rain is predicted within 8 hours after installation. Substrates shall be uniformly dry, and free of standing water. CONCRETE STAINING TS-68 IN20030661 PRODUCTS: Stain shall be a Water based penetrating stain designed for permanently colored concrete. Acceptable products include stains produced by: Bomanite, Butterfield, LM Scofield or approved equal. Colors shall be as indicated in Architectural Finishes Schedule, or as selected by Engineer from manufacturer's full range for listed manufacturers or other approved manufacturers. Combine stain concentrate with potable water in manufacturer’s approved container and mix well, to saturation according to manufacturer's instructions. Do not use stain concentrate without mixing with water. Clear Sealer shall be manufacturer’s recommended water-based, Membrane-Forming, non-yellowing, matte finish Sealing Compound. Products acceptable include sealer product from: Bomanite, Butterfield, LM Scofield or Symons - or approved equal. EXECUTION: Examine substrate and conditions for compliance with requirements. Do not proceed with stained concrete installation until unacceptable conditions are corrected. Allow concrete to cure minimum 28 days before staining. Protect surfaces not to be stained from over-spray, run-off, and tracking. Clean substrates thoroughly using manufacturer’s recommended Concrete Cleaner and water, according to manufacturer's instructions. Do not use muriatic acid cleaners to clean substrates before staining. Rinse substrates until rinse water is clean. Allow substrates to dry thoroughly prior to application of stains. Divide work area into areas by natural stopping points, such as walls and joint lines. Wear manufacturer’s recommended protection equipment/clothing. Protect adjacent surfaces during the construction period as follows: Use safe-release blue painter's masking tape. Do not use adhesive or duct tape. Prevent petroleum products from staining adjacent surfaces. Notify other trades of protection requirement before and after stain application. Apply stain to concrete surfaces by high volume, low pressure (HVLP) sprayer, airless sprayer; scrub into surface with a foam brush, applying onto surface in a random motion, according to manufacturer's instructions. Apply vertical surfaces’ stain from bottom working upward, avoiding excessive rundown of material on adjacent surfaces to prevent darker streaks. Maintain a wet edge, working newly applied stain into edges of adjacent wet edges of previously treated surfaces. Maintain consistent saturation throughout application. Do not splash, drip, or puddle stain on surfaces to prevent darker effects, unless desired. If applied material appears wet for longer than 1 minute, do not attempt to apply more product. After application of full staining sequence has dried 8 hours minimum, evaluate surface to determine if sufficient color has been applied to match field samples. If evaluation indicates color is not sufficient, apply additional stain, allow to dry and re-evaluate. Prepare for sealer application. Wipe areas of the stained surface with a clean, dry cloth. If a color residue is retained on the cloth, then clean the surface by dry buffing with a white pad. Do not use water or any cleaning compound. Uniformly apply sealer in continuous operation by sprayer or short CONCRETE STAINING TS-68 IN20030661 nap roller according to sealer manufacturer's instructions. After initial application is dry and tack free, apply a second coat. Do not over apply or apply in a single heavy coat. Protect adjacent areas and landscaping from rinse water and runoff. Allow concrete surface to dry for a minimum of 24 hours. Protect stained concrete from damage or deterioration until date of Substantial Completion. METHOD OF MEASUREMENT: Concrete Staining will be measured by the Square Foot of Stain applied accordance with project plans and specifications. BASIS OF PAYMENT: Concrete Staining used on portions of retaining walls as indicated in project plans and specifications will be paid for at the contract unit price for Concrete Staining. Payment will be made under: Pay Item Pay Unit Symbol Concrete Staining..........................................................................................SFT The cost of surface preparation, furnishing and applying the material, labor, equipment, and necessary incidentals, including multiple coats of stain and sealer as indicated in project specifications shall be included in the cost of this work. CONCRETE STAINING TS-68 IN20030661 SP-69 - ANTI-GRAFFITI COATING DESCRIPTION. This work shall consist of preparing surfaces and furnishing and applying anti-graffiti coating upon the exposed surfaces of all vertical architectural coated surfaces including all concrete railing surfaces, bridge piers and all retaining walls. MATERIALS. The anti-graffiti coating shall be a sacrificial, wax based emulsion type coating. CONSTRUCTION REQUIREMENTS. Prior to application, inspect all surfaces to be treated and correct all flaws in the substrate that would ultimately affect the performance or appearance of the anti-graffiti coating. Surface preparation, method of application, application techniques, coating thickness, time of application, rate of application, temperature requirements for application and curing time for the anti- graffiti coating shall be in accordance with the written requirements of the manufacturer. Allow substrate to fully cure and newly coated surface to fully cure before application. Application shall be performed by an experienced applicator in accordance with the manufacturer’s recommendations. The number of coats and coverage rates shall at no time be less than the manufacturers written requirements. Protect plants and vegetation from over-spray and adjoining surfaces that are not to have the anti-graffiti coating applied. Protect the public in an area used by the public. Comply with all federal, state, and local environmental restrictions. Apply the architectural surface coating, masonry coating, or stain in accordance with the applicable special provision prior to applying the anti-graffiti coating. Apply a water repellant base coat in accordance with 709 for clear sealers prior to applying the anti-graffiti coating on any surface. METHOD OF MEASUREMENT: Anti-graffiti protective coating will be measured by the square foot. BASIS OF PAYMENT: Payments will be made under: PAY ITEM PAY UNIT Anti-Graffiti Protective Coating…………………………………………….Square Foot ANTI GRAFFITI COATING TS-69 IN20030661 SP-70 – BRIDGE MOUNTED STREET NAME SIGN DESCRIPTION: Work includes dimensional character signage. SUBMITTALS: The contractor shall submit product data for each type of product indicated as well as shop drawings: Shop drawings shall show fabrication and installation details for sign elements such as sign mounting heights, locations of supplementary supports to be provided by others, and accessories. Additionally, contractor shall provide a message list, with typestyles, graphic elements and layout for each sign. Samples must be provided; submit a half-size dimensional character for each sign type and for each color and texture required. CONSTRUCTION REQUIREMENTS: Dimensional characters shall be manufactured from aluminum sheet and plate: ASTM B 209 (ASTM B 209M), alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated, and with at least the strength and durability properties of Alloy 5005-H32. Dimensional characters’ style shall be Helvetica Bold font, with characters 24” in height. Fabricate 3” deep, reverse-channel characters. Form exposed faces and sides of characters to produce surfaces free from warp and distortion. Include internal bracing for stability and attachment of mounting accessories. Provide manufacturer's hardware for projection mounting of channel characters with front surface of letter at 6” distance from vertical mounting surface. Comply with the following requirements: Aluminum Sheet: Not less than 0.090 inch (2.29 mm) thick. Welded Connections: Comply with AWS standards for recommended practices in shop welding. Provide welds behind finished surfaces without distortion or discoloration of exposed side. Clean exposed welded surfaces of welding flux and dress exposed and contact surfaces. Joints: Mill joints to tight, hairline fit. Form joints exposed to weather to exclude water penetration. Conceal fasteners if possible; otherwise, locate fasteners where they will be inconspicuous. Anchors and Inserts: Provide nonferrous-metal or hot-dip galvanized anchors and inserts for exterior installations and elsewhere as required for corrosion resistance. Use toothed steel or lead expansion- bolt devices for drilled-in-place anchors. Furnish inserts, as required, to be set into concrete work. Finish: Painted – high performance, non-fading, baked enamel coating. MANUFACTURERS: Subject to compliance with requirements, provide products by one of the following: ACE Sign Systems, Inc. A. R. K. Ramos. ASI-Modulex, Inc. Bunting Graphics, Inc. Gemini Incorporated. BRIDGE MOUNTED STREET NAME SIGN TS-70 IN20030661 Innerface Sign Systems, Inc. Mills Manufacturing Company. Southwell Company (The). ALUMINUM FINISHES: Provide baked-enamel finish: AA-C12C42R1x (Chemical Finish: cleaned with inhibited chemicals; Chemical Finish: acid-chromate-fluoride-phosphate conversion coating; Organic Coating: Thermosetting, modified-acrylic enamel primer/topcoat system complying with AAMA 2603 except with a minimum dry film thickness of 1.5 mils (0.04 mm), medium gloss.). Apply baked enamel complying with paint manufacturer's written instructions for cleaning, conversion coating, and painting. Color: to match ICI Paints color #50BB 08/171 “Rich Navy”. INSTALLATION: Dimensional characters shall be mounted using standard fastening methods to comply with manufacturer's written instructions for character form, type of mounting, wall construction, and condition of exposure indicated. Provide heavy paper template to establish character spacing and to locate holes for fasteners. Mount characters at projection distance from wall surface indicated. All exterior grade Dimensional Letters shall be installed via aluminum studs. Generally, three or four studs should be required for each letter. Contractor shall install letters using a pattern (template) supplied by sign manufacturer based upon approved shop drawings. Template will indicate locations to drill the necessary holes into the bridge rail. The studs shall be ¾” diameter and 6" long and shall be threaded on one end. The non-threaded end shall be epoxy set into drilled holes in concrete wall. Threaded end shall be fit into slotted holes in plates at the back of each letter, with lock washers and nuts to secure the letter. METHOD OF MEASUREMENT: Signs will be measured by the number of complete bridge mounted street name sign units installed. BASIS OF PAYMENT: The accepted quantities of signs will be paid for at the contract unit price per each complete bridge mounted street name sign unit installed. Payment will be made under: Pay Item Pay Unit Symbol Street Name Sign, Bridge Mounted, Decorative.......................................EACH The cost of surface preparation, field drilled holes, furnishing and applying the material, labor, equipment, and necessary incidentals shall be included in the cost of this work. BRIDGE MOUNTED STREET NAME SIGN TS-70 IN20030661 BRIDGE MOUNTED STREET NAME SIGN TS-70 IN20030661 SP-71 – MOCK UPS DESCRIPTION: Work includes providing full scale mock-up panels of MSE concrete, bridge and ramp rails, metal railing work and concrete flatwork. Approved mock-ups will be used as quality control comparison for actual work installed. SUBMITTALS: The contractor shall submit shop drawings showing installation locations (as coordinated with the Engineer) and details for each of the required mock-up elements. Additionally, contractor shall provide a finishes list or diagram indicating surface treatment pattern/texture styles, color finish sequence and layout for each mock-up element. CONSTRUCTION REQUIREMENTS: Test Panel Mock-ups will be required for architectural finished elements. Contractor shall construct test panel mock-ups of textured/formed surfaces (showing approved patterns and textures) in arrangement as shown in the Mock-up details. Contractor shall construct, brace and secure mock-up panels as necessary to ensure their remaining in a secured position. Contractor shall protect the mock- up panels from damage during the project construction sequence, allowing access to the panels by Engineer and owner as necessary in comparisons of installed work with the finishes depicted in the mock-ups. Mock-ups will be required to be removed and disposed of by contractor upon project completion. INSTALLATION: Formliners and stamping devices used in the production of the mock-ups shall produce the same patterns intended for the work. Additional mock-up panels will be required if results of initial panels do not meet the requirements specified. Materials and methods used in the construction of the mock-up panels shall be the same as those intended to be used in the construction of the work. Retaining wall mock-up: Provide 30’-0” long by 10’-0” high vertical wall mock-up representing the finish surfaces of the retaining wall systems (see mock-up details). Color finishes (stains and coatings) will be applied in 3 separate sequence areas to allow showing 3 variations of finish applications for the rustic stone elements for each of the proposed material types (stain and coatings). Bridge Rail mock-up: Provide 11’-6” long by 5’-0” high vertical wall, 2-sided mock-up representing the bridge rail (see mock-up details). Color finishes (stains and coatings) will be applied as outlined in the project plans and the Special Provision “ARCHITECTURAL FINISHES”. Ornamental Railings should be coordinated with ornamental metal rail manufacturer. Flat-work mock-up: Provide a 10’-0” by 10’-0” concrete mock-up with elements representing the different surface patterns and textures indicated for the sidewalk and median areas in the plans. MOCK UPS TS-71 IN20030661 METHOD OF MEASUREMENT: Only those measurements required to verify adherence to this specification will be made. BASIS OF PAYMENT: The quantities of mock-ups will be paid for at the contract price for each mock-up created. Payment will be made under: Pay Item Pay Unit Symbol Retaining wall Mock up............................................................................EACH Bridge Rail Mock up.................................................................................EACH Flat-work Mock up...................................................................................EACH The cost of surface preparation, furnishing and applying the material, labor, equipment, and necessary incidentals shall be included in the cost of this work. MOCK UPS TS-71 IN20030661 MOCK UPS TS-71 IN20030661 MOCK UPS TS-71 IN20030661 MOCK UPS TS-71 IN20030661 CURE AND SEAL TS-72 IN20030661 SP-72 - CURE AND SEAL Contractor shall not use any cure and seal product for the purpose of curing concrete surfaces or as a substitution for architectural finish for any concrete item called out to receive an architectural surface treatment (Masonry Coating, Stain, Architectural Surface Coating) in project plans and specifications. SP-73 – BLANK BLANK TS-73 IN20030661 SP-74 – BLANK BLANK IN20030661 DRAINAGE STRUCTURES TS-75 IN20030661 SP-75 DRAINAGE STRUCTURES Certain drainage structures are to be connected to existing drainage structures at specific locations on this project. Prior to beginning construction of the structures, the flow line elevations and alignment of the existing structures are to be checked and proven in the field to ensure that these structures can be constructed as shown on the plans. Installation of all new drainage structures involving the removal of portions of existing pipe and existing structures shall be accomplished such that unnecessary damage to the existing pipe to remain in place shall be avoided. During the structure installation, the existing pipe shall be replaced to an extent of 1.5 m (5 LF) maximum from the new structure or as directed by the Engineer. New structures shall be placed in accordance with 720.03 and pipe replacement shall be performed in accordance with 715.04 and 715.05. All drainage structures and pipes within the project limits that are not designated for removal or replacement shall be flushed clean with water. Measurement and payment of the new pipe will be made in accordance with 715.11 and 715.12, respectively. Structure backfill will be paid for in accordance with 211.10. Removal of existing structures and pipe will not be paid for directly, but shall be covered in the cost of the new pipe. The cost of checking the existing structure, cleaning and flushing existing structures and pipes, and the cost of connecting the new drainage structure to the existing drainage structure will not be paid for directly. The cost thereof shall be included in the cost of the contract unit price of the new drainage structure and pipe. All existing structures damaged during construction shall be replaced with no additional payment. SP-76 – SANITARY SEWER MANHOLES An existing sanitary sewer trunk line runs along 126th Street. Manholes have been located in the plans and called out to be adjusted to grade or reconstructed. If adjustments are in excess of 12 inches, additional manhole sections shall be added in accordance with manhole details. All work in association with sanitary manholes shall be per Clay Township Regional Waste District Specifications Clay Township regional Waste District Specifications can be found at http://www.ctrwd.org/ SANITARY SEWER MANHOLES TS-76 IN20030661 SP-77 – STORM SEWER PIPE Description This work shall consist of the construction or reconstruction of pipe culverts, storm sewers, slotted drain pipe, or slotted vane drain pipe in accordance with 105.03. Materials Storm sewer pipes shall be Reinforced Concrete Pipe in accordance with section 907.02 of the standard specifications. A-2000 PVC corrugated drainage pipe with a smooth interior will be considered an acceptable alternate for pipes 36 inch in diameter or less. A-2000 PVC pipe shall in accordance with the attached detail. UNIT COST The cost of storm sewer pipe shall be paid for as “Pipe, Reinforced Concrete, size.” and shall be measured per the lineal foot. PVC STORM SEWER PIPE TS-77 IN20030661 PVC STORM SEWER PIPE TS-77 IN20030661 SP-78 – PIPE END SECTIONS All pipe end sections shall be reinforced concrete pipe end sections. UNIT COST The cost of end sections shall be paid for as “Pipe End Section, (size)” per unit price for each installed for the size specified, and shall include all labor and materials required. PIPE END SECTIONS TS-78 IN20030661 SP-79 – MANHOLE COVERS Any manhole lids which may fall partially or completely in a multi use path or concrete sidewalk shall be “Neenah Catalog #R-1714 description: Special “C” cope lid 1714-0004A, drill 4 holes”, or approved equal. MANHOLE COVERS TS-79 IN20030661 SP-80 – CERTIFICATION FOR TEMPORARY TRAFFIC CONTROL DEVICES Category 1 Devices The Contractor shall certify that the following temporary traffic control devices to be used do not exceed the maximum values shown in the table below, and are considered crashworthy at Test Level 3 in accordance with National Cooperative Highway Research Program Report No. 350. Device Composition Maximum Weight (Mass) Maximum Height Single Piece Traffic Cones Rubber 20 lb (9 kg) 36 in. (920 mm) Plastic 20 lb (9 kg) 48 in. (1220 mm) Tubular Markers Rubber 13 lb (6 kg) 36 in. (920 mm) Plastic 13 lb (6 kg) 36 in. (920 mm) Single Piece Drums High Density Plastic 77 lb (35 kg) 36 in. (920 mm) Low Density Plastic 77 lb (35 kg) 36 in. (920 mm) Delineators Plastic, Fiberglass N/A 48 in. (1220 mm) No lights, signs, flags, or other auxiliary attachments are included in the weight (mass) of the devices listed above. Reflective sheeting or reflective buttons are included on delineators. Maximum weights (masses), including ballast, do not exceed the values shown in the table. “Single piece” refers to the construction of the body of the drum exclusive of a separate base, if any. Type A or type C warning lights in accordance with the following specifications will be allowed on drums if they are firmly attached with vandal resistant 1/2 in. (13 mm) diameter by 4 in. (95 mm) cadmium plated steel bolt with nut and a 1 1/2 in. (38 mm) high cup washer. 1. The weight (mass) shall be no more than 5 lb (2.4 kg). 2. The lens diameter shall be 7 to 8 in. (180 to 200 mm). 3. The height of the light shall be 11 to 14 in. (270 to 340 mm). Category II Devices Category II temporary traffic control devices include type III barricades, vertical panels, portable sign standards, and other light-weight traffic control devices. Category II temporary traffic control devices shall be in accordance with the NCHRP Report 350, test level 3. A form will be provided at the pre-construction conference for the Contractor to complete and return to the Engineer prior to the placement of category I or II traffic control devices. CERTIFICATION FOR TEMPORARY TRAFFIC CONTROL DEVICES TS-80 IN20030661 SP-81 – MATERIAL USED FOR TEMPORARY INGRESS/EGRESS TO PROPERTIES Description This work consist of constructing temporary access drives to properties shown on the plans where access is affected by work on the contract. Materials Materials shall be in accordance with the following: Coarse Aggregate, Size No. 53...................904.02 Construction Requirements A good, well-maintained approach shall be provided to homes and businesses affected by the work on the project. An undistributed quantity of material has been assigned to this item and shall be used as determined in the field when needed so that all approaches are well maintained. The Contractor shall inform the Engineer when materials are being placed for this purpose. The Contractor shall provide the Engineer with material delivery tickets. As driveways are completed, excess material shall be removed. If the Engineer determines that the removed material is still acceptable, the Engineer may direct the Contractor to use the material for other temporary access drives currently being maintained on the contract. The Contractor may also choose to incorporate excess material in other portions of the work if the Engineer agrees that the material is not out of specification by being too contaminated. Disposal of any excess material shall be in accordance with 203.08. Method of Measurement Compacted Aggregate No. 53, Temporary for Driveways will be measured by the ton (megagram) based on the quantity delivered to the jobsite and used for that purpose. Basis of Payment The accepted quantities of Compacted Aggregate No. 53, Temporary for Driveways will be paid for at the contract price per ton (megagram). Payment will be made under: Pay Item Pay Unit Symbol Compacted Aggregate No. 53, Temporary for Driveways TON (Mg) The cost of removal of the material is included in the cost of this pay item. The cost of disposal of the material is included in the cost of this pay item. The cost of removing and re-placing the material at another location in accordance with this provision is included in the cost of this pay item. MATERIAL USED FOR TEMPORARY INGRESS/EGRESS TO PROPERTIES TS-81 IN20030661 SP-82 – WORKSITE ADDITIONAL PENALTY SIGNS Worksite Added Penalty signs shall be placed as shown in the plans or as directed by the Engineer. The signs shall typically be placed in advance of the first Road Construction Ahead signs at either end of the project. The actual location and quantity of the signs will be determined by the Engineer in coordination with the Worksite Traffic Control Supervisor. The XG20-7a “WORKSITE ADDED PENALTY SIGN, 60 x 36” shall only be installed on projects in urban areas that have a posted speed limit of 35 MPH or less and also meet one of the following conditions: 1. The existing surfaces outside the edge of pavement make installation of driven posts impractical, or 2. The width of the Right-of-Way outside of the edge of pavement is not sufficient to accommodate the larger XG20-7 “WORKSITE ADDED PENALTY SIGN, 78 x 42”sign. The XG20-7b and XG20-7c “WORKSITE ADDED PENALTY SIGNS, 48 x 48” shall be used in series with each other and shall only be used on projects that meet one of the following conditions: 1. Rural projects where the width of the Right-of-Way outside of the edge of pavement is not sufficient to accommodate the larger XG20-7 “WORKSITE ADDED PENALTY SIGN, 78 x 42” sign, or 2. Contracts using only moving operations where construction signs are set and removed each day to accommodate the changing location of the work. The XG20-7 “WORKSITE ADDED PENALTY SIGN, 78 x 42” shall be installed on all projects in all cases not otherwise described above. Worksite Added Penalty signs will be measured and paid for as Construction Sign, Type C in accordance with 801.17 and 801.18. WORKSITE ADDITIONAL PENALTY SIGNS TS-82 IN20030661 WORKSITE ADDITIONAL PENALTY SIGNS TS-82 IN20030661 WORKSITE ADDITIONAL PENALTY SIGNS TS-82 IN20030661 WORKSITE ADDITIONAL PENALTY SIGNS TS-82 IN20030661 SP-83 – TRAFFIC CONTROL DEVICE REPORT FORM TRAFFIC CONTROL DEVICE REPORT FORM TS-83 IN20030661 SP-84 – TEMPORARY CONCRETE TRAFFIC BARRIERS The Standard Specifications are revised as follows: SECTION 801, BEGIN LINE 320, DELETE AND INSERT AS FOLLOWS: 801.10 Temporary Traffic Barriers Temporary traffic barrier shall be one of the following four types as shown on the plans. Type 1 Type 1 temporary traffic barriers shall be used to separate two-way traffic and shall be precast concrete in accordance with applicable requirements of 707 and 602 and as shown on the plans. Type 1 barriers may also be used to separate traffic from the work zone. The surfaces of individual precast units shall vary no more than 0.25 in. (6 mm) in 10 ft (3 m) from the specified cross section, as measured from a longitudinal straightedge. The maximum variation in the vertical and horizontal alignment of adjacent units shall be 0.25 in. (6 mm) across the joint, as measured from a 10 ft (3 m) longitudinal straightedge. Sections that have obvious defects or visual cracks shall not be used. Sections that develop any of these conditions during the contract shall be repaired with concrete or replaced within a reasonable amount of time. Type 1 barrier units precast prior to 2003 shall not be used after January 1, 2012. Units precast after March 1, 2003 shall be clearly marked with the name or trademark of the manufacturer, the year of manufacture, and “INDOT”. The markings shall be indented on an end or on the top of each barrier section. Units precast prior to 2003 shall not be used after January 1, 2012. Units precast after January 1, 2007 shall be from the Department’s list of Certified Precast Concrete Producers. TEMPORARY CONCRETE TRAFFIC BARRIERS TS-84 IN20030661 SP-85 – TEMPORARY PAVEMENT MARKINGS The Standard Specifications are revised as follows: SECTION 801, AFTER LINE 25, INSERT AS FOLLOWS: Temporary Pavement Marking Tape .....................................923.01 Temporary Raised Pavement Markers...................................923.02 SECTION 801, BEGIN LINE 547, DELETE AND INSERT AS FOLLOWS: 801.12 Temporary Pavement Marking Temporary pavement markings shall be new materials placed in accordance with 808.04 and 808.05. However, when temporary markings are to be in place for 14 calendar days or less the dashed line pattern used on center line and lane lines may be 4 ft (1.2 m) line segments on 40 ft (12 m) centers. and gore Gore areas shall be marked by outline only and may be 5 in. (125 mm) wide lines. No-passing zones on all undivided two-way roadways shall be identified with signs and centerline markings. However, the dashed line pattern used on center line and lane lines may be 4 ft (1.2 m) line segments on 40 ft (12 m) centers. Gore areas shall be marked by outline only and may be 5 in. (125 mm) wide lines. All temporary markings shall be maintained and replaced until they are no longer applicable. Temporary markings placed on the final surface course shall be temporary marking tape type 1. Where possible, where non-removable temporary markings are used on a final surface, such markings shall be placed at the same location where permanent markings will later be affixed or parallel to and within 12 in. (300 mm) of the permanent marking pattern. Where temporary pavement markings are to be placed on a pavement which has existing markings, the existing markings which conflict with the temporary markings shall be removed in accordance with 808.10. When working under traffic, the temporary pavement markings shall be placed before opening the lane to traffic. This shall include, but not be limited to, the marking patterns of gore areas, outside edge line of deceleration and acceleration lanes, narrow bridge markings, lane reduction transitions, lane lines, centerlines, and transverse markings as appropriate. If a pavement course is to be in place for a period greater than 14 calendar days, all temporary pavement markings shall be placed in accordance with 808.04 and stop lines shall be placed in accordance with 808.05. No-passing zones on all undivided two-way roadways shall be identified with signs and centerline markings. If the temporary Temporary pavement markings which are to be in service from December 1 through the following March 31 shall be painted markings., such Such markings shall be placed in the standard pavement marking pattern and applied prior to the suspension of the work, or within seven work days after the Contractor is directed to place the markings. Adjustments to these dates to accommodate actual seasonal suspension and continuance of work are subject to approval by the Engineer upon written request. TEMPORARY PAVEMENT MARKINGS TS-85 IN20030661 SECTION 801, BEGIN LINE 589, DELETE AND INSERT AS FOLLOWS: 1. Paint Painted lines markings on new HMA courses shall require a second application of paint and beads as soon as practical after the first application is dry. 2. Temporary Pavement Marking Tape Temporary pavement marking tape shall be applied in accordance with the manufacturer’s recommendations. Temporary marking tape shall be new type I or type II material. All temporary pavement marking tape shall be removed prior to placement of an HMA overlay or final pavement markings to placing the next pavement course, prior to placing an overlay, prior to recycling the pavement, or prior to placing the final pavement markings, except as otherwise described herein. a. Type I Type I tape is a removable material. It may be used for longitudinal and transverse markings. It shall be used for longitudinal and transverse markings on the final surface. Type I tape shall be removed without the use of solvents, grinding, abrasive blasting, or other methods which may damage the pavement. All visible adhesive residue shall be removed without use of solvents or grinding. b. Type II Type II tape is a non-removable material. It may be used on PCCP to be removed or on PCCP to be overlaid with an HMA course greater than 110 165 lb/sq yd (60 90 kg/m2). If it is Type II tape placed on HMA pavement, the tape shall be removed prior to the recycling of the HMA material placing the next pavement course. If it is necessary to remove type II tape, it shall be removed without the use of solvents. All damage to the pavement shall be repaired. 3. Temporary Raised Pavement Marker The temporary raised pavement marker shall be grade 1 or grade 2. When used, it shall be a supplement to other temporary pavement markings. The color of the reflector shall be in accordance with the other temporary pavement marking. The color of the shell of the grade 1 marker shall be in accordance with the color of the other temporary pavement marking. Temporary raised pavement markers shall be removed before the next layer of pavement is placed and before the final pavement markings are applied. All damage to the pavement shall be repaired. 4. Temporary Buzz Strips Temporary buzz strips shall be a set of transverse markings constructed of removable or durable marking material. Durable marking material shall be used in accordance with 808.07(b). Temporary buzz strips shall be removed in accordance with 808.10 when no longer required or as directed. TEMPORARY PAVEMENT MARKINGS TS-85 IN20030661 SECTION 801, BEGIN LINE 860, INSERT AS FOLLOWS: with 621.13. Removal and subsequent replacement of permanent pavement markings and snowplowable raised pavement markers for temporary crossovers will be measured in accordance with 808.12. Removal and resetting of guardrail, if required for temporary crossovers, will be measured in accordance with 601.13. SECTION 801, BEGIN LINE 872, INSERT AS FOLLOWS: Temporary pavement message markings will be measured by the number of each type placed. Longitudinal and transverse temporary pavement markings will be measured by the linear foot (meter) of material actually placed. Temporary buzz strips will be measured by the linear foot (meter) for each 8 in. (200 mm) strip placed, without regard to the number of passes required to attain the specified height. Removal, when necessary, of any type of non-removable temporary pavement markings will be measured in accordance with 808.12. Removal of removable temporary pavement markings will not be measured for payment. Where temporary pavement markings are to be placed on a pavement which has existing markings, removal of existing markings which conflict with the temporary markings will be measured in accordance with 808.12. If, due to a Department initiated change or an approved expedited construction schedule, it is necessary to remove temporary non-removable pavement markings, such removal will be measured in accordance with 808.12. The removal of existing pavement markings which are in conflict with temporary markings, will be measured in accordance with 808.11. The removal and replacement of prismatic reflectors on existing snowplowable raised pavement markers will be measured in accordance with 808.12. SECTION 801, BEGIN LINE 896, INSERT AS FOLLOWS: 801.18 Basis of Payment The accepted quantities of construction signs, detour route marker assemblies, detour route marker assemblies-multiple routes, temporary worksite speed limit sign assemblies, road closure sign assemblies, permanent road closure sign assemblies and temporary raised pavement markers will be paid for at the contract unit price per each. Payment for temporary worksite speed limit assemblies and temporary changeable message signs will be made for the maximum number of such assemblies in place at any one time during the life of the contract. Type III-A, type III-B, and permanent type III barricades will be paid for at the contract unit price per linear foot (meter). SECTION 801, BEGIN LINE 933, INSERT AS FOLLOWS: Removal and subsequent replacement of permanent pavement markings and snowplowable raised pavement markers for temporary crossovers will be paid for in accordance with 808.13. Removal and resetting of guardrail, if required for temporary crossovers, will be paid for in accordance with 601.14. SECTION 801, BEGIN LINE 950, DELETE AND INSERT AS FOLLOWS: Temporary pavement message markings placed will be paid for at the contract unit price per each, for the message specified. Longitudinal and transverse temporary Temporary pavement markings TEMPORARY PAVEMENT MARKINGS TS-85 IN20030661 and temporary buzz strips, will be paid for at the contract unit price per linear foot (meter) of material, complete in place, except as set out below. Removal, when necessary, of non-removable temporary pavement lines and message markings will be paid for in accordance with 808.13. The cost of removal of removable temporary pavement markings shall be included in the cost of the pay item for placement of the markings. Where temporary pavement markings are to be placed on a pavement which has existing markings, removal of the existing markings which conflict with the temporary markings will be paid for in accordance with 808.13. Permanent tubular markers and permanent drums will be paid for at the contract unit price per each. The removal of temporary non-removable pavement markings caused by a Department initiated change or an approved expedited construction schedule, and the removal of existing pavement markings which are in conflict with temporary markings will be paid for in accordance with 808.13. SECTION 801, BEGIN LINE 1056, INSERT AS FOLLOWS: The cost of furnishing, installing, maintaining, and subsequent removal of temporary raised pavement marker shall be included in the cost of temporary raised pavement marker. The cost of placement, maintenance and replacement of temporary pavement markings shall be included in the cost of the markings. SECTION 801, BEGIN LINE 1071, DELETE AND INSERT AS FOLLOWS: The cost of the second application of paint and beads for painted temporary markings painted lines on new HMA courses shall be included in the cost of the first application of painted temporary pavement markings. SECTION 801, BEGIN LINE 1103, DELETE AS FOLLOWS: The cost of necessary flaggers; protection of traffic at structure foundations; and furnishing, erecting, placing, maintaining, relocating, and removing lights, cones, flexible channelizers, tubular markers, drums, delineators, temporary pavement markings, or other devices as directed shall be included in the cost of maintaining traffic. SECTION 808, BEGIN LINE 348, DELETE AS FOLLOWS: On Federal aid contracts, the 180 day warranty shall apply only to thermoplastic pavement marking material. SECTION 808, BEGIN LINE 351, DELETE AND INSERT AS FOLLOWS: 808.10 Removal of Pavement Markings Pavement markings which conflict with revised traffic patterns and may confuse motorists shall be removed immediately before, or immediately following, any change in traffic patterns as directed or approved. TEMPORARY PAVEMENT MARKINGS TS-85 IN20030661 Removal of pavement markings shall be to the fullest extent possible without materially damaging the pavement surface. Pavement marking removal methods shall be sandblasting, steel shot blasting, waterblasting, grinding or other approved mechanical means. Grooving will not be permitted. Grinding will only be permitted when removing thermoplastic or epoxy pavement markings. under the following conditions: (a) when removing durable pavement markings, or (b) when removing non-durable markings where another course of material is to be placed on the existing course. Painting over existing pavement markings to obliterate them will not be permitted. SECTION 808, BEGIN LINE 544, INSERT AS FOLLOWS: No additional payment will be made for the second application of traffic paint and glass beads as required in 808.07(a)1. No additional payment will be made for the replacement of markings that fail to meet the warranty conditions of 808.09. TEMPORARY PAVEMENT MARKINGS TS-85 IN20030661 SP-86 – TRAFFIC SIGNAL EQUIPMENT SALVAGED BY THE DEPARTMENT The Department desires to salvage the traffic signal equipment listed below: LOCATION All existing signal equipment at 126th Street & Keystone The Standard Specifications are revised as follows: SECTION 805, BEGIN LINE 65, INSERT AS FOLLOWS: removed. Regardless of the right to materials found on the project, as set out in other sections of these specifications, items designated in the contract documents, and field identified by the Department, as traffic signal equipment to be salvaged by the Department or local unit of government shall be stored at a secure site until such time as it is transported to the District Office designated location, when designated as a pay item, or salvaged by the Department or local unit of government. The Contractor shall verify SECTION 805, BEGIN LINE 479, DELETE AND INSERT AS FOLLOWS: Traffic signal equipment removal and will be measured per each installation to be removed. transportation Transportation of salvageable signal equipment will not be measured. SECTION 805, BEGIN LINE 498, DELETE AND INSERT AS FOLLOWS: The removal of existing traffic signal equipment designated to be removed will be paid for at the contract lump sum unit price per each for traffic signal equipment, remove for each location removed. When designated as a pay item, the transportation of salvageable signal equipment will be paid for at the contract lump sum price for transportation of salvageable signal equipment. SECTION 805, BEGIN LINE 553, DELETE AND INSERT AS FOLLOWS: Traffic Signal Equipment, Remove..................................................... LS EACH SECTION 805, BEGIN LINE 560, DELETE AND INSERT AS FOLLOWS: Transportation of Salvageable Signal Equipment...........................................LS TRAFFIC SIGNAL EQUIPMENT SALVAGED BY THE DEPARTMENT TS-86 IN20030661 SP-87 – DELAY AMPLIFIERS The Standard Specifications are revised as follows: SECTION 805, AFTER LINE 30, INSERT AS FOLLOWS: Delay amplifiers shall be chosen from the Department’s list of Approved or Prequalified Materials. DELAY AMPLIFIERS TS-87 IN20030661 SP-88 – MISCELLANEOUS EQUIPMENT The Contractor shall furnish and install all necessary miscellaneous equipment required to make a completed and operating installation of traffic signals in accordance with the plans, specifications, and accepted good practice of the industry. This equipment shall consist of, but shall not necessarily be limited to, that as follows: Intercepts Span Hangers Signal Weatherheads Balance Adjusters Pinnacle Assemblies Padlocks Ground Rods Ground Grid Connector Thermo Weld Grounding Connection Post Top Slipfitters Post Top Slipfitters for Cabinets 1/4 in. (6 mm) Messenger Cable 3/8 in. (10 mm) Servi-Clips 3/8 in. (10 mm) Crosby Clamps 1 in. (25 mm) Conduit Bushings 1 in. (25 mm) Conduit Straps 1 in. (25 mm) Conduit Lock Nuts 1 in. (25 mm) Conduit Ground Bushings 1 in. (25 mm) Weatherheads 1 in. (25 mm) Close Nipples 2 in. (50 mm) Ground Couplings 2 in. (50 mm) Conduit Ground Bushings 2 in. (50 mm) Weatherheads 2 in. (50 mm) Close Nipples 2 in. (50 mm) Bolt Clamps 2 in. (50 mm) Condulets 3 Bolt Clamps 90 degree Conduit Bends No. 6 Bare Wire 1c/14 Stranded Coded Wire, 6 Colors; shall not be used as loop cable 1c/14 Stranded Coded Wire, White; shall not be used as loop cable 67 Watt Lamps 116 Watt Lamps 150 Watt Lamps Highway Yellow Enamel Anchor Bolt Skirting All other non-salvageable materials necessary for proper installation This miscellaneous equipment will not be paid for separately. The cost thereof shall be included in the costs of other pay items. MISCELLANEOUS EQUIPMENT TS-88 IN20030661 SP-89 – ELECTRICAL INSULATION SEALANT The electrical insulation sealant for this contract shall be chosen from the following list: (a) Aquaseal (b) Electrical 430 (c) 3M Electrical Insulation Putty (d) Plyseal Insulating Mastic (e) or approved equal ELECTRICAL INSULATION SEALANT TS-89 IN20030661 SP-90 – TRAFFIC VEHICLE DETECTION LOOP SHAPE The Standard Specifications are revised as follows: SECTION 805, BEGIN LINE 287, INSERT AS FOLLOWS: Loops shall be of a regular octagon shape with side of 2.5 ft (0.75 m) in length or a circular shape with a 6 ft (1.83 mm) diameter. An outline shall be laid out and painted where the loops shall be sawed. The loop locations shall be subject to the review and approval of the District Traffic Engineer. The District Traffic Engineer shall be notified 48 h prior to such field review. The slots shall be saw-cut as shown on the plans. A diamond cutting blade shall be used for sawing all loops. A carborundum blade may be used if the outside temperature is below 38°F (4°C). Slots shall be thoroughly TRAFFIC VEHICLE DETTECTION LOOP SHAPE TS-90 IN20030661 SP-91 – SNOWPLOWABLE RAISED PAVEMENT MARKERS Snowplowable raised pavement markers manufactured by the following companies will be considered approved to meet the requirements of this contract. The slots cut in the pavement shall be in accordance with the manufacturer's recommendations. Stimsonite Corporation Models detailed on 6565 W. Howard Street Standard Sheets 808-MKRM-10 Niles, Illinois 60714 or 808-MKRM-11 Hallen Products Ltd. Iron Star Model 664H 39960 N. Millcreek Rd. Wadsworth, Illinois 60083. SNOWPLOWABLE RAISED PAVEMENT MARKERS TS-91 IN20030661 SP-92 – ROUNDABOUT PAVEMENT MARKINGS CONTRACTOR shall contact design engineer a minimum of two (2) business days prior to pavement marking layout within the roundabout. ENGINEER must approve the layout of pavement markings within the roundabout prior to the installation of pavement markings. No direct payment will be made for coordination of pavement markings with design engineer, but should be included in the cost of other items. ROUNDABOUT PAVEMEMENT MARKINGS TS-92 IN20030661 SP-93 – DECORATIVE STREET SIGNS Street signs shall be installed at the locations indicated on the project plans and in accordance with all INDOT and Carmel specifications. All street signs shall be in accordance with details SS–1 and SS-2 included with these technical specifications. Text should be in accordance with text shown in details SS-3 through SS-4. All street identification signs shall be two sided. CONTRACTOR shall prepare shop drawings for each proposed sign and submit to ENGINEER for approval prior to sign fabrication. UNIT COST The cost of the decorative street sign assemblies shall be paid for as “Decorative Street Sign Assembly, Installed” per unit price for each installed and shall include two double sided street identification signs and surrounds, two arms, one sign post, one foundation, one finial, accessories and all other related items required for installation. DECORATIVE STREET SIGNS TS-93 IN20030661 DECORATIVE STREET SIGNS TS-93 IN20030661 DECORATIVE STREET SIGNS TS-93 IN20030661 DECORATIVE STREET SIGNS TS-93 IN20030661 DECORATIVE STREET SIGNS TS-93 IN20030661 SP-94 – DECORATIVE STREET LIGHTING Street Lighting shall be installed at the locations indicated on the project plans and in accordance with all INDOT Specifications. Poles, Arms, Decorative Base. All decorative light poles and arms shall be manufactured by Spring City Electrical Manufacturing Company and include a two-piece base or wrap. Air spray the pole interior with Ensign 197B rust inhibitive base coating. Sandblast the outside of the poles and all lighting accessories to SSPC-SP5 commercial blast and Prime 1 coat recoatable epoxy primer 3-6 mils dry film thickness (D.F.T.). Finish 1 coat polyurethane enamel corothane, polane 2.9 plus or hi-solids polyurethane 2-3 mills (D.F.T.). Finish color shall be black. Luminaires. All decorative luminaires shall be Port Huron Style Luminiare, 250 Watt Metal Halide, Mogul Base Socket, 120 Volt, Teardrop Type II Glass Door, Decorative Deep Skirt, Black Finish with GE (MVR250/C/U) 250 MH Coated Mogul Base “E” Lamps, as manufactured by Holophane, catalog number PHU250MH12B2 DS, with IES Distribution II-S-C and photometric curve 102043. Foundation. Foundations shall be constructed in accordance INDOT standard drawings, and as approved by the OWNER. Lighting Service Point. All lighting service points shall be in accordance with detail LPD-1. As a minimum, the CONTRACTOR shall provide the NEMA-4X, weather tight, aluminum or stainless steel P-1 cabinet. The cabinet shall be furnished with a standard Corbin #2 Lock and two keys. A service entrance rated panelboard with a minimum of twelve circuit breakers shall be provided with any unused circuits labeled spare. The photo cell for lighting only shall be provide and placed on top of the control cabinet and shall have an internal, manual-off-auto selector switch. The distribution panel cabinet shall have a powder coated black finish that is to match the light poles and mast arms. The Type P-1 foundation will be required and shall be installed such that the exposed portion of the concrete foundation is within 6” of finish grade with foot pad flush to finish grade unless directed otherwise by the Owner or Owner Representative. In addition to the conduit required for lighting circuits, 2 additional 4” conduits shall be installed from the foundation directly to the roundabout, if applicable, and 1 – ¾” conduit will be required from the foundation to the nearest light pole foundation. These shall have pull strings installed for future use. Method of Measurement. Luminaire, poles with mast arms and decorative bases, and service points will be measured by each unit installed. Measurements will be made in accordance with INDOT specifications. Basis of Payment. Payment will be in accordance with INDOT specifications. In addition to standard INDOT pay items, payment will be made under: Luminaire, Roadway, Metal Halide, 250 Watt, Port Huron EACH Light Pole, 30 Ft., E.M.H., 8 Ft. Mast Arm, Transformer Base, DECORRATIVE STREET LIGHTING TS-94 IN20030661 Decorative Pole, Mast Arm, and Base EACH Light Pole, 15 Ft., E.M.H., 4 Ft. Mast Arm, Transformer Base, Decorative Pole, Mast Arm, and Base EACH DECORRATIVE STREET LIGHTING TS-94 IN20030661 SP-95 – MONGOOSE LIGHTING Mongoose Lighting shall be installed at the locations indicated on the project plans and in accordance with all INDOT Specifications. Pole and Arm. Poles shall be a 1 Luminaire mount, round tapered aluminum, 30 Ft. Pole, 90 MPH Windload, AASHTO, Black Finish, Base Cover, “T-Base” Breakaway Pole, with Architectural Arm Mounting, Black Painted Finish as manufactured by Holophane with catalog number RTA3080EPcNDBK2 09237-1-BK “T-Base” AB-27-4 TMP-46 or approved equal. Luminaires. Luminaires shall be Mongoose, 250 Watt Metal Halide, Low Tilt, 0 to 18 Degrees, Forward Throw, Flat Glass, Architectural Arm Mounting, Black Painted Finish, house side shield with GE (MVR250/C/U) 250 MH Coated Mogul Base “E” Lamp(s) as manufactured by Holophane, Catalog number G250MH12LFFAK SD-321 BK) with IES Distribution I-M-C and photometric curve 49296 or approved equal. Luminaires shall be mounted with a 15º upward tilt. Foundation. Foundations shall be constructed in accordance INDOT standard drawings, and as approved by the OWNER. Method of Measurement. Luminaire and poles will be measured by the linear foot. Measurements will be made in accordance with INDOT specifications. Basis of Payment. Payment will be in accordance with INDOT specifications. In addition to standard INDOT pay items, payment will be made under: Luminaire, Roadway, Metal Halide, 250 Watt, Mongoose EACH Light Pole, 30 Ft., E.M.H., 1.5 Ft. Mast Arm, Breakaway Base EACH MONGOOSE LIGHTING TS-95 IN20030661 SP-96 – ENCAPSULATED LENS HIGH INTENSITY REFLECTIVE SHEETING The Contractor has the option of furnishing the following Stimsonite reflective sheeting in lieu of encapsulated lens high intensity sheeting. Color Series No. White 6210 Yellow 6220 Green 6230 Blue 6240 Red 6250 ENCAPSULATED LENS HIGH INTENSITY REFLECTIVE SHEETING TS-96 IN20030661 SP-97 – REFLECTIVE LENSES FOR SNOWPLOWABLE RAISED PAVEMENT MARKERS Reflective lenses for snowplowable raised pavement markers manufactured by the following companies will be considered approved to meet the requirements of this contract. Model Number Manufacturer Stimsonite #944 Avery Dennison/Stimsonite Ray-O-Lite #2004 PAC-TEC, Inc. 3M #190 3M Corporation REFLECTIVE LENSES FOR SNOWPLOWABLE TS-97 RAISED PAVEMENT MARKERS IN20030661 SP-98 – TRAFFIC SIGNAL MATERIALS AND EQUIPMENT The Standard Specifications are revised as follows: SECTION 922, DELETE LINES 1 THROUGH 1856. SECTION 922, AFTER LINE 1857, INSERT AS FOLLOWS: SECTION 922 – TRAFFIC SIGNAL MATERIALS 922.01 Description All traffic signal materials and equipment shall be in strict accordance with the NEMA TS 2-2003 Standards Publication, and be fully compatible with the Department’s current inventory of signal equipment, unless specifically outlined in the following specification. 922.02 Traffic Signal Control Equipment (a) Model Approval Each model of controller assembly (CA) and all major units, as defined in NEMA TS2-2.1.1, will be tested, evaluated by the Evaluations Section of Operations Support Division, and approved prior to use. The CA, as defined by NEMA TS2-1.1.7, as being a complete electrical unit, shall include major units operational in a TS2 environment. Major units of the CA are defined as Controller Unit (CU), Malfunction Management Unit (MMU), Bus Interface Unit(s) (BIUs), Cabinet Power Supply, Load Switches, Vehicle Detector equipment, and Flasher. The evaluation of a product will be considered when the Department receives the preliminary product evaluation submittal form. The Department will advise the manufacturer or vendor, of the date of delivery at which time a presentation of the product will be required accompanied by the product brochure(s), the operational manual(s) containing procedures for all features incorporated in the CU’s design, and the maintenance manual(s) containing all schematics, pictorial parts layouts, components parts listings, and documented theory of operation. Certification in accordance with 922.02(d) shall also accompany the preliminary product evaluation form. If a product has TS2 communicative capabilities, then a data analysis interpretation offered in a decimal form expressing frames by an SDLC Protocol Analyzer shall accompany the initial documentation as well. When accuracy of documentation is validated, the evaluation period may commence. In addition, all computer system software applicable to a manufacturer’s product shall work with the Department’s current operating systems so that upgrades will not be needed to recognize the full potential of the product. Any product under evaluation that has an operational failure occurring during the bench test procedure will be rejected and returned to the submitter. The product will not be considered for future evaluation without a cover letter documenting failures encountered and changes to the design to correct the failures. A presentation by the manufacturer of the product in question and explanation of why the product failed will be required. Resubmittal of the original product will be expected for testing, evaluation, and approval. Furthermore, two more rejections of a product submitted for evaluation will be cause to deny approval of that model permanently. Continued failures indicative of a trend, repeated random malfunctions, or NEMA non-compliance of an approved product shall be cause to remove that model from the Department’s list of approved Traffic Signal Control Equipment. If the manufacturer makes any changes to an approved model of major unit and/or controller cabinet terminal/facilities to correct a non-NEMA compliant or safety issue, the Department is to be notified TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 immediately. The manufacturer will be required to correct all existing equipment purchased by the Department either directly, by contract, or through agreement prior to the change being incorporated at the manufacturer’s production level. A design change to an approved model of a CA or any major unit will require a submittal of documented changes. At the discretion of the Department, resubmission of the model for testing, evaluation, and approval may be required. Permanent addition or removal of component parts or wires, printed circuit board modifications, or revisions to memory or processor software, are examples of items that are considered to be design changes. (b) Controller Assemblies or Major Units Furnished and Installed by the Contractor A CA, as defined by NEMA TS2-1.1.7, shall be provided by the Contractor and shall be built to the specifications of the intersection design. The Contractor shall prepare three packets for each CA and provide these packets to the Engineer. Packet 1 shall consist of one complete set of wiring and schematic diagrams for the CA’s TF Backpanel, a parts list indicating model name and serial number of all major units incorporated in the CA, and an 11 in. x 17 in. intersection design plan. Also included shall be an instructional programming manual identical in nature to that approved for use during the evaluation of the product(s) being supplied. Each packet shall be labeled with the name of the intersection, the contract number, the commission number and the date of installation. Packet 1 will be forwarded to the Operations Support Division, Highway Support Section, and shall be the responsibility of the vendor to provide this packet upon Contractor purchase. Packet number 2 will be retained in the controller assembly and shall additionally include a TS2 type 2 to TS2 type 1 adapter harness. Packet 3 will be retained by the District Traffic Office. The Department will maintain a list of approved models. Only models from the Department’s list of approved Traffic Signal Control Equipment in effect as of the date of letting, or as otherwise specified, shall be used in the contract. A 60 day burn-in period of traffic control equipment shall be required prior to acceptance of the contract. The Contractor shall be responsible for all costs associated with vendor or manufacturer warranty service until acceptance of the contract, or acceptance of that portion of the contract where the traffic control equipment is installed. (c) Warranty A five-year manufacturer’s or vendor’s warranty shall be provided for all major units operating in a TS2 environment. Light Emitting Diode (LED) signal indications shall have a five-year manufacturer’s or vendor’s warranty. Video detection equipment shall have a 10-year manufacturer’s or vendor’s warranty period on processors, integrated camera/processor units, rack mount cards, hubs, minihubs and camera interface panels. CCD video cameras shall have a 5-year manufacturer’s or vendor’s warranty. Load switches and flashers, shall have a 2-year manufacturer’s or vendor’s warranty. Warranty periods shall commence from the date of field placement of the device or on the date of signal turn-on as shown on the I.C. 636a form if purchased through a contracting agent. (d) Certification of NEMA TS2 Traffic Control Equipment The following certifications shall be furnished. 1. Certification of a Production Run Model TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 A certification representing each model of approved major unit of a CA shall be on file with the Department. A certification of a production run model for a CU will be valid for a maximum period of five years from the date of approval or unless a significant change is made in the CU. If a significant change is made, a new certification shall be submitted. A significant change shall be the addition or deletion of any function or feature in the control unit, or any other change as defined in 922.02(a) to the circuitry in the product. 2. Certification of Environmental Testing A certification shall be furnished with each major unit approval request indicating it has been tested and is in accordance with the tests from NEMA TS2-2. The certification shall specify the model and serial number of the product being tested. A complete log of each test shall be provided to the Department and will be maintained by the Department. The log shall show which, if any, controller component failed during the test, when it failed, and what steps were taken to repair the controller. The log shall include the date of testing, name and title of person conducting the tests, a record of conditions throughout the tests, and a temperature and humidity verses time chart. The maximum report interval of any chart shall be 24 h. The chart shall be from a recording machine used to monitor the status of the environmental chamber during testing. (e) NEMA TS2 Fully Actuated Solid State Controller Unit (CU) The following requirements are the minimum for the design and operation of a 16 channel fully- actuated solid state CU. The NEMA TS2 configuration will consist of two types of CU’s, type A1 and type A2, as defined in NEMA TS2-3.2. The CU shall be in accordance with NEMA TS2 Standards, all provisions contained herein, and the Department’s specifications. Manufacturer specific enhancements are acceptable, however no function or device shall preclude the interchangeability of a CU with another CU of like NEMA specification within a controller assembly. 1. General Requirements The CU shall be microprocessor based and both versions shall contain a three port configuration and shall operate in the NEMA TS2 type A1 environment. The CU shall include provisions for time-of-day programming. The CU shall be capable of a minimum of 50 programmed events and be in accordance with NEMA TS2-3.8. A removable nonvolatile EEPROM module shall be utilized in each CU to maintain all programmed data. A real-time clock shall be battery-backed and active during a power outage so as to provide complete time keeping functions and leap year corrections. A switch or other means shall be provided to turn off or disconnect battery power during storage. This shall be accomplished without physical removal of the battery. Batteries within the CU shall be turned off or disconnected during storage and shipment. Programming and maintenance manuals for approved CU’s shall be identical in nature to that approved for use during the evaluation period of the CU. The Department shall be notified of any changes to the manuals. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 Serial number and model numbers shall be permanently applied on or near the front of circuit boards of the CU and viewable without removing or disconnecting the board. Serial number and model number of the main frame shall be permanently applied externally on top or on the front panel. 2. CU Requirements The requirements set forth herein refer to a type A1 and A2 CU. Where differences occur between types, it will be designated. The CU shall have, as a minimum, the internal diagnostics defined by NEMA TS2-3.9.3. The CU shall monitor and log the status of events as specified in NEMA TS2-3.9.3.1.5 in non- volatile memory and shall be selectable via program entry and be retrievable by the system computer via NEMA Port 2 or 3. In addition, the CU shall have the ability to log an MMU fault as it occurs. A minimum of 16 entries shall be stored in non-volatile memory. When capacity is exceeded, the oldest entry will be replaced by the newest. Logged entries shall at minimum contain the date and time denoted in military style with minute resolution, description of the fault as it would appear on the MMU, and the status of each of the channel inputs at the time the fault occurred, clearly denoting the presence of activity on a channel. The CU shall be capable of all inputs and outputs listed by controller type in NEMA TS2-Section 3. Pedestrian timing shall be provided on all phases of a CU. Unless otherwise indicated on the plans, the CU, when delivered, shall be programmed to initialize in phase 2 and phase 6 green, however, the CU shall be keyboard programmable to permit initialization in any color and phase. Initialization shall occur after a recognized power interruption, upon MMU reset, or upon return from manual or time-of- day flash. The CU shall be programmable from a closed loop computer system, a laptop computer using the RS232 port, front panel programming, and by downloading from another like CU through the RS232 port. Keystroke buttons shall be clearly marked as to function. All programming buttons and indicators pertinent to the operation of a phase shall be on the front of the CU and shall have programmable phase omitting and phase skipping capabilities. The TS2 Type A2 version CU shall be in accordance with all applicable requirements for a Type A2 CU as defined by NEMA TS2-3 and shall contain a full compliment of connectors. 3. Internal Modules All plug-in modules shall be equipped for easy removal or installation without the use of tools and shall be readily accessible for maintenance. All internal module plugs and edge card plugs shall have the corresponding pin connector position labeled with the first and last numbers or the first and last letters. 4. CU Enclosure The enclosure shall be of adequate strength to protect the components during normal handling. The keypad, liquid crystal display and all interface connectors required for the operation and standard field adjustments shall be mounted on the front panel. Fusing shall be on the front panel of the CU and shall provide protection from internal or external overload. The front panel of the controller shall be TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 fastened to the frame such that no special tools shall be required to remove or replace printed circuit board modules nor to gain access through the front panel. All hinges shall have stainless steel pins. 5. Firmware and Software Revisions The Operations Support Division Evaluations Section shall be notified each time an update or revision of the firmware or software is released, explain the changes, and the benefits of the change. Operations Support will determine if and to what extent a revision is to be placed into field operation and may fully re-evaluate the CU with the revision. (f) NEMA TS2 Cabinet, Auxiliary Equipment, and Terminal and Facilities (TF) Requirements These standards define the minimum requirements for a TS2 Type A1 cabinet, both inside and out. The performance and construction of the cabinet shall be in accordance with the applicable requirements of NEMA TS2 sections 4, 5, 6, & 7. The serial number and model number of the auxiliary equipment shall be permanently applied externally on or near the front of the product. Programming and maintenance manuals for approved products shall be identical in nature to that approved for use during the evaluation period of the product. The Department shall be notified of all changes to the documentation. Manufacturer specific enhancements are acceptable, however no function or device shall preclude the interchangeability of an auxiliary product with another product of like NEMA specification within a controller assembly. 1. Controller Cabinet Requirements The NEMA TS2 Type A1 controller cabinet shall be in accordance with the following requirements. a. General The cabinet and the shelf or shelves shall be fabricated of aluminum. The cabinet shall be 0.125 in. (3.175 mm) minimum thickness sheet aluminum or 0.25 in. (6.35 mm) minimum thickness die-cast aluminum. The cabinet exterior and interior including shelves shall have a sandblasted, roughened, or chemically etched finish that reduces gloss, reflection, and glare. The main cabinet door shall use a Corbin Lock No. 2 and each cabinet shall be furnished with two No. 2 keys. The lock shall open in a counterclockwise motion only. The door shall be capable of being opened and stopped in at least the following two ranges of degree opening as measured from the face of the cabinet door on the hinged side: 80 to 100°, and 170 to 190°. The door shall be hinged on the right side of the cabinet. The main door and the police panel door shall close against a weatherproof and dustproof gasket seal, which shall be permanently bonded to the cabinet. A standard police panel key shall be provided with each cabinet. A rain channel shall be incorporated into the design of the main door panel to prevent liquids from entering the enclosure. A 1.5 in. (38 mm) deep drawer shall be provided in the cabinet, mounted directly beneath the controller support shelf. The drawer shall have a hinged top cover and shall be capable of accommodating one complete set of cabinet prints and manuals. This drawer shall support 50 lb (23 kg) in weight when fully extended. The drawer shall open and close smoothly. Drawer dimensions shall make maximum use of available depth offered by the controller shelf and be a minimum of 24 in. (610 mm) wide. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 b. Switches, Auxiliary, and Environmental Feature Requirements The cabinet shall have a police door and a police control panel within the main door. The police panel shall have two different switches, one switch for field indication cutoff and one switch to transfer between automatic signal control and flashing operation. The switches shall be protected from water when the cabinet door is open. A test switch panel shall be mounted on the inside of the main door. The test switch panel shall include, as a minimum, the following switches. An Auto/Flash Switch shall be installed so that when in the flash position, power shall be maintained to the controller and the intersection shall be placed in flash. A Stop Time Switch shall be installed so that when in the ‘On’ position the controller shall be stop timed in the current interval. A Controller Equipment Power On/Off Switch shall be installed which shall control AC power to the CU, MMU, and cabinet power supply. All switches mounted on the switch panel on the inside of the main door shall have in place a mechanism to prevent accidental activation of the switch. “Locking bat” type switches or side switch guards are acceptable. Switch guards, if used, shall be in place for each switch, shall be made of the same material as the cabinet, and shall permit the operation of the switch without the use of tools. All switch functions shall be permanently and clearly labeled. Hand written labeling will not be permitted. The cabinet shall include all required wiring, connectors and adapters to provide full compatibility and interchangeability with either a TS2 type A1 or type A2 controller. The cabinet shall contain one duplex convenience outlet and a lamp receptacle that is actuated and turns on when the door is open and goes off upon closing of the door and an internal ON/OFF switch which can override the preceding. The convenience outlet shall be duplex, three-prong, NEMA Type 5-15R grounding outlet in accordance with NEMA WD-6, with ground-fault circuit interruption as defined by the National Electric Code. These units shall be protected with a 15-amp cartridge fuse wired ahead of the multi-breakers. The cabinet shall contain a thermostatically controlled ventilating fan and a vent with a commercially classified uniform 1 in. (25 mm) thick filter. The thermostat shall be manually adjustable from 90 to 115°F (33 to 45°C). The fan shall be mounted internally at the top and toward the front of the cabinet to exhaust out the front top lip of the cabinet. The fan shall be rated at a minimum of 100 ft3 (3 m3) per minute as designated by NEMA TS2, Section 7.9.1. The thermostat shall be located within 6 in. (150 mm) of the fan. The filter size will be according to the provisions for the type of cabinet as stated in NEMA TS2, Section 7.9.2.3 and shall be a replaceable pleated air filter with a Minimum Efficiency Reporting Value (MERV) rating of 5 or higher as defined by the ASHRAE 52.2-1999 specification. The cabinet ventilation shall be in accordance with NEMA TS2-7.9. Each inductive device, including the fan, shall have a separate power surge protection. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 Master cabinets shall have an additional duplex, three-prong, NEMA Type 5-15R grounding outlet. Master cabinets shall have a separate power interrupt switch controlling the master CU power supply. 2. Load Switch and Flasher Requirements The cabinet shall contain a jack mounted type 3 solid state non-repairable flasher in accordance with NEMA Standards TS2-6.3 electrical and physical dimensions. The pedestrian load switch and the signal load switch shall be an approved unit meeting all electrical and physical dimension requirements in accordance with NEMA TS2-6. The load switch shall not use a printed circuit board to transmit the 115 volts AC line input or signal buss output. Each load switch shall offer three indicators, one for each circuit indicating the status of the input to the load switch. The load switch signal outputs shall be brought to a separate terminal strip for hook-up of the signal displays. Load switches inputs shall be capable of being programmed for flash, overlap, vehicular, or pedestrian phases with the use of a standard slotted or phillips screwdriver via the cabinet terminal strip. The load switch input programming of the TS2 Type A1 CA shall be accomplished through front panel data entry of a TS2 Type A1 or a TS2 Type A2 CU. 3. Terminal and Facilities Requirements a. General Requirements The TF layout shall be in accordance with NEMA TS2-5.2.7. The cabinet shall contain a main TF panel complying with NEMA TS2 section 5 standards. The model number of the main panel shall be permanently applied to the front of the panel, where it is easily readable, without removing or disconnecting the panel. Each controller input and output circuit shall terminate on the main TF panel or on a supplementary panel. The phase arrangement of the controller shall coincide with the channel arrangement of the load switches and MMU. All outputs on channels 9 through 12 field connections shall have a 1-microfarad capacitor placed at each output terminal on the front of the TF panel. All TFs within the cabinet shall be readily accessible for field connection without removing the controller or associated equipment and for maintenance in the cabinet. All stranded wiring shall be tinned. A 24 volt relay shall be used on the TF to remove 24 volt DC from the common side of the load switches, effectively taking the mercury relay out of the circuit when the signal is put in mechanical flash. The TF panel shall be hinged at the bottom and capable of swinging down, to allow accessibility of the wiring and terminals at the rear of the panel. The backpanel shall be attached to the cabinet such that access to the backside of the backpanel, for maintenance purposes, shall be accomplished without the use of special tools or removal of auxiliary panels, shelving, or other cabinet appurtenances. A bracket extending at least half the length of the NEMA load switch shall support all load switches. Terminals shall be consecutively numbered on both sides of the TF panel and shall be in compliance with the appropriate schematic diagrams. All positions for load switches, flasher, and mechanical relays shall have reference designators on both sides of the TF panel. All nomenclature shall be on or adjacent to the component or terminal. All nomenclature shall be machine produced and not handwritten. Cabinet prints shall identify the function of each terminal position. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 CU and MMU harness cables shall be of sufficient length to allow units to be placed on either shelf or on top of the cabinet while remaining in operational mode. RS-485 Port –1 communications cable shall also be of sufficient length to allow any Port 1 cable to be utilized with any TS2 unit within the CA. The RS-485 harness shall be constructed of a high quality shielded communications cable. The TF panel shall contain a Resistor/Capacitor Network Circuit which will provide an external restart pulse to initiate the startup sequence upon initialization from flash. Remote flashing shall be provided for all signal circuits. Unless otherwise indicated on the plans, phases 2 and 6 shall be wired to flash yellow. All other phases shall be wired to flash red. Flashing for signal circuits shall be activated on one circuit for odd numbered phases and on the other circuit for even numbered phases. b. Power Panel Requirements A transparent plexiglass cover shall be provided over the CA power supply panel. The cover shall leave the switches on the breakers exposed as well as leave access to terminals at the bottom of the panel for wiring purposes. No terminals on the power panel shall have silicon protectant on them in lieu of the plexiglass cover. The panel shall contain a multi-breaker with one 10-ampere circuit breaker to provide overload protection to the CU, MMU, BIU, +12/24 VDC cabinet power supply, and detection devices. It shall also contain one main circuit breaker of 35 or 40 ampere, to provide over-load protection to the signal and flash buss load. All breakers shall have line and load terminals clearly labeled. The signal bus shall be connected to the incoming AC line through a mercury contact switch or a solid state control device functionally equivalent to the NEMA 5.4.2.3 specified contact switch. The terminals for AC + and - input to the cabinet shall be capable of accepting a No. 6 wire. With the CA 10 ampere and Main 35-40 ampere circuit breakers off (tripped), all units inside the cabinet and the intersection display shall be off. With the 10-amp breaker on and main 35-40 ampere circuit breaker off, the signal output shall be off and the major units within the cabinet shall function. With the 10-amp breaker off and main 35-40 ampere circuit breaker on, the intersection shall be in flash mode and all units within the cabinet will be off. The cabinet shall contain a surge suppressor. The surge suppressor shall be wired behind the multi-breaker, in parallel with the 35-40 amp main signal buss circuit breaker and in series with the 10- amp circuit breaker for the solid state equipment. The surge suppressor shall have a maximum clamp voltage of 350 volts at a peak current of 20,000 amps for a minimum of 20 occurrences. The surge suppressor shall operate between -30 to 165°F (-34 to 74°C). The dimensions of the unit shall not exceed 3.25 in. (80 mm) wide by 6 in. (150 mm) long by 2.5 in. (64 mm) deep. 4. MMU Requirements The cabinet shall contain a MMU and shall be in accordance with the standards of NEMA TS2-Section 4. The MMU shall be wired to monitor each load switch output. 5. BIU Requirements All BIU’s shall be in accordance with NEMA TS2 1998, Section 8. Edge mounted printed circuit boards and rack cards shall not have jumper wire modifications unless the jumper wires are permanently bonded to the PCB over its entire length. BIU’s shall be supplied with each cabinet to allow for maximum phase and function utilization for which the cabinet is designed. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 6. Loop Amplifier Units and Rack Requirements a) Loop amplifier units shall be in accordance with NEMA TS2-Section 6 and shall follow type C, 2 channel with delay and extend, as stated in NEMA TS2-6.5.2.2.1. In addition, loop amplifiers shall have an LCD display or a RS-232 serial data connection and software interface capable of displaying loop status including but not limited to operating frequency and -ΔL/L, diagnostics, and all amplifier settings and operating parameters. All amplifiers designated for counting shall be two channel counting amplifiers and shall additionally transmit channel 1 & 2 count pulses on the edge connection assigned to channels 3 & 4 respectively. The status output of each active counting channel (3 and/or 4) shall be set to logic ground by software configuration within the amplifier or externally by use of jumper card in the adjacent slot. Also, counting amplifiers shall be configured with count outputs mapped to and recorded in the CU detector logs, and shall be approved by the Department for counting purposes. Edge mounted printed circuit boards and rack cards shall not have jumper wire modifications unless the jumper wires are permanently bonded to the PCB over its entire length. b) All size 5 (M) & size 6 (P-1) cabinets shall incorporate a 16 channel detector rack, configuration #2, as per NEMA TS2-5.3.4 and shall allow operation of a two channel detector in each slot and the capability of operation of a four channel detector in each even-numbered slot. All size 3 (G) cabinets shall incorporate an 8 channel detector rack, configuration #1, as per NEMA TS2-5.3.4. The detector lead-ins, loop panel and detector rack shall be labeled according to the loop tagging procedure. 7. Cabinet Power Supply Requirements The TS2 cabinet power supply shall adhere to the guidelines of NEMA TS2-5.3.5. The power supply shall be encased on all sides so that no circuitry is exposed to the user. (g) Cabinets 1. Size 3 (G) Cabinet The size 3 (G) cabinet shall be pedestal-mounted or pole-mounted. As per NEMA TS2-5.3, the TS2 Type-1 G cabinet, at minimum, shall house an 8- load switch bay (configuration 2) terminal and facilities panel and shall have one adjustable shelf located 12 in. (305 mm) below the top of the cabinet. The bottom of the cabinet shall be reinforced to ensure a secure pedestal mounting. The G cabinet shall have dimensions of 25 in. (635 mm) wide, 38 in. (965 mm) high, 18 in. (460 mm) deep with a tolerance of + 4 in. (100 mm) in any or all dimensions. A cabinet slipfitter shall be used to attach the cabinet to the pedestal. The slipfitter shall fit a 4 1/2 in. (114 mm) outside diameter pipe and shall have a minimum of three set screws equally spaced around the slipfitter. A vent of adequate size shall be provided. The size of the vent and the filter requirements shall be in accordance with the manufacturer’s recommendations. 2. Size 5 (M) Cabinet TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 As per NEMA TS2-5.3, The TS2 type-1 size 5 (M) cabinet, as a minimum, shall house at minimum an 8- load switch bay (configuration 2) terminal and facilities panel and shall have two adjustable shelves with the first shelf located 15 in. (380 mm) below the top of the cabinet and the second located 7 in. (180 mm) below the first shelf. The M cabinet shall be ground-mounted on a concrete foundation at locations and dimensions as shown on the plans. The M cabinet shall have dimensions of 30 in. (760 mm) wide, 48 in. (1220 mm) high, and 16 in. (410 mm) deep with a tolerance of ± 2 in. (± 50 mm) in any or all dimensions. Anchor bolts shall be steel in accordance with ASTM A 36 (ASTM A 36M). Diameter of the bolt shall be 1/2 in. (13 mm) or 5/8 in. (16 mm) and the minimum length shall be 15 in. (380 mm) plus a 3 in. (75 mm) right angle hook on the unthreaded end. The top 6 in. (150 mm) of the bolt shall be threaded with 13 NC threads on 1/2 in. (13 mm) bolts and 11 NC threads on 5/8 in. (16 mm) bolts. The hexagon nut, the flat washer, and the threaded end of the bolt shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and in accordance with the coating thickness, adherence, and quality requirements of ASTM A 153, class C. 3. Size 6 (P-1) Cabinet The Size 6 (P-1) cabinet shall be ground mounted on a concrete foundation at locations and dimensions as shown on the plans with anchor bolts in accordance with 922.02(g)2. As per NEMA TS2- 5.3, The TS2 type 1 P cabinet, at minimum, shall house a 12 load switch bay (configuration 3) terminal and facilities panel and shall have two adjustable shelves with the first shelf located 20 in. (510 mm) below the top of the cabinet and the second located 7 in. (180 mm) below the first shelf. The cabinet shall be 44 in. (1120 mm) wide, 52 in. (1320 mm) high, and 24 in. (610 mm) deep with a tolerance of ± 3 in. (± 75 mm) in any or all dimensions. Maximum exterior dimensions shall be 47 in. (1195 mm) wide, 63 in. (1600 mm) high, and 34 in. (860 mm) deep. 922.03 Signal Head Components The components shall be in accordance with the Institute of Transportation Engineers for Adjustable Face Vehicular Traffic Control Signal Heads. All new traffic signal and flasher installations that include new indications shall be fitted with LED (Light Emitting Diode) modules. All LED indications shall be selected from the Department’s list of approved Traffic Signal Control Equipment. (a) General The signal faces shall be sectional in construction, requiring one section for each lens and furnished in the nominal size of 12 in. (305 mm). Each section of a face shall have a rectangular silhouette when viewed from the front or the rear. (b) Housing, Door, and Visor The top and bottom of each housing shall have an integral locking ring with 72 serrations to permit rotation of the signal housing in 5 degree increments. Hub openings in the top and bottom of the signal housing shall accommodate standard 1 1/2 in. (38 mm) bracket arms. The thickness of the hub at the top and bottom of the housing shall be a maximum of 1 in. (25 mm) and a minimum of 3/8 in. (10 mm). The TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 12 in. (305 mm) door shall have two simple locking devices. The door on the hinged side shall be attached with hinge pins. Each lens shall have the standard cap type visor. All screws, latching bolts, locking devices, and hinge pins shall be stainless steel. (c) LED Traffic Signal Indicator All LED indications shall be selected from the Department’s list of approved Traffic Signal Control Equipment. All LED indications shall have a permanent indelible sticker affixed to the back of the module indicating month and year of initial installation. lens. (d) Wiring The field wiring leads shall be terminated with screw spade lug type connectors.The LED module wiring leads shall be terminated with ¼ inch female type connectors for ease of connection to the terminal block. (e) Section Coupling Any method to connect two or more sections together may be used, if the following requirements are met: 1. Two or more sections, when jointed together, shall maintain structural integrity when loaded to Institute of Transportation Engineers Standards. 2. The opening between joined sections shall accommodate two 1/2 in. (13 mm) cables. 3. The maximum length of bolts used to connect sections together shall be 4 in. (100 mm). Nuts, bolts, and lock washers shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and be in accordance with the coating thickness, adherence, and quality requirements of ASTM A 153, class C. (f) Terminal Block The yellow section of the 3-section or 2-section signal head and each 1-section signal head shall be equipped with a 5 position terminal block for termination of field wiring. Each section shall have provisions for two 5 position terminal blocks. Each terminal screw shall have a 1/4 inch corresponding spade tab. The terminal block shall have a minimum spacing between screw connections of 1/2 in. (13 mm). The height of the insulating ridge between screw connections shall be a minimum of 19/32 in. (15 mm) from the base of the terminal blocks. (g) Material Requirements 1. Polycarbonate Signal Head TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 The housing, door, and visor of the section shall be made of ultraviolet and heat stabilized polycarbonate. The color shall be permanently molded into the components except the inside surface of the visor shall be painted non-reflecting flat black. The color shall be yellow in accordance with 909.02(b)4. 2. Die-Cast Aluminum Signal Head The housing, door, and visor of the section shall be made of a die-cast, corrosion resistant, copper free, non-ferrous metal which shall be in accordance with ASTM B 85. All surfaces of the housing, doors, and visor shall receive a prime coat of zinc chromate paint in accordance with 909.02(a) or shall be anodized with a chromate aluminum oxide coating process. The finish shall be highway yellow enamel, two coats, oven baked and in accordance with 909.02(b) except the inside surface of the visor shall be painted non-reflecting flat black. (h) Certification A material certification shall accompany each order certifying that a signal head from a normal production run within the past 12 months, passed the Institute of Transportation Engineers criteria for breaking strength and deflection. Deflection testing is not required in the certification for polycarbonate signal heads. 922.04 Pedestrian Signal Head A pedestrian signal shall be one section and rectangular in shape. The dimensions of each side may vary from 18 to 19 in. (460 to 485 mm), including the visor and the hinges. The signal shall contain two figures with two different colored messages. The left figure shall transmit an upraised hand symbol message, and the right figure shall transmit a walking person symbol message. All new installations including new pedestrian indications shall use Light Emitting Diodes. All pedestrian LED indications shall be selected from the Department’s list of approved Traffic Signal Control Equipment. The pedestrian signal shall be in accordance with the standard of the Institute of Transportation Engineers for Pedestrian Traffic Control Signal Indications. (a) Housing, Door, and Visor The housing shall be equipped with mounting device hardware, such as clamshell, and round openings at top and bottom for mounting with brackets made of iron pipe standard, to fit the 1 1/2 in. (38 mm) pipe. The openings shall have a common vertical centerline through the housing to permit 360° rotation after it is mounted. The openings shall have a serrated ring which permits locking of the housing in 5° increments throughout the entire 360° of rotation. The brackets or the clamshell shall serve as the electrical conduit for the pedestrian signal. The housing shall be made of die-cast, corrosion resistant, copper free, non-ferrous metal which shall be in accordance with ASTM B 85. The door on the front of the housing may be hinged from any side. The door shall be gasketed to maintain a weather-tight enclosure when secured to the housing. The door and the visor shall be made of the same material as the housing or of polycarbonate. All materials shall be clean, smooth, and free from flaws, cracks, blowholes, or other imperfections. Each signal shall be provided with a visor. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 The exterior of the housing shall be Federal yellow in color. The polycarbonate components shall be black in color, impregnated throughout. The metal components shall be painted with enamel in accordance with 909.02(c). (b) Optical Unit The optical unit shall consist of the redirecting lens, the lamp, a reflector, a filter, and other optical elements necessary for proper operation. The optical unit shall be designed to minimize the return of the outside light rays entering the unit, such as sun phantom. The optical unit shall be designed and assembled so that no light escapes from one message unit to the other. The values of luminous transmission for pedestrian signal lenses and the limits of chromaticity for pedestrian signal colors shall be in accordance with the standard of the Institute of Transportation Engineers for Pedestrian Traffic Control Signal Indications. (c) Lens The lens shall be made of plastic. The lens shall be in accordance with ASTM D 788, grade 8; ASTM D 702, grade 3; or ASTM D 3935. However, the index of refraction shall be between 1.48 and 1.53. As required by the type of pedestrian signal, the lens shall be uniformly clear or colored throughout the body of the material, true to size and form, and free from any streaks, wrinkles, chips, or bubbles. (d) Message When illuminated, the upraised hand symbol shall be in Portland Orange on the left surface of the signal indications. The walking person symbol shall appear in white on the right surface of the signal indication when illuminated. The upraised hand and walking person symbols shall each be a minimum of 11 in. (280 mm) in height. The width of the upraised hand symbol shall be a minimum of 7 in. (178 mm). The width of the walking person symbol shall be a minimum of 6 in. (150 mm). Message configuration, color, and size shall be in accordance with the standard of the Institute of Traffic Engineers for Pedestrian Traffic Control Signal Indications. Each pedestrian signal shall be completely wired internally, and ready for connection of the field wiring. A suitable terminal block for connection of the internal wiring and the incoming field wires to the pedestrian signal head shall be provided in the signal housing. The light source shall be designed and constructed so that if an electrical or mechanical failure occurs, the upraised hand and walking person symbols shall also remain dark. 922.05 Signal Bulbs All new traffic signal and flasher installations that include new indications shall be fitted with LEDs in accordance with 922.03. The minimum design requirements for replacement light bulbs to be used in a traffic signal face shall be in accordance with the Institute of Transportation Engineers standard for traffic signal bulbs and as follows: (a) Incandescent Bulbs TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 1. Bulbs shall be 67 watt, 116 watt, or 150 watt for different kinds of indications, as specified below. INDICATION WATTAGE 9 in. (230 mm) pedestrian 67 12 in. (305 mm) and 18 in. (455 mm) pedestrian 116 8 in. (200 mm) red, yellow and green 67 12 in. (305 mm) red 150 12 in. (305 mm) yellow and green 116 12 in. (305 mm) yellow and green arrows 150 optically programmed heads 150 All bulbs shall have medium size, brass bases. 2. Bulbs shall be designed for use in a horizontal position or a base-down position. 3. The light center length shall be 2 7/16 in. (62 mm) for 67 watt bulbs and 3 in. (75 mm) for 116 watt and 150 watt bulbs. 4. The filament shall be C9 design with a minimum of seven supports. The 2 voltage supply leads may be counted as two of the seven supports. 5. The maximum, overall bulb length for 67 watt and 116 watt bulbs shall be 4 3/8 in. (110 mm) and for 150 watt bulbs shall be 4 3/4 in. (120 mm). 6. All bulbs shall be clear and shall be 130 volt. 7. The 150 watt bulb shall be P25 or A21 size and shape. 8. The 67 watt and 116 watt bulbs shall be A21 size and shape. 9. All bulbs shall have 6000 h minimum burning life. 922.06 Disconnect Hanger Junction Box Traffic signal disconnect hanger junction boxes shall consist of a span hanger, a balance adjuster, a disconnect hanger clevis, and a housing with a hinged door with a positive latching device. The span hanger, balance adjuster, and all related hardware shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to the coating thickness, adherence, and quality requirements of ASTM A 153. The housing shall be made of a die-cast, corrosion resistant, copper free, non-ferrous metal which shall be in accordance with ASTM B 85. The balance adjuster fitting shall be made of ferrous or non-ferrous metal. When made of ferrous metal it shall be galvanized in accordance with the requirements for the components and related hardware as set out above. The disconnect hanger shall be designed so that the maximum allowable space or play between the span hanger and the eye-bolt of the balance adjuster and between the balance adjuster and the disconnect hanger clevis, at points where they are attached to each other by rivet pins or hex head bolts and nuts with lock washers, shall be 0.062 in. (1.6 mm). The span hanger bolt where the eye-bolt or the balance adjuster is attached shall be 5/8 in. (16 mm) diameter. When serrated locking rings are not integrally cast in the components, the component and locking ring shall be designed so that when the locking ring is placed flush against the component, the TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 component and locking ring shall not rotate or slide when torque is applied. The serrated components shall have 72 serrations to permit rotation of the disconnect hanger clevis, hub plate, or signal head in 5° increments. There shall be no thread in contact with a wearing surface. Locking rings shall have a minimum thickness of 3/16 in. (4.8 mm) and a maximum thickness of 1/4 in. (6.4 mm) from the base of the ring to the serration peaks. The inside diameter shall be 2 in. (50 mm) and the outside diameter shall be 2 7/8 in. (73 mm). The terminal block shall have an 18 point terminal block permanently engraved or etched with sequential numbers indicating the circuits. The terminal block shall not have a method of connection which allows a screw point to damage wires when the wires are securely connected. Each point of connection shall accommodate a minimum of four No. 14 gauge (2.0 mm) wires. The disconnect hanger shall have two side entrance holes on opposite sides capable of receiving a 1 1/2 in. (38 mm) plastic or rubber insert to reduce water infiltration. It shall be capable of supporting signal faces in the ambient temperature range of -35 to 120°F (-35 to 49°C) without failure. The balance adjuster shall have hex head bolts, lock washers, and nuts for securing the main body of the balance adjuster firmly onto and around the eye-bolt to prevent any twisting or turning of the head suspended below it. The span hanger shall have two J-bolts, lock washers, and hex head nuts adequate in size to securely fasten the hanger to a messenger cable up to 1/2 in. (13 mm) in diameter. A type C certification in accordance with 916 shall be provided. 922.07 Free Swinging Signal Support Assemblies The maximum allowable space or play between the hanger assembly and the eyebolt of the balance adjuster and between the balance adjuster and the weatherhead clevis, at points where they are attached to each other by rivet pins or hex head bolts and nuts with lock washers, shall be 0.062 in. (1.6 mm). No bushings or shims will be allowed in this assembly. The balance adjuster shall consist of a hex head bolt, a lock washer, and nuts for securing the main body of the balance adjuster onto and around the threads of the eye-bolt to prevent any twisting or turning of the adjuster. The span hanger, balance adjuster, weatherhead, and all related hardware shall be made of a non-corrosive metal or shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to the coating thickness, adherence, and quality requirements of ASTM A 153. The weatherhead shall have a minimum of 2 1/2 in. (64 mm) of exposed threads. The weatherhead shall have two set screws to fasten the nipple to the weatherhead. If the weatherhead and threaded pipe has a slipin connection, the locking device shall be a double nut assembly. If the weatherhead and threaded pipe has a screw-in connection, the locking device shall be a double set screw assembly. The span hanger shall be furnished with two each of J-bolts, lock washers, and hex head nuts. The J-bolt shall be a minimum of 1/4 in. (6.4 mm) diameter and shall have sufficient threads to be able to secure the hanger to a 1/4 in. (6.4 mm) or a 1/2 in. (13 mm) messenger cable. The multiple pipe arm assembly shall consist of a span hanger assembly, a balance adjuster, a signal weatherhead, a 2, 3, or 4 TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 way pipe arm, 1 1/2 in. (38 mm) pipe, a lower arm assembly, and all related hardware necessary for a complete assembly. The 2, 3, or 4 way pipe arms shall have a minimum of 2 in. (50 mm) of exposed thread. Each arm of the pipe arm shall be furnished with two 72 serration locking rings. One locking ring shall have a 3 in. (75 mm) outside diameter and one locking ring shall have a 2 3/8 in. (60 mm) outside diameter. ASSEMBLY MAXIMUM ALLOWABLE WEIGHT 2 Way 19 lbs (8.6 kg) 3 Way 25 lbs (11.3 kg) 4 Way 28 lbs (12.7 kg) 922.08 Mid-Mast Arm Mount Signal Bracket The bracket shall permit the following 4 adjustments: (a) rotational adjustment about bracket axis; (b) vertical adjustment; (c) rotational adjustment about mast arm; and (d) rotational adjustment right and left from vertical plane The bracket shall be fastened to the supporting arm or structure with stainless steel bands. The bracket shall adjust to fit all sizes of round, octagonal, elliptical, or other shape structure without special tools or equipment. The bracket shall attach to the signal by clamping the signal head both top and bottom and shall be designed to accommodate the specified signal configuration. Each bracket shall be complete with all necessary hardware to attach the traffic signal to the bracket and the bracket to the support. All electrical wiring shall be concealed within the bracket, except that which runs from the bracket to the mast arm. Upper and lower arms shall be cast from aluminum in accordance with ASTM B 26 (ASTM B 26M), alloy 713.0-T5 or 356.0-T6. The vertical support tube shall be extruded from aluminum in accordance with to ASTM B 241 (ASTM B 241M), alloy 6063-T6 or 6061-T6, and the strapping to attach the bracket to the arm shall be stainless steel. All steel or malleable iron parts shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to the coating thickness, adherence, and quality requirements of ASTM A 153, class C. 922.09 Pedestal Poles and Cast Aluminum Pedestal Bases The pedestal base used for mounting pedestrian signal heads or control cabinets shall be in accordance with 922.09(a). The length of the pedestal pole shall be as shown in the plans. (a) Cast Aluminum Pedestal Base TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 A pedestal mounted G cabinet shall have a cast aluminum pedestal base. The cabinet and pedestal base shall be ground mounted on a concrete type A foundation at locations and dimensions as shown on the plans. The cast aluminum base shall be made of aluminum in accordance with ASTM B 179, alloy ANSI 319.1 or 319.2, or in accordance with ASTM B 26 (ASTM B 26M), alloy ANSI 356.0-T6. The square base shall include an access door and anchor bolts with nuts and washers. The base shall be 13 3/8 in. (8630 mm) square and 15 in. (380 mm) in height ± 1/4 in. (± 6 mm). The weight shall be 22 lbs ± 5% (10.0 kg ± 2.2 kg). The base shall be designed to support a 150 lbs (68 kg) axial load and 11 ft2 (1.0 m2) of signal head area rigidly mounted. For design purposes, the distance from the bottom of the base to the center of the signal head area is 18 ft (5.5 m). In addition to the dead load, the base shall be designed to withstand wind and ice loads on the specified signal head area and on all surfaces of the support, in accordance with the AASHTO Standard Specification for Structural Supports for Highway Signs, Luminaires and Traffic Signals. Wind speeds used for design shall be based on a 10 year mean recurrence interval and a wind drag coefficient of 1.2 or as shown in the plans. The base shall contain an access door, which is 8 in. by 8 1/4 in. ± 1/4 in. (200 mm by 210 mm ± 6 mm) with a stainless steel hex head bolt for attaching the door. The base shall be attached to a foundation by four anchor bolts, with an anchor bolt circle of 12 3/4 in. (324 mm). Slotted lugs shall be integrally cast into the four corners of the base for attachment of the anchor bolts. The anchor bolts shall be steel in accordance to ASTM A 36 (ASTM A 36M). The diameter of the anchor bolt shall be 3/4 in. (19 mm) with a minimum length of 18 in. ± 1/2 in. (460 mm ± 13 mm), plus 2 ½ to 3 in. (64 to 75 mm) right angle hook on the unthreaded end. The top 4 in. (100 mm) of the bolt shall be threaded with 10 NC threads. The threads, plus 3 in. (75 mm), shall be coated after fabrication in accordance with ASTM A 153 or be mechanically galvanized and in accordance with the coating thickness, adherence, and quality requirements of ASTM A 153, class C. Each anchor bolt shall be provided with two hex head nuts in accordance with ASTM A 325 (ASTM A 325M) and three washers. Two of the washers shall have a minimum 2 in. (50 mm) and maximum 2 1/8 in. (54 mm) outside diameter and be in accordance to ANSI B 27, Type B regular series and one shall be a nominal 3/4 in. (19 mm) series W washer, in accordance with ASTM F 436 (ASTM F 436M). The cast aluminum pedestal base shall be in accordance with the dimensions and requirements shown in the plans. The casting shall be true to pattern in form and dimensions; free from pouring faults, sponginess, cracks, and blowholes; and free from other defects in positions affecting the strength and value of the intended use for the casting. The base shall not have sharp unfilleted angles or corners. The surface shall have a workmanlike finish. The door and bolt for the door shall be interchangeable on cast bases from the same manufacturer. (b) Pedestal Pole The top of the base shall accommodate a pole having a 4 1/2 in. (114 mm) outside diameter. The threads inside the top of the base shall be 4 in. (100 mm) national standard pipe threads. The pole shall be either a steel pedestal pole or an aluminum pedestal pole. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 A steel pedestal pole shall be a seamless schedule 40 carbon steel pipe in accordance with ASTM A 53, grade B. The pole shall have an outside diameter of 4 1/2 in. (114 mm). The pole shall weigh approximately 10.8 lbs/ft (16 kg/m). The length of the pole shall be as shown on the plans. The pole shall have full depth national standard pipe threads on one end of the pole. The length of threads shall be 2 1/2 in. (64 mm). The pole shall be galvanized, after threading, in accordance with ASTM A 123. The threads shall be cleaned of all excess galvanizing and protected by a suitable shield. An aluminum pedestal pole shall be in accordance with ASTM B 241 (ASTM B 241M) for seamless aluminum alloy, schedule 40, 6061-T6. The outside diameter of the pole shall be 4 1/2 in. (114 mm). The length of the pole shall be as shown on the plans. The pole shall weigh approximately 3.7 lbs/ft (5.5 kg/m). The pole shall have full depth national standard pipe threads on one end of the pole. The length of threads shall be 2 1/2 in. (64 mm) and protected by a suitable shield. The pole shall have a spun finish. (c) Pole Cap A pole cap shall be supplied for the top of the pole if the pole is used for the mounting of pedestrian signal faces or side mounted signal control cabinets. The pole cap shall be either a cast pole cap of aluminum or a pole cap of spun aluminum. A cast pole cap shall be made of aluminum, in accordance with ASTM B 179, alloy ANSI 319.1 or 319.2. The cap shall fit freely on the 4 1/2 in. (114 mm) outside diameter pole. A set screw using a 3/4 in. (19 mm) No. 12 hex head machine screw shall be supplied to hold the cap on the pole. A standard foundry draft will be allowed on the casting. A pole cap made from spun aluminum shall be in accordance with ASTM B 209 (ASTM B 209M), alloy 1100-0. The cap shall fit tightly when placed on the end of the pole. 922.10 Signal Supports (a) Steel Strain Pole The steel strain pole shall be an anchor base type pole and shall include a handhole and a pole top or cap. The poles shall be furnished in lengths specified. The pole shall have a reinforced handhole within 18 in. (460 mm) of the base. The handhole minimum size shall be 5 in. (130 mm) by 8 in. (200 mm) with a cover and latching device. The pole shall have a top or cap with a set screw that can be removed with small hand tools. The pole material shall be in accordance with ASTM A 595 or A 572 with a minimum yield strength of 50,000 psi (345 kPa). The pole shall be galvanized after fabrication in accordance with ASTM A 123. All hardware, handhole cover and latching device, band type steel polebands, steel bolts, nuts, and washers shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to the coating thickness, adherence, and quality requirements of ASTM A 153, class C. All nuts and bolts, except anchor bolts, shall be in accordance with ASTM A 307. If a cast pole top or cap is used TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 it shall be in accordance with ASTM A 126 and shall be galvanized with a minimum coating of 2 oz/ft2 (0.610 kg/m2). The polebands shall fit the pole as planned. The wire rope shall not be in contact with any 90 degree edges or with any threads on the band. The pole band material shall be in accordance with ASTM A 572, grade 50 (ASTM A 572M, grade 345); ASTM A 606; or ASTM A 36 (ASTM A 36M) with minimum yield of 50,000 psi (345 kPa). The minimum width of the bands shall be 3 in. (75 mm) and the bands shall be capable of supporting the pole design load. Each half of the band shall be stamped with the corresponding size number. All welding shall be in accordance with 711.32. Welds shall generate the full strength of the shaft. Only longitudinal continuous welding shall be permitted on the pole shaft. Contacting joint surfaces shall be thoroughly cleaned before fabrication then completely sealed by means of welding. Shop drawings shall be submitted in accordance with 922.10(c)4j. The pipe coupling for the weatherhead and base plate shall be installed prior to galvanizing. The threads shall be cleaned of all excess galvanizing. An internal J-hook shall be installed near the top of the pole for wire support. The steel strain pole shall be capable of supporting a 8000 lb (35.6 kN) load applied horizontally 18 in. (460 mm) below the top of the pole with a maximum allowable deflection of 0.16 in. (4.1 mm) per 100 lb (445 N) of load. The pole shall be tapered 0.14 in. per foot (12 mm per meter) of length. A one piece base plate shall be secured to the base of the pole and shall develop the full strength of the pole. The base plate material shall be in accordance with ASTM A 36 (ASTM A 36M), A 572 (A 572M), or A 588 (A 588M). The base plate shall have four holes of adequate size to accommodate 2 1/4 in. (57 mm) anchor bolts. The bolt circle shall have a 22 in. (560 mm) diameter and bolt square of 15 1/2 in. (394 mm). Four high strength steel anchor bolts, 2 1/4 in. (57 mm) diameter and 96 in. (2,400 mm) long, including the hook, shall be furnished with each pole. Each bolt shall have two hex nuts and two washers in accordance with ASTM A 307, grade A. The anchor bolt material shall be in accordance with ASTM A 576 or ASTM A 675 (ASTM A 675 M) with a minimum yield strength of 55,000 psi (379 kPa) or ASTM A 36 (ASTM A 36M), special quality, modified to 55,000 psi (379 kPa) or approved equal. The threaded end of the anchor bolt shall have 12 in. (305 mm) of 4 1/2 NC threads and shall be galvanized the length of the threads, plus 3 in. (75 mm). The threaded end shall be coated after fabrication in accordance with ASTM A 153 or be mechanically galvanized and be in accordance with the coating thickness, adherence, and quality requirements of ASTM A 153, class C. The unthreaded end of the anchor bolt shall have a standard L bend for a distance of 9 in. (230 mm) from the centerline of the anchor bolt to the end of the L. In lieu of the standard bend a steel plate 4 1/2 in.2 (2900 mm2) and 1 1/4 in. (32 mm) thick may be welded to the embedded end of the anchor bolt. (b) Wood Strain Pole Wood strain poles shall be made from southern yellow pine and shall be in accordance with the current ANSI Specifications and Dimensions for Wood Poles No. 05.1. They shall be of the length and class specified. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 All poles shall be full length pressure treated by the full cell process in accordance with current specifications as set forth in the AWPA Standards C1 and C4, using preservative as outlined in standard P5 and set forth in 911.02(h). Treatment, handling, and storage methods shall be in accordance with the current AWPA Standards. (c) Signal Cantilever Structures 1. General A signal cantilever structure shall be designed in accordance with AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, except where modified herein. Where the manufacturer has wind tunnel test data, they may use drag coefficients based on actual tests. Otherwise, the manufacturer shall use the drag coefficients in Table 1.2.5c. 2. Signal Support The traffic signal pole and mast arm shall be designed to support the loads in accordance with the plans in a 80 mph (129 km/h) wind with gusts to 104 mph (167 km/h). Loading shall assume die-cast aluminum heads. The traffic signal pole and mast arm shall be designed to provide a 17 ft (5.3 m) minimum clearance at all signals. Clearance shall be the vertical distance from the lowest point of the signal combination to a horizontal plane 3 in. (75 mm) below the base of the mast arm pole or from the lowest point of the signal combination to the pavement surface below the signal combination, whichever governs. Adjustment of the clearance at the installation site shall be by raising or lowering the mast arm along the upper length of the pole. After the pole is anchored to the foundation, the pole design shall permit the mast arm to be rotated 90 degrees in either direction and secured. The cable inlet shall not be obstructed when a field rotation or vertical adjustment of the mast arm is made. There shall be no threads in the wearing surface plane at the point of connection between the clevis clamp and the signal face assembly. The clevis clamp shall have a 11/16 in. (18 mm) diameter bolt hole to receive the signal face assembly. 3. Combination Signal-Luminaire Support All requirements for a signal support shall apply to a combination signal-luminaire support. The minimum design load of the luminaire shall be 53 lbs (24 kg) with a projected surface area subject to wind loading of 2.4 ft2 (0.223 m2). If heavier or larger luminaires are used, their actual values shall be used. The required luminaire mounting height shall be in accordance with the plans. Mounting height shall be defined as the vertical distance from the lowest point of the luminaire to the horizontal plane that passes through the base of the pole. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 The maximum percentage of allowable stress shall be 80% of the AASHTO Standard Specifications for Group I loads. Vibration dampers shall be furnished as recommended by the manufacturer. 4. Pole Requirements a. General The pole shall be a round or multi-sided tapered tube, except the upper 4 to 6 ft (1.2 to 1.8 m) of a signal support pole may be non-tapered. The signal support pole shall have a reinforced handhole 4 in. (100 mm) by 6 in. (150 mm) minimum complete with cover and latching device located 18 in. (460 mm) above the base. A 1/2 in. (13 mm) 13 NC threaded grounding nut or approved equivalent shall be provided and be accessible through the handhole. The pole cap shall be secured in place with setscrews. The combination signal-luminaire pole shall have a reinforced handhole 4 in. (100 mm) by 8 in. (200 mm) minimum complete with cover and latching device, located 18 in. (460 mm) above the base. The combination signal-luminaire pole shall be provided with a removable pole cap and integral wire support hook for the luminaire electrical cable. The cable shall be attached to the hook by a service drop clamp. A wiring hole with a 1 in. (25 mm) to 1 1/2 in. (38 mm) inside diameter grommet shall be provided where the luminaire mast arm attaches to the pole. b. Deflection The maximum allowable horizontal deflection of the pole under maximum loading conditions shall not exceed a deflection angle of 1° 10' from the vertical axis of the pole for any 1 ft (305 mm) section of the pole along the entire length of the pole. c. Materials The signal pole and the combination signal-luminaire pole shall be steel or aluminum. Steel poles shall be in accordance with ASTM A 595 or A 572 with a minimum yield strength of 50,000 lbs (345 kPa) and shall be galvanized in accordance with ASTM A 123. Aluminum poles shall be in accordance with ASTM B 221 (ASTM B 221M) alloy 6063-T6 or 6005-T5, or ASTM B 241 (ASTM B 241M), alloy 6063-T6. d. Hardware All hardware for steel poles except bolts for the mast arm clamps and anchor bolts shall be in accordance with ASTM A 307 and shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to coating thickness, adherence, and quality requirements of ASTM A 153, class C. A cast pole cap shall be in accordance with ASTM A 126 and shall be galvanized with a minimum coating of 2 oz/ft2 (0.610 kg/m2). All hardware for aluminum poles shall be stainless steel in accordance with ASTM A 276, type 304 or type 305. e. Anchor Base A one piece anchor base shall be secured to the lower end of the pole and shall develop the full strength of the pole. The base shall be provided with 4 holes of adequate size to accommodate 1 1/4 in. (32 mm) anchor bolts equally spaced on a bolt circle of 15 in. (380 mm) diameter and shall have four tapped holes for attaching the bolt covers. Four removable bolt covers shall be provided with each base TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 and each cover shall attach to the upright portion of the body of the base by means of one hex head cap screw. The steel for the anchor base shall be in accordance with ASTM A 36 (ASTM A 36M), A 572 (A 572 M), or A 588 (ASTM A 588 M). Aluminum for the anchor base shall be in accordance with ASTM B 26, alloy 356.0-T6 or 356.0-T7 or ASTM B 209, alloy 6061-T6. f. Arm Requirements (1) Signal Cantilever Arm A signal cantilever arm shall be attached to the pole by circular clamps. One-half of the clamp shall be welded to the cantilever arm. The single member arm or the upper tapered member of the truss style arm shall have a cable inlet adjacent to the clamp complete with grommet. The cable inlet shall be a 1 3/4 in. (44 mm) diameter hole with a 1 1/2 in. (38 mm) inside diameter rubber grommet. The 20, 25, and 30 ft (6.1, 7.6 and 9.2 m) cantilever arms shall have one intermediate cable inlet with grommet located 12 ft (3.7 m) from the free end of the arm. The 35 and 40 ft (10.7 and 12.2 m) cantilever arm shall have two intermediate cable inlets with grommets located 12 ft (3.6 m) and 24 ft (7.3 m) respectively from the free end of the arm. The intermediate cable inlet shall be 1 in. (25 mm) diameter hole with 3/4 in. (19 mm) inside diameter rubber grommet. The maximum rise of the single member arm shall be 1/2 in. (13 mm) per 1 ft (305 mm) of arm after loading. The maximum rise of the truss style arm shall be as set out in the table. The rise shall be measured vertically from the centerline of the free end of the truss to a plane through the centerline of the upper arm bracket after loading. Mast Arm Length ft (m) Total Rise ft - in. (m) Tolerance in. (mm) 12 – 20 (3.7 - 6.1) 4-0 (1.2) ±1 (±25) 25 (7.6) 4-3 (1.3) ±1 (±25) 30 – 40 (9.2 - 12.2) 4-7 (1.4) ±1 (±25) The end signals on the truss style arms shall be suspended and the intermediate signals shall be rigidly attached. All signals on the single member arms shall be rigidly attached as shown on the plans. The cantilever arms shall be used as an enclosed raceway for wiring and shall be free of burrs and rough edges. Both parts of the clamp for the single member arms shall be stamped with the arm length prior to galvanizing. (2) Luminaire Mast Arm for Combination Support The luminaire mast arm shall be in accordance with 922.01(a)1. (3) Materials The signal cantilever arm shall be of the same material as the pole. The luminaire mast arm shall be of the same material as the pole except that a truss type arm shall be in accordance with 922.01(a). Bolts for the mast arm clamp shall be stainless steel in accordance with ASTM A 276, type 304 or 305. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 g. Anchor Bolts Four steel anchor bolts, each fitted with two hex nuts and two flat washers, shall be furnished with each pole. The anchor bolt shall be 1 1/4 in. (32 mm) in diameter with a minimum of 10 in. (254 mm) of 7 NC threads on the upper end. The threads, nuts, and washers shall be galvanized in accordance with ASTM A 153 or be mechanically galvanized and conform to the coating thickness, adherence, and quality requirements of ASTM A 153, class C. The anchor bolt shall be 48 in. (1220 mm) long with a 4 in. (100 mm) right angle bend on the lower end or a square steel washer, 6 in. by 6 in. by 1/2 in. (150 mm by 150 mm by 13 mm), with a hex nut welded onto the lower end. The steel for the bolt shall be in accordance with ASTM A 576 or ASTM A 675 (ASTM A 675M), with a minimum yield strength of 55,000 psi (379 kPa), or ASTM A 36 (ASTM A 36M), special quality, modified to 55,000 psi (379 kPa) or approved equal. h. Finish All steel material shall be fully galvanized. Galvanizing shall take place after all welding is accomplished. Aluminum poles shall be provided with a satin finish accomplished by mechanical rotary grinding and aluminum mast arms shall be provided with a satin etched finish. i. Certification Unless otherwise specified, all materials covered herein shall be covered by a type C certification in accordance with 916. j. Shop Drawings Five sets of shop drawings and a set of design calculations shall be submitted to the Design Division for approval. A copy of the transmittal letter shall be sent to the Engineer. The approved drawings will be distributed by the Design Division. k. Downguys, Anchors, Rods, and Guards Pole anchors shall be 8 way expanding with a minimum area of 135 in.2 (87 100 mm2) when expanded or a 10 in. (250 mm) diameter screw anchor. They shall have a minimum holding strength of 10,000 lb (44.5 kN). They shall be painted and in accordance with ASTM A 569 (ASTM A 569M). Anchor rods for expanded anchors shall be 3/4 in. (19 mm) diameter steel and for screw anchors shall be 1 1/4 in. (32 mm) diameter steel, 8 ft (2.4 m) long, in accordance with ASTM A 659 (ASTM A 659M), and be galvanized in accordance with ASTM A 153. Guy guards shall be made of 18 gauge galvanized steel, polyethylene, polyvinylchloride, or melamine phenolic, and shall be 7 ft (2.1 m) long. The steel guy guard shall have a tight gripping, non- scarring hook for quick attachment to the guy wire. The bottom shall have a clamp that fits over the anchor rod and securely grips by tightening the bolt. Steel guy guards shall be in accordance with ASTM A 659 (ASTM A 659M). The nonmetallic guy guard shall be a helical pigtail which shall resist upward movement, a lock strap to secure the lower end, and a guy guard sleeve. Non-metallic guy guards shall be gray or yellow. l. Messenger Cable Messenger cable shall be zinc-coated steel wire strand, contain seven wires, and have a nominal diameter of 3/8 in. (10 mm). The cable shall be in accordance with ASTM A 475, Siemens-Martin Grade. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 m. Span, Catenary, and Downguy Cable Span, catenary, and downguy cable, shall be aircraft cable for non-aircraft use, and shall be 3/8 in. (10 mm) nominal diameter, made of stainless steel wire, and consist of seven, 19 wire flexible steel strands. The 3/8 in. (10 mm) cable shall have a minimum breaking strength of 12,000 lb (53.4 kN). It shall be in accordance with Military Specifications MIL-W-83420D. n. Tether and Support Cable Tether and support cable shall be aircraft cable, for non-aircraft use, and shall be 3/16 in. (5 mm) nominal diameter, made of stainless steel wire, and consist of seven, 7-wire flexible steel strands. The 3/16 in. (5 mm) cable shall have a minimum breaking strength of 3700 lbs (16.5 kN). It shall be in accordance with Military Specifications MIL-83420D. o. Cable Hardware (1) Messenger Hangers Messenger hangers shall be either a three bolt clamp or a 3/8 in. (10 mm) by 1 3/4 in. (44 mm) steel hanger with a 90 degree bend extending from the pole 3 3/4 in. (95 mm). The hanger shall have a curved groove and clamp capable of receiving a 5/16 in. to 1/2 in. (8 mm to 13 mm) cable. The messenger shall be clamped by two 1/2 in. (13 mm) high carbon steel bolts. The angle hanger shall be mounted with a 5/8 in. (16 mm) through bolt and a 1/2 in. (13 mm) lag screw. The three bolt clamp shall be mounted with a 5/8 in. (16 mm) through bolt. The angle hanger shall be in accordance with ASTM A 575. The bolts shall be in accordance with NEMA PH 23. (2) Cable Ring Cable rings shall be galvanized steel in accordance with IMSA 51-1. (3) Clamps Clamps shall be made of 3/8 in. (10 mm) steel and in accordance with ASTM A 575. Two bolt clamps shall be a minimum of 3 3/4 in. (95 mm) long and 1 1/4 in. (32 mm) wide with two 1/2 in. (13 mm) bolts which shall clamp cable of 1/8 to 1/2 in. (3 to 13 mm) diameter. Three bolt clamps shall be a minimum of 6 in. (150 mm) long and 1 5/8 in. (42 mm) wide with three 5/8 in. (16 mm) bolts which shall clamp cable of 5/16 to 1/2 in. (8 mm to 13 mm) diameter. The bolt heads shall be large enough to provide maximum clamping area and shall have oval shoulders to prevent the bolts from turning while tightening. The bolts shall be in accordance with NEMA PH 23. (4) Servi-Sleeves Servi-sleeves shall be 1 1/4 to 2 1/4 in. (32 mm to 57 mm) in length and shall hold the size of the cable specified. The sleeves shall be in accordance with ASTM A 659 (ASTM A 659M). (5) Straight Eye-Bolts TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 Straight eye-bolts shall be 19 mm (3/4 in.) diameter drop forged steel, a minimum of 14 in. (356 mm) long, and have 6 in. (150 mm) of thread. The steel washers shall be 2 1/4 in. (57 mm) by 2 1/4 in. (57 mm) by 3/16 in. (5 mm) in size with a 13/16 in. (21 mm) hole in the center. All parts shall be in accordance with ASTM A 575 and shall be galvanized in accordance with ASTM A 123. (6) Hub-Eyes Hub-eyes shall be made of drop forged steel and in accordance with ASTM A 575. They shall receive a 3/4 in. (19 mm) mounting bolt and have a full rounded thimble eye for protection of the guy cable. 922.11 Signal Cable (a) Hook-up Wire Signal hook-up wire shall be stranded one conductor wire, type THW 7 strand No. 14 AWG, with a thermoplastic sheath 3/64 in. (1.19 mm) thick and a 600 volt rating. Insulation shall be color coded, as required, and labeled with gauge, voltage rating, and insulation type. (b) Signal Control Cable Signal control cable shall be in accordance with IMSA 19-1 or 20-1 and shall be stranded No. 14 AWG wire. (c) Service Cable Traffic signal service cable shall be color coded, stranded copper No. 8 AWG wire, 3 conductor cable, type THWN. 922.12 Signal Interconnect (a) Integral Messenger Interconnect Cable Integral aerial interconnect cable shall be figure “8” self-supporting type cable consisting of a messenger cable and 7 conductors No. 14 AWG signal cable in accordance with IMSA 20-3. (b) 6 Pair/19 Telemetry Cable 6 pair telemetry cable shall contain six twisted pairs of 19 gauge conductors and shall be in accordance with IMSA 40-2 for underground application and IMSA 40-4, integral messenger, for aerial application. (c) Fiber Optic Interconnect Cable Fiber optic cable shall contain six stranded multimode, graded index, optic fibers with a minimum of one non-metallic central strength member. The cable shall be loose tube, all dielectric construction, suitable for outdoor use in conduit or on aerial supports. Each individual fiber shall be 62.5/125 μm diameter, core/clad, and each fiber shall be individually encased in its own gel-filled color-coded buffer. The fiber optic cable shall be constructed with Kevlar braid and outer polyethylene jackets as a minimum. If an inner jacket is used it shall be PVC. Maximum attenuation of the cable shall be 4.0 dB/km nominal, measured at room temperature at 850 nm. The bandwidth shall not be less than 160 MHz/km, also at 850 nm. Each fiber shall be continuous with no factory splices except for joining standard length cables to form longer, continuous jacketed cable to fit installation requirements. The cable shall have standard nylon rip cords. Kevlar rip cords will not be accepted. The cable shall be in TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 accordance with the generic requirements for optical fiber and optical fiber cable per Bellcore Technical Reference TR-TSY-000020. The exterior of the polyethylene outer cable jacket shall be stenciled so that every fifth meter on each reel is marked with a number. The fifth meter of each reel shall be marked with a 5, the tenth meter marked with a 10, and so on until the end of the reel. The stencil shall be applied to the outer jacket using permanent ink and shall be permanently engraved into the jacket to provide long lasting readability. (d) Radio Interconnect Using Spread Spectrum Radio Modems Spread spectrum radio modems for communications between local controllers and the system master controller shall be on the Department’s list of approved Traffic Signal Control Equipment and shall be in accordance with ASTM E 2158, and as set out herein. The spread spectrum radio modems shall provide all the needed features to communicate with NEMA TS-2 type 1 and type 2 traffic signal controllers in a coordinated closed loop system. The radio modems shall be software configurable to be either a master, repeater, repeater/slave, or slave radio. The radio modem shall require no user license from the FCC; operate in the 900 MHz range, and be of FHSS (frequency hopping spread spectrum) technology; support data rates from 1.2 kbps to 115.2 kbps asynchronous; have a receiver sensitivity of at least -110 dBm; have a minimum RF output level of 1 watt; have a minimum of 50 user-selectable hopping patterns and a minimum of 50 RF non-overlapping channels allowing multiple systems to operate in the same line-of-sight path; operate as a transparent RS-232, or RS422/RS485, or FSK 1200 Baud types of links for use in a point-to-multipoint system; have an external SMA female type or N-female RP-TNC female antenna connector; and be supplied with power supply for 120v AC operation. The modems shall be rack or shelf mounted in standard NEMA TS- 2 type 1 or type 2 cabinets. The modems shall have an operation temperature of -40 to +176°F (-40 to 80°C), have a maximum current draw of 500 mA for the transmission of 1 watt of RF output power, while operating on 12v DC. Lighting and transient protection on all data lines and antenna connector, and AC/DC power distribution, shall be provided with the system. The spread spectrum radio modems must include a Windows based, configuration software package, which will include a GUI, graphical user interface, allowing for ease of programming, through pre-written drivers for all Department approved traffic controllers and have the ability to automatically determine, and connect, at their radios baud, stop and parity settings. The configuration software must allow for signal level, RSSI, data integrity, message polling, and spectral analysis testing. The software must also permit all the radios within a system to be configured from a single location. All radio equipment ad cables shall be delivered preconfigured and ready for field operation. The manufacturer, or vendor, shall supply with each modem, the operational manual(s) containing procedures for all features incorporated in the modem. 1. Transient Protection Transient protection shall be installed between the radio modem and the field antenna. The transient protection shall be flange mounted in the cabinet and have an insertion loss or ≤ 0.1 dB, have an operating frequency in the 900 MHz range, allow throughput energy to be ≤ 220 μJ for 3 kA @ 8/20 μs TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 waveform, have throughput voltage ≤ 144 Vpk, and turn-on voltage shall be ± 600 volts. The unit impedance shall be 50 Ω. 2. Antennas The antenna for the radio modem at the system master/local controllers shall be capable of providing a transmission range adequate for communication with all radio modems or repeaters in the system and must be configured as a single omni, single-yagi, or dual-yagi (two single-yagi antennas on differing alignments) for each radio as described below. a. Omni Antennas All omni antennas shall be capable of producing between 6 dBd and 10 dBd (8.15 dBi and 12.15 dBi) of gain while operating in, and covering the entire 902-930 MHz frequency range. The Voltage Standing Wave Ratio (VSWR) of the omni antenna shall be 1.5: 1 or less when the antenna coax feed impedance is 50 ohms. Omni antennas shall be fabricated of fiberglass, brass, copper, and/or aluminum and shall be rated for wind velocities of at least 100 mph. The minimum length of the omni antenna shall be 60” and it shall be designed and fabricated with a fiberglass radome with a minimum diameter of 2 inches to prevent ice from collecting directly on the driven element. All omni antennas shall have a cableless N-female connector directly affixed and sealed to the antenna body. All hardware and fastenings devices shall be fabricated from stainless steel. b. Yagi / Dual-Yagi Antennas All yagi antennas shall be capable of producing between 10 dBd and 13 dBd (12.15 dBi and 15.15 dBi) of gain while operating in, and covering the entire 902-930 MHz frequency range. The Voltage Standing Wave Ratio (VSWR) of the omni antenna shall be 1.5: 1 or less when the antenna coax feed impedance is 50 ohms. The front to back ratio must be at least 20 dB for each yagi antenna. Yagi- directional antennas shall be fabricated of either anodized or powder coated 6061/T6 aluminum rod and seamless drawn pipe and shall be rated for wind velocities of at least 100 mph. All yagi antennas shall have a cableless N-female connector directly affixed and sealed to the antenna body. The yagi antenna shall be designed and fabricated so that polarization changes (vertical to horizontal) can be made on the antenna mount without adjusting the mast. Single yagis shall be connected by a low loss N-female “T” splitter/coupler and LMR-400 cable to form dual-yagi systems. All hardware and fastenings devices shall be fabricated from stainless steel. 3. Antennas Cable and Hardware The coaxial cable used as the transient protection to antenna lead shall have no greater than 3.8 dB loss per 100 ft of length and shall be LMR-400. All LMR-400 connections are to be stripped, deburred, and crimped using the ST-400-EZ LMR-400 stripping tool, DBT-01 LMR-400 deburring tool, and a 0.429 in. hex crimp die for solderless LMR-400 connections respectively. All connections shall be completely sealed by heat shrinking double walled, adhesive lined shrink tubing for weather proofing and strain relief. Cables shall be included to interface the radio equipment to the transient protection. The antenna mounting hardware shall securely attach the antenna to the strain pole/cantilever arm. The coaxial cable fitting on the antenna shall not support the weight of the coaxial cable run to the base of the strain pole/cantilever arm. 4. Data Cables TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 Cables shall be included to interface the radio equipment to the system master, co-located secondary controller, remote secondary controllers and any communication interface panels as needed. Cables shall include strain relief back shells designed to mate and lock with the telemetry connector on the system master and local controllers. All radio equipment and cables shall be delivered preconfigured and ready for field operation. All miscellaneous equipment necessary to complete the installation shall be as specified by the radio modem manufacturer. 922.13 Detection Wire and Sealant (a) Loop Detector Lead-in Cable Runs 700 ft (213 m) and less of loop detector lead-in cable shall be in accordance with IMSA 50- 2 and shall be stranded 2 conductor No. 16 AWG, 19 strands of No. 29 wire. Runs greater than 700 ft (213 m) shall use 14 AWG wire. The nominal capacitance between conductors shall be 57 pF/ft (187 pF/m) and 98 pF/ft (322 pF/m) between one conductor and the other conductor connected to the shield. (b) Roadway Loop Wire Roadway loop wire shall be 14 AWG gauge IMSA 51-7 duct-loop wire with polyvinyl chloride or polyethylene outer jacket of 1/4 in. (6.3 mm) diameter. (c) Sealant Prior to installing roadway loop wire in the roadway saw cuts, the saw cuts shall be cleaned in accordance with the requirements for the joint sealant to be used. After proper cleaning and installation of the loop wire, the saw cut shall be sealed with a joint sealant material in accordance with 906.02(a)1 or 906.02(a)2. The joint sealant material to be used shall be compatible with the roadway materials. If polyethylene duct loop wire is used, only sealant in accordance with 906.02(a)1 shall be used. The joint sealant material shall be installed in accordance with the applicable sealant specification. However, the joint configuration shall not apply. A copy of the sealant manufacturer’s written application instructions shall be submitted to the Engineer prior to any sealant operations. If the Contractor elects to use a sealant complying with 906.02(a)2, the sealant material shall be heated in a kettle or melter constructed as a double boiler with the space between the inner and outer shells filled with oil or other heat-transfer medium. This melter shall have a positive temperature control and a mechanical agitator. A backer rod shall be used for both cold applied sealants and hot poured sealants. The sealant material shall fill the saw cut as shown on the plans. All significant or objectionable surplus joint sealant on the pavement surfaces shall be promptly removed. 922.14 Ground Wire The ground wire shall be copper wire No. 6, AWG soft-drawn, solid copper in accordance with ASTM B 3. 922.15 Splicing Kit TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 Splicing kits shall contain a two piece, transparent snap-together mold body and include an epoxy and sealing compound contained in a unipak. It shall be capable of insulating and splicing nonshielded cables rated up to 5 kilovolts and multi-conductor cables rated up to 600 volts. 922.16 Ground Rod and Connections Ground rods shall be 1/2 in. (13 mm) in diameter by 8 ft (2.4 m) long with a machined point and chamfered top. They shall be made of steel with a molecularly bonded outer layer of electrolytically applied copper. A single electrode shall have a maximum resistance to ground of 25 ohms. Single electrodes that do not have resistance to ground of 25 ohm or less shall be augmented by additional electrodes, grids, or plates until resistance to ground of 25 ohms or less is achieved. Resistance shall be measured using a 3-point ground tester using the fall of potential method. Data, graphs, resistance in ohms, date of test, make and model of ground tester, and the individual’s initials performing the test shall be recorded and submitted to the District Office. Resistance in ohms shall be tagged at the ground connection. The finished rod shall be cold-drawn and shall have the following minimum physical properties: PHYSICAL PROPERTY MINIMUM Tensile strength 97,000 psi (668 MPa) Yield strength, 0.2% offset 85,000 psi (58.61 MPa) % of elongation 13 psi (90 kPa) The ground rod and wire connection shall be made by a thermo weld process or approved equal. The welding material shall cover and secure the conductor to the rod and shall be porous free. An acceptable alternate shall be a ground grid connection properly sized and shall consist of a shear head bolt, a “C” shaped body, nest, and wedge. The connector components shall be fabricated from an aluminum-bronze alloy, silicone-bronze alloy, and copper. 922.17 Castings for Handholes The ring and cover for handholes shall be in accordance with 910.05(b). 922.18 Entrance Switch The entrance switch shall be a double pole, 50 amp, 120 volt circuit breaker in a NEMA type 3R enclosure. The minimum dimensions of the enclosure shall be: 5 in. (127 mm) wide, 3 3/4 in. (95 mm) deep and 9 1/4 in. (235 mm) height. A 1 in. (25 mm) rain-tight detachable hub shall be supplied in the top of the enclosure. The enclosure shall have knockouts on the sides, bottom and back with diameters of 7/8 in. (22 mm) to 1 3/4 in. (44 mm). The enclosure shall contain the circuit breaker, an insulated solid bar for connection of AC Neutral, a separate lug for attachment of earthground, have provisions for a padlock, and shall be surface mounted. The enclosure shall be made of galvanized steel with a rust inhibiting treatment and finished in the manufacturer’s standard color of baked enamel. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 All wire terminations and breaker to buss-bar contact points inside the enclosure shall be coated with an anti-oxidant to prevent oxidizing and corrosion of components. 922.19 Conduit and Fittings (a) Steel Conduit Steel conduit, couplings, and elbows shall be galvanized rigid steel conduit in accordance with UL 6. The conduit shall be galvanized by the hot dip method on the interior and exterior surfaces. Conduit threads shall be cut after galvanizing. The conduit shall be supplied with a threaded coupling attached to one end and the other threaded end protected by a suitable shield. The various conduit fittings such as bands, bodies, straps, lock nuts, and threadless connectors, shall be in accordance with Federal Specifications A-A-50553 and shall be galvanized if not stainless steel. Conduit straps shall be two hole straps with a minimum thickness of 1/8 in. (3 mm). Conduit lock nuts 3/8 in. to 1 1/2 in. (10 mm to 38 mm) in size shall be made of steel. Other sizes shall be made of either steel or malleable iron. All conduit lock nuts shall be galvanized. Other nuts shall be either stainless steel or galvanized steel. (b) Polyvinyl Chloride Conduit PVC conduit shall be schedule 40 in accordance with ASTM D 1785. The PVC conduit fittings shall be in accordance with ASTM D 2466. Each length of pipe shall include a coupling. 922.20 Detector Housing The entire housing casting shall be made from aluminum alloy in accordance with ANSI 320. 922.21 Certification Unless otherwise specified, all materials covered herein shall have a type C certification in accordance with 916. TRAFFIC SIGNAL MATERIALS AND EQUIPMENT TS-98 IN20030661 SP-99 ARCHITECTURAL FINISHES The following detail and tables summarize the finishes for all architectural items. Refer to other project specifications for material requirements, measurements, and basis of payment. ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 ARCHITECTURAL FINISHES TS-99 IN20030661 SP-100 SHOP DRAWING REVIEW All shop drawings required by project specifications or special provisions must be submitted to Engineer. Engineer will complete the review of shop drawings and return approved drawings and/or comments to contractor within 5 business days. The cost of shop drawings will not be paid for directly, but shall be included in the cost of other items. SHOP DRAWING REVIEW TS-100 IN20030661 SP-101 – PRICE ADJUSTMENT FOR ARCHITECTURAL COATING DESCRIPTION. This work shall consist of the preparation of the concrete surfaces, cleaning such surfaces by means of waterblasting, and furnishing and applying a multi-application and/or multi- colored architectural surface coating on vertical textured surfaces to achieve a stone appearance as described herein in lieu of Concrete stain. If directed by the Engineer, the architectural surface coating shall be applied to all exposed concrete surfaces that were to receive concrete stain as described in this Contract under “CONCRETE STAIN” and “ARCHITECTURAL FINISHES” or as directed by Engineer. MATERIALS. Architectural surface coating shall be a 100 percent acrylic; water-repellant, semi opaque, tinted emulsion sealer designed for concrete and masonry surfaces. Acceptable products shall allow moisture and vapor transmission, be formulated for exterior application with resistance to freeze/thaw, moisture, alkali, acid and mildew, mold or fungus, discoloration or degradation, and meet the following requirements: 1. Physical or performance properties: Volume Solids………………………..29-31 percent (Calculated Lab Value) Weight Solids………………………..44-46 percent (Calculated Lab Value) Viscosity………………………………….65-85 KU (Calculated Lab Value) Accelerated Weathering……..……..1,000 Hours Minimum (ASTM G-26) 2. Color pigments for tinted products shall be derived from synthetic mineral oxides. 3. Subject to compliance with requirements, provide colored concrete coating products from one of the following manufacturers: The Sherwin-Williams Company Tamms Industries TK Products Chem-Rex Textured Coating of America, Inc. Other approved sources To the greatest practical extent, all concrete coating products shall be obtained from a single source. Only one coating material shall be used on an individual structure. It shall be delivered to the project site in sealed containers bearing the manufacturer’s original labels. The brand, color, and type shall be clearly marked on each container. All material shall be from the same lot or batch unless otherwise authorized. A copy of the manufacturer’s printed instructions shall be made available. The coating material shall be stored in airtight, upright containers. The containers shall be stored in a dry PRICE ADJUSTMENT FOR ARCHITECTURAL COATING TS-101 IN20030661 enclosure where the temperature is kept in a temperature range as recommended by the manufacturer. Material which has been subjected to freezing will be rejected. The architectural surface coating material shall have a shelf life of not less than 12 months. The color of the applied architectural surface coating material shall match the color identification shown on the plans and within the Special Provision “ARCHITECTURAL FINISHES”. All materials shall be furnished, prepared, applied, cured, and stored according to the product manufacturer’s directions and as specified herein. Special attention shall be given to the recommended temperature range for application. (a) Material Testing All testing shall be performed by a qualified commercial testing laboratory acceptable to the Division of Materials and Tests. The applied finish coating shall be subjected to and shall satisfy the requirements of the tests listed above, prior to use on a structure. The architectural surface coating manufacturer shall certify that the architectural surface coating is compatible with the anti-graffiti coating applied over the coating. (b) Certification Before material is applied, a type B certification in accordance with 916 shall be furnished attesting that the commercial product furnished is in accordance with the same formula as that previously subject to the tests specified above and approved. Copies of the test reports shall be attached to the certification. Reports for tests made more than four years prior to shipment to the contract will not be accepted. A service record shall be supplied which shows that the finish material has a satisfactory service record on concrete surfaces for a period of not less than five years prior to the date of submission of the service record. The coating shall also have shown satisfactory service characteristics without peeling, chipping, flaking, or non-uniform change in texture or color. A specific structure for the specific product shall be named for the service record. CONSTRUCTION REQUIREMENTS SURFACE PREPARATION. The surfaces to be architectural surface coated shall be given a finish in accordance with 702.21. Such surfaces shall then receive anti-graffiti coating in accordance with the special provision for “ANTI GRAFFITI COATING”. Air pockets of up to 1/4 in. (6 mm) in width and depth will not require grouting prior to application of the architectural surface coating. Air pockets larger than 1/4 in. (6 mm) in width and depth shall be filled with a grout mix composed of one part Portland cement, two parts screened and washed sand graded to pass the No. 16 (1.18 mm) sieve with not more than 5% retained on the No. 30 (600 μm) sieve, and sufficient water to produce a thick liquid mix. The grout shall be applied to fill the air pockets and voids by using burlap pads, float sponges or other acceptable methods. As soon as the grout has taken its initial set, the surface shall be brushed to remove all loose grout, leaving the surface smooth and free of air pockets and voids. Minor defects shall be finished to blend with the balance of the textured surfaces. Visible vertical or horizontal seams or conspicuous form marks shall be repaired to the satisfaction of the Engineer and at the Contractor’s expense. Prior to the application of the architectural surface coating, regardless of whether the concrete surface has been previously sealed, the surface to be coated shall be water-blasted to remove flaking coatings, dirt, oil and other substances PRICE ADJUSTMENT FOR ARCHITECTURAL COATING TS-101 IN20030661 deleterious to the applied finish coating. Sandblasting will not be allowed for cleaning concrete surfaces, as it will reduce the architectural surface texture. Pressure washing with water at a pressure of 3000 pounds per square inch at a rate of 3 to 4 gallons per minute using a fan nozzle held perpendicular to the surface at a distance of 12 inches to 24 inches shall be used. Overblasting, exposing additional air pockets, or disfiguring the surface shall be prevented. Final cleaning shall be done with compressed air. The air compressor shall be equipped with suitable separators, traps, or filters which shall remove water, oil, grease, or other substances from the air line. Prior to application of the architectural surface coating, the surfaces shall have been prepared in accordance with the manufacturer’s recommendations and shall be in a condition consistent with the manufacturer’s requirements. SURFACE COLOR. The architectural surface coating shall be a combination of a minimum of three (3) colors. The colors shall match the colors as designated in the Plans and in Special Provision “ARCHITECTURAL FINISHES”. APPLICATION. The application, including equipment used, shall be in accordance with the manufacturer’s recommendations. The material shall be applied by qualified personnel experienced in the work. For architectural surface coating, the color shall be provided by a two-coat application. The application of the base coat shall follow the surface preparation operations and be by air or airless sprayer. Allow to thoroughly dry before applying the topcoat. The top coat shall be applied in a uniform manner, moving in one direction, 5.5 to 6.5 mils wet film thickness equivalent to 1.5 to 2.0 mills dry film thickness. The application rates used shall be per the manufacturer’s recommendations. Use sufficient material to provide color uniformity, but avoid buildups and runs. The material shall be applied only when the ambient temperatures during application are in the temperature range (°F) recommended by the manufacture. The material shall not be applied onto frozen surfaces or if rain is imminent. If rain occurs on a freshly applied surface, recoating may be required based on the extent of rain damage. The material shall not be applied if dusty conditions exist in the vicinity of the surfaces to be coated. When dust conditions are beyond the control of the Contractor, or are generated off-site, application shall not take place until more favorable conditions exist. The application of the architectural surface coating shall be scheduled as one of the final finishing operations to minimize construction generated dust. A wet edge shall be maintained at all times to prevent lap marks. Stopping and starting in the middle of a section of concrete will not be permitted. After application, the coating shall be dry to the touch within 48 hours. FINISHING. The completed finish coat shall be tightly bonded to the structure to present a natural stone appearance. If necessary, additional coats shall be applied to produce the desired surface color variation. However, the additional coating thickness shall not diminish the appearance of the concrete texture. Coatings shall be entirely removed from the structure upon their failure to positively adhere without chipping, flaking or peeling, or attaining the desired surface color variation and appearance. The finish coat shall be reapplied after proper surface preparation until the desired finished product is achieved. PRICE ADJUSTMENT FOR ARCHITECTURAL COATING TS-101 IN20030661 SUBMITTALS BY CONTRACTOR. Within 60 calendar days of execution and approval of the Contract, the Contractor shall submit the following to the Engineer for approval: 1. Product data including manufacturer’s technical information, label analysis, and application instructions for each material proposed for use. 2. Laboratory test reports showing that materials proposed for use meet physical or performance property assignments. The manufacturer shall submit, for each batch of material used, the product analysis data as follows: (a) Weight per gallon (Mass per liter). (b) Viscosity in Kreb units. (c) Mass percent pigment. (d) Mass percent vehicle solids. (e) Infrared spectra of vehicle solution. 3. A Mock-up in accordance with the Special Provision “MOCK UP” including simulated stone surfaces will be located at site for architectural finishes to be incorporated. Three (3) different color application sequence options shall be applied to designated simulated stone surface areas of the mock-up. Application of architectural coatings to mock-up shall be made by the same crews as intended for application of coatings to actual work. Obtain approval of color scheme and selection of desired finish material by Engineer before start of final work. METHOD OF MEASUREMENT. Price Adjustment for Architectural Surface Coatings will be measured by the Square Foot of Architectural Surface Coating applied in lieu of Concrete Staining. BASIS OF PAYMENT. The Price adjustment for architectural surface coating applied as directed by the Engineer in lieu of Concrete Stain will be paid for as a deduction (addition) to the unit price for Concrete Staining. PAY ITEM PAY UNIT Price Adjustment for Architectural Surface Coatings………………………….SFT The cost of furnishing and applying penetrating surface seal prior to applying architectural surface coatings in accordance with this specification and section 709, but not required by the Special Provision ”CONCRETE STAIN” is to be included in this unit rate price adjustment. The unit price adjustment will not be included in the cost of the Base Bid or any Alternate Bid. PRICE ADJUSTMENT FOR ARCHITECTURAL COATING TS-101 IN20030661 SP-102 – BLANK BLANK IN20030661