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Res 12-07 Authorizing a Contract with Peachtree Construction
TOWN OF WESTLAKE RESOLUTION NO. 12-07 A RESOLUTION OF THE TOWN COUNCIL OF THE TOWN OF WESTLAKE, TEXAS, AUTHORIZING THE TOWN MANAGER TO EXECUTE A CONTRACT WITH PEACHTREE CONSTRUCTION FOR STAGECOACH HILLS AND ROANOKE ROAD PAVING AND DRAINAGE CONSTRUCTION RELATED TO THE ADOPTED CAPITAL IMPROVEMENT PLAN. WHEREAS, Westlake desires to provide residents and commuters with safe streets adequate drainage; and WHEREAS, the Town Council funds that the proposed construction provides sound infrastructure planning consistent with goals and objectives within the adopted strategic plan; and WHEREAS, the Town Council fmds that the passage of this Resolution is in the best interest of the public. NOW, THEREFORE, BE IT RESOLVED BY THE TOWN COUNCIL OF THE TOWN OF WESTLAKE, TEXAS: SECTION 1: That, all matters stated in the Recitals hereinabove are found to be true and correct and are incorporated herein by reference as if copied in their entirety. SECTION 2: The Town Council of the Town of Westlake hereby approves the contract with Peachtree Construction in the amount of $486,641.26, for the paving and drainage improvements, attached as Exhibit "A", and further authorizes the Town Manager to execute the agreement on behalf of the Town of Westlake, Texas. SECTION 3: If any portion of this Resolution shall, for any reason, be declared invalid by any court of competent jurisdiction, such invalidity shall not affect the remaining provisions hereof and the Council hereby determines that it would have adopted this Resolution without the invalid provision. Resolution 12-07 Page 1 of 2 SECTION 4: That this resolution shall become effective from and after its date of passage. PASSED AND APPROVED ON THIS 27TH DAY OF FEBRUARY 2012. ATTEST: Kelly Edwar Town Secretary APPROVED AS TO 4zz'aca' A�-" Laura L. Wheat, Mayor Thomas E. s er own Manager 0-- mw_, � i , Resolution 12-07 Page 2 of 2 SPECIFICATIONS AND BIDDING DOCUMENTS FOR 2012 CIP PAVING PROJECT (Stagecoach Circle, Thornton Drive, Janet Court, Steve Court, and Roanoke Road N. of S.H. 170) February 2012 TOWN OF WESTLAKE, TEXAS CLIFTON COX TIM BRITTAN LAURA W H EAT MAYOR TOWN COUNCIL CAROL LANGDON — MAYOR PRO TEM THOMAS E. BRYMER TOWN MANAGER W. JEFF WILLIAMS, P.E. TOWN ENGINEER GRAHAM ASSOCIATES, INC. CONSULTING ENGINEERS & PLANNERS 600 SIX FLAGS DR., SUITE 500 ARLINGTON, TEXAS 76011 PHONE: (817) 640-8535 RICK RENNHACK DAVID LEVITAN OF T�A}yi BRIAN M. WRETT �� r................... 82574 ��4EG1ST - - 1� TABLE OF CONTENTS 1. Project Location Map 2. Notice to Bidders 3. Instructions to Bidders 4. Proposal 5. Maintenance Bond 6. Performance Bond 7. Payment Bond 8. Standard Form of Agreement 9. Certificate of Insurance 10. Indemnification 11. General Conditions 12. Specifications 13. Special Conditions 14. Geotechnical Engineering Report by Landtec DENTON COUNTY TARRANT COUNTY i H 17 A�ACADY PROJECT .., ,. LOCA TION. P /f Al / M,AHOTEA BOONE TRAIL., `1r� WESTLA KE i A � - ', e KELLER � RAVEN - �. ;•., .. - �� � WEST PUMP - /f > STATION ) DIAMLERf 1 CHRYSLER �r�;,TRAIL rJ , I J ,//- ,� r , ASPEN LANE r WESTLAKE �:. W1NDY OAK DR KELLER PROJECT LOCA TION l'o � WESTLAKE' �F •5 KELLER i 1 1 YAOU£RO MF iallS / 1 .. I KaLER J LOCATION MAP [nn 1 NOTICE TO BIDDERS 2011 Capital Improvements Project - Paving shall consist of the reconstruction of existing roadways and more specifically: Stagecoach Hills Development Roadways (Approx. 3,800 LF of 22' E -E Asphalt Road) Stagecoach Circle '-- 880 LF Thornton Drive — 1,800 LF Janet Court — 560 LF Steve Court — 560 LF Roanoke Road (N. of S.H. 1.70) (Approx. 1,150 LF of 22' E -E Asphalt Road) and All Related Appurtenances. Sealed proposals for the above referenced project will be received at the Town Hall, Town of Westlake, 3 Village Circle, Suite 202, Westlake, Texas, 76262 until 11:00 a.m., Thursday, February 16, 2012, (C.S.T.). Each bidder shall identify his sealed proposal by typing on the outside of the envelope: Town of Westlake 2012 Capital Improvements Project Paving Attn: Jarrod Greenwood 3 Village Circle, Suite 202 Westlake, Texas 76262 The Town shall receive, publicly open, and read aloud the names of the bidders and the amounts bid. Bids will then be tabulated, reviewed and confirmed with a recommendation of award to Town Council on February 27, 2012. A preconstruction meeting will then be coordinated with the winning contractor with construction anticipated to begin in March 2012. Should you have any questions or comments pertaining to this project or the documents, please contact Jeff Williams, P.E. at Graham Associates, Inc., the Town Engineer at (817) 640-8535. Plans and specifications will be furnished at a cost of S20 per set to any general contractor desiring to submit a bid for this project, and may be picked up in person at the offices of Graham Associates, Inc. located at: Graham Associates, Inc. 600 Six Flags Drive Suite 500 Arlington, TX 76011 P: (817) 640-8535 INSTRUCTIONS TO BIDDERS 1. SCOPE OF WORK The scope of work for this project consists of furnishing all labor, materials, equipment, and incidentals for the construction of Pavement Improvements located in the Town of Westlake. The items of work include subgrade preparation, ashphalt pavement and grading and vegetation of adjacent bar ditches. 2. PREPARATION AND SUBMISSION OF PROPOSAL In the bid proposal, the bidder shall fill in the blanks for the "Unit Price" in words and numerals and the "Total Amount." The Proposal includes an alternate bid section for asphalt pavement. See Section G2 - Proposal requirements and conditions. 3. INTERPRETATION OF QUOTED PRICES In case of difference between the written words and any figure in a proposal, the amount stated in writing will be considered as the bid. The contract method will be unit pricing based on actual quantities of work installed. 4. DISCREPANCIES IN BIDS In case of lack of clearness of a proposal, the owner will adopt the most advantageous construction thereof or reject the bid. 5. UNBALANCED BIDS Unreasonable or unbalanced unit prices will be cause for rejection of any bids. 6. INTERPRETATION OF SPECIFICATIONS Any questions as to the meaning of any specifications will be answered by addendum which will be sent to all who have been furnished with contract documents and plans. 7. LOCAL LABOR The Contractor, in so far as is practicable, will be expected to give preference to employment of local citizens. 8. MATERIALS FURNISHED BY CONTRACTOR The Contractor shall furnish all materials, regardless of their nature except as noted in the special provisions and/or plans. 9. MANUFACTURER'S CERTIFICATE The Contractor shall furnish, if the owner so requests, a certificate from each of the manufacturers whose materials are used on this project stating that the materials and supplies fulfill or exceed the requirements set out in these specifications. 1-1 10. AFFIDAVIT OF BILLS PAID Prior to final acceptance of this project by the owner, the contractor shall execute an affidavit that all bills for labor, material, rental, subcontractor's work and any other incidentals have been paid in full and there are no claims pending of which he has been notified. 11. PLANS TO CONTRACTOR The successful contractor will be furnished with three (3) sets of construction documents. Should he desire more than three (3) sets, he may buy them for $20.00 per complete set_ 12. LABOR CLASSIFICATION AND MINIMUM WAGE SCALE Attention is called to the fact that a minimum scale of wages to be paid to employees engaged in the work under this contract does not release the contractor from compliance with any state wage law that may be applicable. The contractor shall abide by the wage and hour laws of the state and must not pay less than the rates prescribed. 13. TIME ALLOWED FOR CONSTRUCTION The contractor shall commence work in not more than 10 working days after the work order has been issued and shall be complete within 120 working days of issuance of the work order. Liquidated damages shall be charged in the amount of $500.00 per day for not completing the work within the alloted time. The days charged shall begin at the earlier of the date the contractor proceeds with construction or 10 working days after the work order has been issued by the Town of Westlake. The Contractor may bid a shorter time of completion, which will be considered by the Town in evaluation of the bids. The bid proposal has a place for the bidder to reflect the construction time. 14. SPECIAL INFORMATION - SALES TAX The Owner qualifies as an tax-exempt agency as defined by the statutes of the State of Texas_ The Contractor shall comply with all statutes and rulings of the State Comptroller. The Contractor may purchase materials for incorporation into this project by issuing his supplier a tax exemption certificate. However, materials purchased, but not incorpoarated into the project, such as form materials, equipment rental, etc., are not exempt from sales taxes. 15. INSURANCE The Contractor shall furnish and maintain during the life of the contract adequate Worker's Compensation and Commercial General Liability (Public) Insurance in such amounts as follows: 1-2 Type of Insurance 1. Worker's Compensation 2. Commercial General Liability (Public) Amount As set forth in the Worker's Compensation Act. Each Occurrence $500,000 General Aggregate $1,000,000 Products CompfOps Agg. $1,000,000 The Town of Westlake shall be named as an additional insured on the Commercial General Liability (Public) Insurance Policy furnished by the Contractor. Each insurance policy shall contain a provision requiring that thirty (30) days prior to expiration, cancellation, non -renewal or any material change in coverage, a notice thereof shall be given by certified mail to the Town of Westlake, 3 Village Circle, Suite 202, Westlake, Texas 76262. Companies issuing the insurance policies shall have no recourse against the Town for payment of any premiums or assessments for any deductibles which are at the sole responsibility and risk of the Contractor. A Certificate of Insurance indicating that the insurance is in force shall be furnished to the Town. The coverages provided herein shall be primary and noncontributory with any other insurance maintained by the Town of Westlake, Texas, for its benefit, including self insurance. In the event any insurance policy shown on the Certificate of Insurance has an expiration date that is prior to the completion and final acceptance of the project by the Town of Westlake, the Contractor shall furnish the Town proof of identical continued coverage no later than thirty (30) days prior to the expiration date shown on the Certificate of Insurance. The Contractor shall not commence work on any Contract in the Town of Westlake until the Contractor has obtained all the insurance required under this paragraph and such insurance has been approved by the Town. I-3 PROPOSAL To: Town of Westlake For: 2012 CIP Paving Project The undersigned Bidder having thoroughly examined the contract documents, including specifications, the site of the project and understanding the amount of work to be done and the prevailing conditions, hereby proposes to do all the work, furnish all labor, equipment, and material, except as specified to be furnished by the Town, which is necessary to fully complete all of the work as provided in the contract documents and subject to the inspection and approval of the Town of Westlake, Texas, and binds himself upon acceptance of this Proposal to execute a contract and furnish an approved Performance Bond, Payment Bond, and such other bonds, if any, as may be required by the contract documents for the performing and completing of said work. Contractor proposes to do the work within the time stated and for the following sum: PROPOSAL SCHEDULE ITEM QUANTITY DESCRIPTION & PRICE IN WORDS NO. AND UNIT BASE PROJECT #1 STAGECOACH DEVELOPMENT ROADS (Stagecoach Circle, Thornton drive, Janet Court, and Steve Court) 11,617 S.Y. Demolition of existing pavement and mixing with cement for a subgrade to provide an 8" thick stabilized road base on Stagecoach Development Roads which shall include all labor, materials and equipment, complete in-place for; UNIT TOTAL PRICE PRICE Three Dollars Eighty Cents Per Square Yard $ 3.80 $44,144.60 2. 233.50 TN. Cement for stabilization (40 lb/SY) on Stagecoach Development Roads which shall include furnish and installation, complete in-place for; One Hundred -Fifteen Dollars No Cents Per Ton $ 115.00 $26,852.50 P-1 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 3. 10,805 S.Y. Furnish and installation of 4" HMAC Type "D" surface course (not including driveways) on Stagecoach Development Roads, complete in-place for; Fourteen Dollars Sixty Cents Per Square Yard $ 14.60 $157,753.00 4. 121 C.Y. Unclassified Excavation and Re -grading along ;Stagecoach Development Roads, complete in-place for; Sixteen Dollars No Cents Per Cubic Yard $ 16.00 $ 1936.00 5. 28 EA. Clean out existing driveway culverts along Stagecoach Development Roads, complete in-place for; One Hundred -ten Dollars No Cents Per Each $ 110.00$ 3080.00 6. 22 EA. Remove and replace existing driveway approaches along Stagecoach Development Roads, complete in-place for; One Hundred-sjaU Dollars Fifty Cents Per Each $ 160.00$ 3520.00 7. 7,782 S.Y. Topsoil roadway edge dressing for Stagecoach Development Roads, complete in-place for; Six Dollars Fifty Cents Per Square Yard $ 6.50 $50,583.00 8. 7,782 S.Y. Seasonal Hydromulch Seeding along Stagecoach Development Roads, complete in-place for; No Dollars Fifty-three _ _ Cents. Per Square Yard $ .53 $4,124.46 P-2 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 9. 2 WK. Truck watering to establish vegetation/ growth of seed/sod along Stagecoach Development Roads, complete for; Twenty-seven Hundred Dollars No . Cents Per Week $ 2,700.00 $ 5400.00 10. 685 L.P. Silt Fence along Stagecoach Development Roads, complete in-place for; Two Dollars Fifty. Cents T Per Linear Foot $ 2.50 $ 1712.50 11. 5 EA. Provide Inlet Protection along Stagecoach Development Roads, complete in-place for; Two Hundred -twenty Dollars No Cents Per Each $ 220.00$ 1,100.00 12. 55 EA. Provide Excelsior wattles or approved equal, along Stagecoach Development Roads, complete in-place for; One Hundred Dollars No Cents Per Each $ 100.00S 5.500.00 13. 3 EA. Rock check dams for Stagecoach Development Roads, complete in-place for; Seven Hundred -fifty Dollars No Cents Per Each $ 750.00$ 2,250.00 14. 104 L.F. Removal of 30" RCP, complete for Stagecoach Development Roads, complete in-place for; Thirty -one Dollars No Cents Per Linear Foot $ 31.00 $ 3,224.00 Im ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 15. 104 L.F. Install 30" Class IV RCP, including trenching, bedding and backfill, complete for Stagecoach Development Roads, complete in-place for; One Hundred - ten Dollars No Cents Per Linear Foot $ 110.00 $ 11,440.00 16. 238 L.F. Install 18" Class III RCP, including trenching, bedding and backfill, complete for Stagecoach Development Roads, complete in-place for; Forty-eight Dollars No Cents Per Linear Foot $ 48.00 $ 11,424.00 17. 2 E.A. Install Concrete Headwall wf Flared Wings for 18" Class III RCP, complete for Stagecoach Development Roads, complete in-place for; I Sixteen Hundred Dollars No Cents Per Each $ 1.600.00 $ 3.200.00 18. 115 L.F. Install 3' wide, 6" thick, Concrete Flume complete for Stagecoach Development Roads, complete in-place for; Twenty- seven Dollars No Cents Per Linear Feet $ 27.00 S 3.105.00 19. 105 L.F. Install 24" wide White Traffic Stripe (including Beads) complete for Stagecoach Development Roads, complete in-place for; Fourteen Dollars No Cents Per Linear Feet $ 14.00 $ 1.470.00 20. 1 L.S. Traffic Control for Stagecoach Development Roads, complete in-place for; Twenty-two Hundred Dollars No Cents Per Lump Sum $ 2.200.00 $ 2.2.00.00 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 21. 1 EA. CIP Project sign (4'x8') for Stagecoach Development Roads (Refer to detail), furnished and installed, complete in-place for; Four Hundred Dollars No Cents Per Each $ 400.00 $ 400.00 BASE PROJECT #1 SUBTOTAL FOR STAGECOACH DEVELOPMENT ROADS BASE PROJECT 772 ROANOKE ROAD N. of S.H. 170 $ 344,419.06 22. 1,980 S.Y. Demolition of existing pavement and mixing with cement for a subgrade to provide an 8" thick stabilized road base on Roanoke Road N. which shall include all labor, materials and equipment, complete in-place for; Six Dollars Thirty Cents Per Square Yard $ 6.30 $12,474.00 23. 39.7 TN. Cement for stabilization (40 lb/SY) on Roanoke Road N. which shall include furnish and installation, complete in-place for; One Hundred -fifteen Dollars No Cents Per Ton 24. 1,825 S.Y. Furnish and installation of 5" HMAC (3" HMAC Type "B" and 2" Type "D" surface course) on Roanoke Road N., complete in-place for; $ 115.00$ 4,565.50 Eighteen Dollars Fifty Cents Per Square Yard $ 18.50 $33,762.50 P-5 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 25. 422 C.Y. Unclassified Excavation and Re -grading along Roanoke Road N., complete in-place for; Forty-one _ Dollars No Cents Per Cubic Yard $ 41.00 $ 17,302.00 26. 3 EA. Clean out existing driveway culverts along Roanoke Road N., complete in-place for; One Hundred -ten Dollars No Cents Per Each $ 110.00$ 330.00 27. 3 EA. Remove and replace existing driveway approaches along Roanoke Road N., complete in-place for; One Hundred -sixty Dollars No Cents Per Each $ 160.00 $ 480.00 28. 1,940 S.Y. Topsoil roadway edge dressing for Roanoke Road N., complete in-place for; Six Dollars Fifty Cents Per Square Yard $ 6.50$ 12610.00 29. 1,940 S.Y. Seasonal Hydromulch Seeding along Roanoke Road N., complete in-place for; No Dollars Fifty-three Cents Per Square Yard $ .53 $ 1.028.20 30. 2 WK. Truck watering to establish vegetation/ growth of seed/sod along Roanoke Road N., complete for; Twenty-seven Hundred Dollars No Cents Per Week $ 2700.00 $ 5400.00 we ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 31. 1500 L.F. Silt Pence along Roanoke Road N., complete in-place for; TWO Dollars Fifty Cents Per Linear Foot $ 2.50 $ 3750.00 32. 6 EA. Stone Outlet Sediment Trap for Roanoke Road N., complete in-place for; Three Hundred -twenty Dollars No Cents Per Each $ 320.00$ 1,920.00 33. 8 EA. Provide Excelsior wattles or approved equal, along Roanoke Road N., complete in-place for; One Hundred Dollars No Cents Per Each $ 100.00.$ 800.00 34. 36 L.F. Install Double 4'x4' Reinforced Box Culvert wlheadwalls, including trenching, bedding and backfill, complete for Roanoke Road N., complete in-place for; Nine Hundred Dollars -- No Cents Per Linear Foot $ 900.00 $ 32,400.V 35. 1 L.S. Traffic Control for Roanoke Road N., complete in-place for; Three Thousand Dollars No Cents Per Lump Sum $ 3,000.00$ 3.000.00 P-7 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE 3b. 1 EA. CIP Project sign (4'x8') for Roanoke Road N. (Refer to detail), furnished and installed, complete in-place for; Four Hundred Dollars No Cents Per Each $ 400.00.$ 400.00 BASE PROJECT #2 SUBTOTAL FOR ROANOKE ROAD N. of S.H. 1.70 $ 130,222.20 Mff.3 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE MISCELLANEOUS ITEMS 37. 1 L.S. Preparation and Implementation of a Storm Water Pollution Prevention Plan, including inspections, complete in-place for; Three Thousand Dollars No Cents Per Lump Sum $ 3,000.00 $ 3,000.00 38. 1 L.S. Payment and Performance Bond, complete for; Six Thousand Dollars No Cents Per Lump Sum $ 6,000.00 $ 6,000.00 39. 1 L.S. 2 -Year 20% Maintenance Bond, complete for; Three Thousand Dollars No Cents Per Lump Sum $ 3,000.00 $ 3.000.00 SUBTOTAL FOR MISCELLANEOUS $ 12,000,00 (THIS AREA INTENTIONALLY LEFT BLANK) �' SUMMARY BASE PROJECT: SUBTOTAL FOR STAGECOACH DEVELOPMENT ROADS (BASE PROJECT 01) SUBTOTAL FOR ROANOKE ROAD N. of S.H. 170 (BASE PROJECT #2) SUBTOTAL FOR MISCELLANEOUS ITEMS 6111411 CA a9K6aix0r $ 344,419.06 $ 130,222.20 $ 12,000.00 $ 486,641..26 YTotal Project Cost includes bonds, traffic control and other incidentals necessary to complete the work scope of this contract. This total must agree with the total amount bid. For purposes of complying with the Texas Tax Code, the Contractor agrees that the charges for any material incorporated into the project in excess of the estimated quantity provided for herein will be no more than the invoice price for such material to the Contractor. (THIS AREA INTENTIONALLY LEFT BLANK) P-10 ALTERNATE NO. 1 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE Al. 1,065 S.Y. Demolition of existing pavement and mixing with cement for a subgrade to provide an 8" thick stabilized road base on Roanoke Road N. which shall include all Iabor, materials and equipment, complete in-place for; Six Dollars Ten Cents Per Square Yard $ 6.10 $ 6496.50 A2. 21.3 TN. Cement for stabilization (40 lb/SY) on Roanoke Road N. which shall include furnish and installation, complete in-place for; One Hundred -ten Dollars No Cents Per Ton $ 110.00 $ 2,343.00 A3. 990 S.Y. Furnish and installation of 5" HMAC (3" HMAC Type "B" and 2" Type "D" surface course) on Roanoke Road N., complete in-place for; Seventeen Dollars Filly Cents Per Square Yard $ 17.50 $ 17.325.00 A4. 310 C.Y. Unclassified Excavation and Re -grading along Roanoke Road N., complete in-place for; Thirty Dollars No Cents Per Cubic Yard $ 30.00 $ 9,300.00 A5. 1 EA. Clean out existing driveway culverts along Roanoke Road N., complete in-place for; One Hundred -five Dollars No Cents Per Each $ 105.00.$ 105.00 P-11 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE A6. 1 EA. Remove and replace existing driveway approaches along Roanoke Road N., complete in-place for; One Hundred — sixty Dollars No Cents Per Each $ 160.00 $ 160.00 A7. 1,050 S.Y. Topsoil roadway edge dressing for Roanoke Road N., complete in-place for; Six Dollars. Fifty Cents Per Square Yard $ 6.50S 6,825.00 A8. 1,050 S.Y. Seasonal Hydromulch Seeding along Roanoke Road N., complete in-place for; No Dollars Fifty-three _ Cents Per Square Yard $ .53 $ 556.50 A9. 2 WK. Truck watering to establish vegetation/ growth of seed/sod along Roanoke Road N., complete for; Twenty-seven Hundred Dollars No Cents Per Week $_ 2,700.00_ $ 5,400.00 A10. 1000 L.F. Silt Fence along Roanoke Road N., complete in-place for; Two Dollars Thirty Cents Per Linear Foot $ 2.30.$ 2300.00 Al 1. 2 EA. Stone Outlet Sediment Trap for Roanoke Road N., complete in-place for; Three Hundred -thirty Dollars No Cents Per Each $ 330,00$ 660.00 P-12 ITEM QUANTITY DESCRIPTION & PRICE IN WORDS UNIT TOTAL NO. AND UNIT PRICE PRICE Al2. 6 EA. Provide Excelsior wattles or approved equal, along Roanoke Road N., complete in-place ,for; One Hundred Dollars No Cents Per Each $ 100.00 $ 600.00 A13. 2 EA. Curb inlet protection for Roanoke Road N., complete in-place for; Two Hundred. twenty-five Dollars No Cents Per Each $ 225.00 $ 450.00 ALTERNATE #1 SUBTOTAL FOR $ 52,521.00 *TOTAL PROJECT COST WITH ALTERNATE NO. 1 $ 539;162.26 (THIS AREA INTENTIONALLY LEFT BLANK) P-13 (THIS AREA INTENTIONALLY LEFT BLANK) P-14 PART B — PROPOSAL (Continued) Within ten (10) days after acceptance of this Proposal, the undersigned will execute the formal contract and will deliver an approved Surety Bond and such other bonds as required by the Contract Documents, for the faithful performance of the Contract. The attached bid security in the amount of 5% is to become the property of the Owner in the event the contract and bond or bonds are not executed and delivered within the time above set forth, as liquidated damages for the delay and additional work caused thereby. The undersigned assures that its employees and applicants for employment and those of any labor organization, subcontractors, or employment agency in either furnishing or referring employee applicants to the undersigned are not discriminated against. The bidder agrees to begin construction within 20 calendar days after the issuance of the Notice to Proceed with Construction (Work Order), and to complete the contract within calendar days after receipt of said notice. Receipt is acknowledged of the following addenda: F.,MroM'iT"Z�) Addendum No. 3 Respectfully submitted Company Peachtree Construction Name J. Barry Clark Title President Address 5801 Park Vista Cir. City, State, Zip Keller, TX 76244 Phone 817-741-4658 Fax 817-741-4646 P-15 (Seal) if bidder Corporation Bond No. 105734282 TWO YEAR / TWENTY PERCENT WESTLAKE MAINTENANCE BOND STATE OF TEXAS COUNTY OF TARRANT KNOW ALL MEN BY THESE :PRESENTS: That Peachtree Construction AS PRINCIPAL, AND Travelers Casualty And Surety Company Of America (NAME OF SURETY) a corporation organized under the laws of Connecticut and Travelers Casualty And Surety Company Of America as sureties, do hereby expressly acknowledge themselves to be held and bound to pay unto the Town of Westlake (NAME OF OWNER) a municipal corporation, the sutra of One Hundred Seven Thousand, Eight Hundred Thirty -Two Dollars and 00 Cents (AMOUNT DETERMINED BY 20% OF TOTAL, CONTRACT PRICE) Dollars ($ 107,832.00 ) for the payment of which sum will and truly to be made unto said T61441 of Westlake (NAME OF OWNER) and its successors, said principal and sureties do hereby bind themselves their assigns, and successors jointly and severally. This obligation is conditioned, however, that, whereas said Peachtree Construction (NAME OF CONTRACTOR) has this day entered into a written contract with said Town of Westlake (NAME OF OWNER) to build and construct the 2012 CIP Paving Prosect (DESCRIPTION OF PROJECT AS IT APPEARS ON COVER OF CONTRACT DOCUMENTS) which contract and the plans and specifications therein mentioned and adopted by the Town of Westlake are hereby expressly made a part thereof as though the same were written and embodied herein. MBS -1 WHEREAS, under the specifications and contract, it is provided that the Contractor shall maintain and keep in good repair the work constructed and/or equipment furnished by him as contemplated by the plans, specifications, drawings, etc., and perforin for a period of Two Z year(s). The period shall be one (2) years from the date of acceptance as shown on the "Certificate of Completion" as issued by the Engineer, or the date of final payment by the Owner, whichever bears the later date, all necessary repairs, reconstruction and renewal of any part of said construction, and to furnish the labor and materials to make good and to repair any defective condition growing out of or on account of the breakage or failure of any substance or the improper function of any part of the construction work. The Contractor shall reimburse the Owner for the costs of all Engineering and special services required to be furnished by the Owner which are directly attributable to the restoration of the constructed work. Said maintenance contemplates the complete restoration of the constructed work to a functional use during the said period as set forth above. it is being understood that the purpose of this section is to require the correction of all defective conditions resulting .from materials furnished or work and labor perforated by the said Contractor under the conditions prescribed by the plans and specifications; and in case the said Contractor shall fail or refuse to perform as provided within ten (10) days after proper written notifications have been furnished to hila by the Owner, it is agreed that the Owner may do said work and supply such materials and the said Contractor and Sureties herein shall be subject to the liquidated damages mentioned in said Contract for each calendar day's failure on its part to comply with the terms of the said provisioa of said Contract of this Maintenance Bond. NOW THEREFORE, if the said Contractor shall keep and perforin its said agreement to maintain said work and keep the sarne in good repair for the said maintenance period as provided above. then these presents shall be null and void. and have no further effect, but if default shall be made by the said Contractor in the performance of its contract to do so maintain and repair damages in the premises, as provided, and it is further understood and agreed that this obligation shall be a continuing one against the principal and sureties hereon, and that successive recoveries may be had hereon for successive breaches until the amount shall have been exhausted; and it is further understood that the obligation herein to maintain said work shall continue throughout said maintenance period, and the same shall not be changed, diminished, or inany manner affected from any clause during said time. IN 'WITNESS WHEREOF, the said Peachtree Construction (NAME OF CONTRACTOR) has caused these presents to be executed by ____ J. Barry Clark, President (NAME OF CONTRACTOR'S AUTHORIZED SIGNER) and the said Travelers Casualty And Surety Company Of America (NAME OF SURETY) has caused these presents to be executed by its Attorney -In -Fact, Lorne Scott and the said Attorney -In -Fact, Lorrie Scott (ATTORNEY-IN-FACT OR OFFICIAL) (ATTORNEY-IN-FACT OR OFFICIAL) has hereto set his hand this the day of , 2012. MBS -2 SURETY Travelers Casualty And Suroty Company of America By: Lorne Scott, Attorney -In -Fact ATTEST: By: SUR Holly A. Gravenor, Secretary PRINCIPAL Peachtree Construction, Ltd. J. Barry C rk, President ATTEST: NOTE: Date of Maintenance Bond nivist not be prion- to date of contract. Power of Attorney must be attached. MBS -3 PAYMENT BOND STATE OF TEXAS COUNTY OF TARRANT Bond No. 105734282 KNOW ALL MEN BY THESE PRESENTS: That Peachtree Construction, LW, of the City of Keller , County of Tarrant , and State of Texas , as principal, and Travelers Casualty And Surety Company Of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto Town of Westlake (Owner), in the penal sun? of Five Hundred Thirty -Nine Thousand, One Hundred SWTwo Dollars and Twenty -Six Cents. Dollars ($ 539,162.2$ ) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 2012, to 2012 CIP Paving Improvements which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then, this obligation shall be void; otherwise to remain in full force and effect; "PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein." Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, 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 contract, or to the work to be performed thereunder. • 11 fN WITNESS WIfEREQF, the said Principal and. Surety have signed and sealed this instrument this day of , 2012. PRINCIPAL Peachtree Construction, Ltd. Bir: I R -=1 .411 J. Sang Clark Title: President Address: 5801 Park Vista Cir. Keller, TX 76244 SURETY Travelers Casualty d Surety Com 70fAerica By: Lorrie Scott Title: Attomey-In-Fact Address: 2900 Marquita Dr., Fort Worth, TX 76116 The name and address of the Resident Agent of Surety is: Frank Siddons Insurance Agency Fort Worth, Inc. 2900 Marquita Dr., Fort Worth, TX 76116 PAP -2 PERFORMANCE BOND STATE OF TEXAS COUNTY OF TARRANT Bond No. 405734282 KNOW ALL MEN BY THESE PRESENTS: That Peachtree Construction, Ltd. of the City of Keller , County of Tarrant , and State of Texas as principal, and Travelers Casualty Arid Surety Company Of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto Town of Westlake (Owner), in the penal sum of Five Hundred Thi"ine Thousand, One Hundred Sbdy Two Dollars and TwentyZx Cents. Dollars ($ 539.462.26 ) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WIIEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 2012, to 2012 CIP Paving Improvements which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perforin said Contract and shall in all respects duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; "PROVIDED, HOWEVER., that this bond is executed pursuant to the provisions of (Article 5160 for Public Work) (Article 54724 for Private Work)* of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein" Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, 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 contract, or to the work to be performed thereunder. *Not applicable for federal work. See "The Miller Act," 40 U.S.C. S270. ON III WITNESS WHEREOF, the said Principal and Surety have signed and scaled this instrument this day of , 2012. PRINCIPAL Peachtree Construction, Ltd. By: ' J. Barry Clark Title: President Address: 5801 Park Vista Cir, Keller, Texas 76244 SURETY Travelers Casualty d Surety Compare Of America By: 'I V, -Sac Lome Scou Title: Atlomey-In-Fact Address: 2900 Marquita Dr., Fort Worth, TX 76116 The name and address of the Resident Agent of Surety is: Frank Siddons Insurance Agency Fort Worth, Inc. 2900 Marquita Dr., Fort Worth, TX 76916 PB -2 pp POWER OF ATTORNEY TRAVELERS.l Farmington Casualty Company St. Paul Mercury Insurance Company Fidelity and Guaranty Insurance Company Travelers Casualty and Surety Company Fidelity and Guaranty Insurance Underwriters, Inc. Travelers Casualty and Surety Company of America St. Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company St. Paul Guardian Insurance Company Attoruey-In Fact No. 214420 Certificate No. 003558288 KNOW ALL MEN BY THESE PRESENTS: That St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company and St. Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota, that Farmington Casualty Company, Travelers Casualty and Surety Company, and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut, that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland, that Fidelity and Guaranty Insurance Company is a corporation duly organized tinder the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwriters, Inc., is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called the "Companies"), and that the Companies do hereby make, constitute and appoint Steven B. Siddons, Shirong Chen, Holly A. Gravenor, and Lorrie Scott of the City of Fort Worth , State of Texas , their true and lawful Attomey(s)-in-Fact, each in their separate capacity if more than one is named above, to sign, execute, seal and acknowledge any and all bonds, recognizances, conditional undertakings and other writings obligatory in the nature thereof on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. IN WITNW WHEREOF, the Compj8T&ave caused this instrument to be signed and their corporate seals to be hereto affixed, this arc Gil V day of Farmington Casualty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company 23rd St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Mravelers Casualty and Surety Company of America United States Fidelity and Guaranty Company hsu n' "fsRE� ,.N,�MS •��wsu"^4. H �svaga &� � Y c ,]nh�r o4 +, o` Gy as ay w. $o s ,�aHw Jkry �pFSit M'O 6 n � dYCORflDRAiEO .acro a>f'm fW:°pn4oagrf:.M° e � NRRrfOtp, � a ��� 8 2 y g77 c� , i n i W6R'tFORD. SEAL`P' � CONN. n �g, 9DNit � is+ 7896 � g is ti n tea.• ;%a b�... :.fid bb Jb F V. State of Connecticut City of Hartford ss. By: Georg Thompson,eniar ice President 23rd March 2010 On this the day of before me personally appeared George W. Thompson, who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, and that he, as such, being authorized so to do, executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. �.TtT In Witness Whereof, I hereunto set my hand and official seal. My Commission expires the 30th day of June, 2011. at►�L1� * Marie C. Tetrcault, Notary Public 58440-4-09 Printed in U.S.A. WARNING: THIS POWER OFATTORNEY IS INVALID WITHOUT THE RED BORDER y ,a �;�Wm.� IMPORTANT DISCLOSURE NOTICE OF TERRORISM INSURANCE COVERAGE On November 26, 2002, President Bush signed into law the Terrorism Risk Insurance Act of 2002 (the "Act")_ The Act establishes a short-term program under which the Federal Government will share in the payment of covered losses caused by certain acts of international terrorism. We are providing you with this notice to inform you of the key features of the Act, and to let you know what effect, if any, the Act will have on your premium. Under the Act, insurers are required to provide coverage for certain losses caused by international acts of terrorism as defined in the Act. The Act further provides that the Federal Government will pay a share of such losses. Specifically, the Federal Government will pay 90% of the amount of covered losses caused by certain acts of terrorism which is in excess of Travelers' statutorily established deductible for that year. The Act also caps the amount of terrorism -related losses for which the Federal Government or an insurer can be responsible at $100,000,000,000.00, provided that the insurer has met its deductible_ Please note that passage of the Act does not result in any change in coverage under the attached policy or bond (or the policy or bond being quoted). Please also note that no separate additional premium charge has been made for the terrorism coverage required by the Act. The premium charge that is allocable to such coverageis inseparable from and imbedded in your overa(I premium, and is no more than one percent of your premium. IMPORTANT NOTICE To obtain information or make a complaint: You may call Travelers Casualty and Surety Company of America and its affiliates' toll- free telephone number for information or to make a complaint at: 1-800-328-2189 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 1-800-252-3439 You may write the Texas Department of Insurance: P. 0. Box 149104 Austin, TX 78714-9104 Fax: (512) 475-1771 Web: htt //,ofmv_td .state.tx.us E-mail: Consume=Flrotecteon(c_tdi.state.tx.us PREMIUM OR CLAIM DISPUTES: Should you have a dispute concerning your premium or about a claim you should contact your Agent or Travelers first. If the dispute is not resolved, you may contact the Texas Department of Insurance_ ATTACH THIS NOTICE TO YOUR BOND: This notice is for information only and does not become a part or condition of the attached document and is given to comply with Texas legal and regulatory requirements. (PN -042-e) Ea. 10-18.07 AGREEMENT BETWEEN TOWN AND CONTRACTOR THIS AGREEMENT is dated as of the 45 day of P Y61 in the year 2012, by and between the Town of Westlake, Texas (hereinafter called OWNER) and Peachtree Construction (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows: Article 1. WORK. CONTRACTOR shall complete all Work as specified or indicated in the Contract Documents. The Work is generally described as follows: 2012 CIP Paving Project The Project for which the Work under the Contract Documents may be the whole or only a part is generally described as follows: Town of Westlake Article 2. ENGINEER. The Town Engineer who is hereinafter called ENGINEER and who is to act as OWNER'S representative, assumes all duties and responsibilities and has the rights and authority assigned to ENGINEER by the OWNER in connection with completion of the Work in accordance with the Contract Documents. Article 3. CONTRACT TIME. 3.1. CONTRACTOR agrees to commence work within ten (10) days after the date of written notice to commence work, and to complete the work on which he has bid within 90 working days as provided in the General Conditions. Article 4. CONTRACT PRICE. 4.1. OWNER shall pay CONTRACTOR for completion of the Work on a Unit Price Work Basis in accordance with the Contract Documents in current funds based on the measured quantities and the unit prices stated in the Proposal. Article 5. PAYMENT PROCEDURES. CONTRACTOR shall submit Applications for Payment on work completed during the previous month on the first day of the month. CONTRACTOR shall present only one Application for Payment each month. Applications for Payment will be processed by ENGINEER and OWNER shall make payment to CONTRACTOR within thirty (30) days of the date of the invoice. FEW Article 6. INTEREST. All moneys not paid when due shall bear interest at the maximum rate allowed by law at the place of the Project. Article 7. CONTRACTOR'S REPRESENTIONS. In order to induce OWNER to enter into this Agreement, CONTRACTOR makes the following representations: 7.1. CONTRACTOR has familiarized itself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance or furnishing of the Work. 7.2. CONTRACTOR binds itself to use such materials and so construct the work that it will remain in good repair and condition for and during the period of two (2) years from the date of the repair and to maintain said work in good repair and condition for said term of two (2) years. CONTRACTOR binds itself to repair or reconstruct the work in whole or in part at any time within said period, if in the opinion of the ENGINEER, it be necessary. 7.3. 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 and expenses, direct, indirect or consequential (including but not limited to fees and charges of engineers, architects, attorneys and other professionals and court and arbitration costs) arising out of or resulting from the performance of Work, provided that any such claim, damage, loss or expense (a) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the Work itself) including the loss of use resulting there from and (b) is caused in whole or in part by any negligent act or omission of CONTRACTOR, and 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 Laws and Regulations regardless of the negligence of any such party. 7.4. 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 paragraph 7.3 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 such Subcontractor or other person or organization under workers' or workmen's compensation acts, disability benefit acts or other employee benefit acts. Article 8. Contract Documents The Contract Documents which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work consist of the following: A-2 8.1 Project Location Map consisting of one (1) page; 8.2 Notice to Bidders consisting of one (1) page; 8.3 Instructions to Bidders consisting of four (4) pages; 8.4 Proposal consisting of question mark (??) pages; 8.5 Maintenance, Performance and Payment Bonds consisting of seven (7) pages; 8.6 This Agreement consisting of four (4) pages; 8.7 Certificate of Insurance and Indemnification consisting of two (2) pages; 8.8 General Conditions consisting of twenty-six (26) pages; 8.9 Specifications and Special Conditions consisting of thirty-seven (37) pages; 8.10 and the Geotechnical Report consisting of thirty (30) pages; 8.11 Construction Plans consisting of question mark (??) pages; There are no Contract Documents other than those listed above in this Article 8. Article 9. TERMINATION. OWNER may terminate contract if CONTRACTOR persistently fails to perform the work in accordance with the Contract Documents including, but not limited to, failure to supply sufficient skilled workers, or suitable materials or equipment, or otherwise violates in any substantial way any provisions of the Contract Documents. OWNER may, after giving CONTRACTOR seven (7) days written notice and to the extent permitted by Laws and Regulations, terminate the services of CONTRACTOR, exclude CONTRACTOR from the site and take possession of the Work. Article 10. MISCELLANEOUS. 10.1. No assignment by a party hereto of any rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound, and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 10.2. OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representatives to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed five (5) copies of the Agreement. Two counterparts each have been delivered to OWNER and CONTRACTOR, and one counterpart has been delivered to ENGINEER. All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or by ENGINEER on their behalf. This agreement will be effective on the rd day of � CLY-ey) , 2012. OWNER: Town of Westlake, Texas By: 1" Thomas E. Brymer, Yiown Manager ATTES . {V Kelly 9dweas, Town Secretary Address forgiving notices: 3 Village Circle, Suite 202 Westlake, Texas 76262 (If OWNER is a public body, attach resolution authorizing execution of Agreement. ) � m TEXAS CONTRACTOR: Peachtree Construction By: I R !=% J. 6arrm Clark ATTEST: Address for giving notices: 5801 Park Vista Circle Keller, Texas 76244 List name of person to whose attention notices are to be sent: .f. BARRY CLARK (if CONTRACTOR is a Corporation, attach evidence of authority to sign.) =I INDEMNIFICATION BY CONTRACTOR Town shall not be liable or responsible for, and shall be saved and held harmless by Contractor from and against any and all suits, actions, losses, damages, claims, or liability of any character, type, or description, including all expenses of litigation, court costs, and attorney's fees for injury or death to any person, or injury to any property, received or sustained by any person or persons or property, arising out of, or occasioned by, directly or indirectly, the performance of Contractor under this agreement, including claims and damages arising in part from the negligence of Town, without; however, waiving any governmental immunity available to the Town under Texas law and without waiving any defenses of the parties under Texas law. The provisions of this indemnification are solely for the benefit of the parties hereto and not intended to create or grant any rights, contractual or otherwise, to any other person or entity. It is the expressed intent of the parties to this Agreement that the indemnity provided for in this section is an indemnity extended by Contractor to indemnify and protect Town from the consequences of Town's own negligence, provided, however, that the indemnity provided for in this section shall apply only when the negligent act of Town is a contributory cause of the resultant injury, death, or damage, and shall have no application when the negligent act of Town is the sole cause of the resultant injury, death, or damage, unmixed with the legal fault of another person or entity. Contractor further agrees to defend, at its own expense, and on behalf of Town and in the name of Town, any claim or litigation brought in connection with any such injury, death, or damage. The Contractor will secure and maintain Contractual Liability insurance to cover this indemnification agreement that will be primary and noncontributory as to any insurance maintained by the Town for its own benefit, including self-insurance. In addition, Contractor shall obtain and file with Town a Town of Westlake Certificate of Insurance evidencing the required coverage. Peachtree Construction Compa Name (Contractor) I, L, Signature J. Barry Clark Name (Please Print) President Title IC -1 TABLE OF CONTENTS Part G - General Conditions G.1. - Definitions of Terms and Abbreviations G.1.1. Definition of Terms G.2.1. Abbreviations G.2. - Proposal Requirements and Conditions G.2.1. Proposal Form G.2.2. Quantities in Proposal Form G.2.3. Examination of Plans, Specifications and Site of the Work G.2.4. Preparation of Proposal G.2.5. Proposal Guaranty G.2.6. Filing Proposals G.2.7. Withdrawing Proposals G.2.8. Opening Proposals G.2.9. Irregular Proposals G.2.10. Rejection of Proposals G.2.11. Disqualification of Bidders G.3. - Award and Execution of Contract G.3.1. Consideration of Contract G.3.2. Award of Contract G.3.3. Return of Proposal Guaranty G.3.4. Surety Bonds G.4.4. (A) Construction Bond or Performance Bond G.4.5. (B) Payment Bond G.4.6. (C) Maintenance Bond (D) Other Bonds Sureties G.3.5. Execution of Contract G.3.6. Failure to Execute Contract G.4. - Scope of Work G.4.1. Intent of Plans and Specifications G.4.1.1. "or Equal" Clause G.4.2. Special Provisions G.4.3. Increased or Decreased Quantities G.4.4. Alteration of Plans and Specifications G.4.5. Extra Work G.4.6. Final Clean -Up TC -1 G.a. - Control of the Work and Materials G.5.1. Engineer's Authority and Duty G.5.2. Superintendence and Inspection G.5.3. Contractor's Duty and Superintendence G.5.4. Contractor's Understanding G.5.5. Character of Workmen G.5.6. Contractor's Building G.5.7. Sanitation G.5.8. Shop Drawings G.5.9, Preliminary Approval G.5.10. Defects and Their Remedies G.5.11. Changes and Alterations G.5.12. Conformity with Plans G.5.13. Existing Structures G.5.14. Coordination of Plans, Specifications, Proposals and Special Provisions G.5.15. Source and Supply of Materials G.5.16. Samples and Tests of Material G.5.17. Storage of Materials G.5.18. Inspection G.5.19. Removal of Defective and Unauthorized Work G.5.20. Final Inspection G.6. - Legal Relations and Public Responsibility G.6.05. Arbitration G.6.1. Law and Ordinances G.6.2. Permits and Licenses G.6.3. Protection Against Royalties or Patented Invention G.6..4. Public Convenience and Safety G.6.5. Privileges of Contractor in Streets, Alleys and Right -of -Way G.6.6. Railway Crossings G.6.7. Barricades, Lights and Watchman G.6.8. Use of Explosives G.6.9. Protection and Restoration of Property G.6.10. Responsibility of Damage Claims 6.6.11. Contractor's Claim for Damages G.6.12. Public Utilities and Other Property to be Changed G.6.13. Temporary Sewer and Drain Connections G.6.14. Arrangement and Charge for Water Furnished by the City G.6.15. Use of Fire Hydrants G.6.16. Use of a Section or Portion of the Work G.6.17, Contractor's Responsibility for the Work G.6.18. Contractor's Insurance 6.6.19. Workers' Compensation Insurance Coverage TC -2 G.7. - Prosecution and Progress G_7.1. Assignment and Subletting G.7.2. Prosecution of the Work G.7.3. Limitation of Operations G.7.4. Time and Order of Completion G.7.5. Extension of Time G.7.6. Hindrances and Delays G.7.7. Incentive and Failure to Complete on Time G.7.8. Suspension by Court Order G.7.9. Temporary Suspensions G.7.14. Abandonment by Contractor G.7.11. Termination of Contract G.8. - Measurements and Payments G.8.1. Quantities and Measurements G.8.2. Estimated Quantities G.8.3. Partial Payment G.8.4. Final Completion and Acceptance G.8.5. Final Payment G.8.6. Payments Withheld G.8.7. Delayed Payments G.8.8. Time Filing Claims TC -3 Part G - General Conditions Section G.1. - Definition of Terms and Abbreviations G-1.1. Definition of Terms: Wherever the words, forms or phrases defined herein or pronouns used in their place occur in these specifications, in the contract, in the bonds, in the advertisement, or any other document or instrument herein contemplated, or to which these specifications apply or may apply, the intent and meaning shall be interpreted as follows: Advertisement: All of the legal publications pertaining to the work contemplated under the contract. Bidder: Any person, persons, partnership, company, firm associations, or corporation acting directly or through a duly authorized representative submitting a proposal for the work contemplated.. Town: The Town of Westlake, Texas, a Municipal Corporation, acting by and through (a) its governing body, (b) its Mayor, or (c) its Town Manager, each of whom is required by charter to perform specific duties. Town Attorney: The Town Attorney of the Town of Westlake, Texas, or his duly authorized assistants or agents. Town Council: The Town Council of the Town of Westlake, Texas. Town Manager: The Town Manager of the Town of Westlake, Texas. Town Secretary: The Town Secretary of the Town of Westlake, Texas or his duly Authorized assistants or agents. Contract: The contract shall consist of the Notice to Bidders (advertisement), Special Provisions, (Instructions to Bidders), Proposal, Signed Agreement, Performance and Payment Bonds, Maintenance Bond, General Provisions and Requirements, Construction Specifications, Construction Plans and all modifications thereof incorporated in any of the documents before the execution of the Agreement. The Contract Documents are complementary, and what is called for shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, priority of interpretation shall be in the following order: Signed Agreement, Performance Bond, Payment Bond, Maintenance Bond, Special Bond (if any), Proposal, Special Provisions, Notice to Contractor, Construction Specifications, Construction Plans, and General Provisions and Requirements. Contractor: The person, persons, partnership, company, firm association or corporation entering into contract for the execution of work acting directly or through a duly authorized representative. Town Engineer: The Town Engineer of the Town of Westlake, Texas, or his duly authorized assistants or agents. G-1 Engineer: The word "Engineer shall be understood as referring to the Town Engineer. Extra Work: The term extra work as used in this contract shall be understood to mean and include all work that may be required by the Engineer or Town to be done by the Contractor to accomplish any changes, alterations, addition of the work shown on the plans, or reasonably implied by the specifications, and not covered by the Contractor's proposal, except as provided under "Changes and Alterations," herein. Maintenance Bond: The approved form of security furnished by the Contractor and its surety as a guarantee of good faith on the part of the Contractor to correct any discrepancy which may arise as a result due to faulty maintenance or workmanship for a period of two (2) years from final acceptance of the work as provided herein. Mayor: The Mayor of the Town of Westlake. Payment Bond: The approved form of security furnished by the Contractor and his surety as a guarantee for the protection of ail claimants supplying labor and material in the prosecution of the work provided in the contract. Performance Bond: The approved form of security furnished by the Contractor and his surety as a guarantee of good faith on the part of the Contractor to execute the work in accordance with the plans, specifications and terms of the contract. Plan or Plans: All the drawings pertaining to the contract and made a part thereof, including such supplementary drawings or addenda as the Engineer may issue in order to clarify other drawings, or for the purpose of showing changes in the work hereinafter authorized, or for showing details not shown thereon. Proposal: The written statement or statements duly filed with the Town Secretary of the person, persons, partnership, company, firm association or corporation proposing to do the work contemplated, including all approved forms on which the formal bids for the work are to be prepared. Special Provisions: The special clauses setting forth conditions or requirements peculiar to the specific project involved, supplementing the Standard Specifications, and taking precedence over any conditions or requirements of the Standard Specifications with which they are in conflict. Specifications: 1) Town of Westlake — Engineering Standards, latest edition and applicable Ordinances 2) North Central Texas Council of Governments latest edition of Standard Specifications for Public Works Construction 3) The Directions, Provisions, and Requirements as set forth in the Texas Department of Transportation, 1993 Standards for Construction of Highways, Streets, and Bridges, together with the Special Provisions supplemental hereto, pertaining to the method and manner of performing the work or to the qualities or quantities of the materials to be furnished under the contract. G-2 Subcontractor: The term subcontractor, as employed herein, includes only those having a direct contract with the Contractor, and it includes one who furnished material worked to a special design according to the plans or specifications of this work, but does not include one who merely furnished material not so worked. Substantially Completed: By the term "Substantially Completed" is meant the structure has been made suitable for use or occupancy or the facility is in condition to service its intended purpose, but stili may require minor miscellaneous work and adjustment. Sureties: The corporate bodies which are bound by such bonds as are required with and for the Contractor. Said sureties engage to be responsible for the entire and satisfactory fulfillment of the contract, and for any and all requirements as set out in the specifications, contract or plans_ Working Day: A working day is defined as any day, not including Saturdays, or Sundays, or any legal holidays, in which weather or other conditions not under the control of the Contractor will permit construction of any sort of the principal unit of the work for the continuous period of not less than seven (7) hours between 7:00 a.m. and 6:00 p.m. Workin Hours: Work shall be done only during the regular and commonly accepted and described working hours between 7:00 a.m. and 6:00 p.m. No work shall be done nights, Saturdays, Sundays, or any regular holidays unless special permission is given by the Engineer or as may be approved by the proper administrative Town representative. No work stall be done during the hours of 7:00 am — 8:30 am or after 2:30 pm on days when school is in session. Written Notice: Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered at or sent by registered mail to the last business address known to him who gives the notice. . The Work: Unless otherwise stipulated, the Contractor shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, insurance, and all water, lights, power, fuel, transportation, and other facilities necessary for the execution and completion of the work covered by the contract documents. Unless otherwise specified, all materials shall be of good quality. The Contractor shall, if required, furnish satisfactory evidence as to the quality of materials. Materials or work described in words which so applied have a well known technical or trace meaning shall be held to refer to such recognized standards. G.1.2. Abbreviations: Wherever the abbreviations defined herein occur in the plans, in the specifications, contract, bonds, advertisement, proposal, or in any other document or instrument herein contemplated or to which the specifications apply or may apply the intent and meaning shall be as follows: A.A.S.H.T.O. American Association Lb. Pound of State Highway and L.S.G.Co. Lone Star Gas Co. Transportation Officials M.H. Manhole A.S.T.M. American Society for Max. Maximum Testing Materials Min. Minimum Asph. Asphalt Mono. Monolithic Ave. Avenue No. Number G-3 Blvd. Boulevard % Percent C. 1. Cast Iron P.S.I. Pounds per Square Inch C. L. Centerline R. Radius C.O. Cleanout Reinf. Reinforced Cone. Concrete Rem. Remove Cond. Conduit Rep. Replace Corr. Corrugated RfW or R of W Right -of -Way Cu_ Cubic Sani. Sanitary Cult'. Culvert S.W.B.T. Southwestern Bell Telephone Dia. Diameter Company Dr. Drive or Driveway Sq- Square Elev. Elevation Std. Standard F. Fahrenheit St. Street or Storm Ft. or' Feet or Foot Str. Strength Ga. Gallon TXU Texas Utilities H.S. Horseshoe Vol. Volume In. or " Inch or Inches W.U.T. Co. Western Union Telegraph Lin. Linear Company Yd. Yard Section G.2. - Proposal Requirements and Conditions G.2.1. Proposal Form: The Town will furnish bidders with Proposal Forms, which will state the general location and description of the contemplated work, and which will contain an itemized list of the items of work to be done or materials to be furnished, and for which bid prices are asked. The Proposal Form will provide for entering the amount of Proposal Guarantee, and information about the ability, skill and business standing of the bidder. G.2.2. Quantities in Proposal Form: The quantities of the work and materials set forth in the proposal form on the plans approximately represent the work to be performed and materials to be furnished, and are for the purpose of comparing bids on a uniform basis. Payment will be made by the Town to the Contractor only for actual quantities of work performed or materials furnished in accordance with the plans and specifications, and it is understood that quantities may be increased or decreased as herein after provided, without in any way invalidating the bid prices. G.2.3. Examination of Plans, Specifications and Site of. the Work: Bidders are advised that the plans, specifications and other documents on file with the Town Engineer and available at Town Hall shall constitute all of the information which the Town will furnish. Prospective bidders shall make careful examination of the site of the project, disposal sites for surplus materials not designated to be salvaged materials, the availability of ingress and egress to private properties, and methods of handling traffic during the construction of the entire project. Bidders are required, prior to submitting any proposal, to read the specifications, proposal, contract, and bond forms carefully, to visit the site of the work, to examine carefully local conditions, to inform themselves by their independent research, test and investigations of the difficulties to be encountered and determine for themselves and accessibility of the work and all attending circumstances affecting the cost of doing the work or the time required for its completion, and to obtain all information required to make an informed proposal. No information given by the Town or any officials thereof, other than that shown on the plans and G-4 contained in the specifications, proposal, and other documents, shall be binding upon the Town. Bidders shall rely on their own estimates, investigations, tests, and other data which are necessary for full complete information upon which the proposal may be based. If it is mutually agreed that submission of a proposal is evidence that the bidder has made the examinations, investigations and tests required herein, and that if he is the low bidder he will enter into the usual contract with the Town of Westlake. G.2.4. Preparation of Proposal: The bidder shall submit his proposal on the forms furnished by the Town. The bidder shall state the prices, written in ink both in words and numerals, for which he proposes to do the work contemplated. Such prices shall be distinctly legible. In case of discrepancy between prices written in words and the price written in figures, the price written in words shall govern. If the proposal is submitted by an individual, his name must be signed by him or a duly authorized agent. If the proposal is submitted by a firm, association, or partnership, the name and address of each member must be given. If the proposal is submitted by a company or a corporation, the company or corporate name and business address must be given and the proposal signed by an official or duly authorized agent. Powers of Attorney authorizing agents or others to sign proposals must be properly certified and must be in writing and submitted with the proposal. G.2.5. Proposal Guaranty: No proposal will be considered unless it is accompanied by a cashier's check on any state or national bank in Tarrant County, Texas or acceptable bidder's bond, payable unconditionally to the Town of Westlake, Texas. The cashier's check or bidder's bond shall be in the amount of not less than five percent (5%) of the total amount of the bid. The Proposal Guaranty is required by the Town as evidence good faith and as guaranty, that if awarded the contract, the bidder will execute the contract and furnish the required bonds within ten (10) days after receipt of acceptance. Said bonds shall further guarantee that if the proposal is withdrawn after the bids have been opened or if the Contractor refuses to execute the contract in accordance with his proposal, the Contractor and the surety will become liable to the Town of Westlake for damages incurred. if a bidder's bond is used, the surety thereon shall designate an agent resident in Tarrant County, Texas, to whom requisites notice may be delivered and upon whom service of process may be held. Bidder warrants that the bid it submits has been checked for mathematical correctness and same is correct. Bidder agrees that should it desire to withdraw its bid after bid opening because of a mathematical mistake that the Town of Westlake may retain the bid security as liquidated damages and not as penalty and the bidder hereby waives any legal defense available to the bidder for such mistake. (i.e. unilateral mistake). If a bidder's bond is used, an acceptable surety shall be determined from the latest United States Treasury Department list of companies holding certificates of authority and acceptable sureties on Federal Bonds. G.2.6. Filing Proposals: No proposal will be considered unless it is filed with the office of the Town Public Works Director in the Town Hall, Westlake, Texas, within the time limit for receiving proposals as stated in the Notice to Bidders advertisement and Instructions to Bidders. Each proposal shall be in a sealed envelope, plainly marked with the work "Proposal" and the name or description of the project as designated in the advertisement. In the event of addendum(s), the Bidder shall mark the sealed envelope showing that the addendum has been received. G-5 G.2.7. Withdrawing Proposals: Proposals fifed with the Town cannot be withdrawn or modified prior to the time set for opening proposals. Requests for nonconsideration of proposals must be made in writing addressed to the Town Council and filed with the Town Public Works Director prior to the time set for opening proposals. After other proposals are opened and publicly read, the proposal for which withdrawal is properly requested may be returned unopened. G.2.8. Opening Proposals: The proposals filed with the Office of the Town Public Works Director will be opened at the time stated in the Notice to Bidders advertisement and publicly read aloud, and shall thereafter remain on file in the Town Hall. G.2.9. Irregular Proposals: Proposals will be considered irregular if they show any omissions, alterations of form, additions, or conditions not called for, unauthorized alternate bids or irregularities of any kind. However, the Town reserves the right to waive any irregularities and to make the award in the best interests of the Town. G.2 M Rejection of Proposals: The Town reserves the right to reject any or all proposals, and all proposals submitted are subject to this reservation. Proposals may be rejected for any of the following specific reasons: (a) Proposals received after the time limit for receiving proposals as stated in the advertisement. (b) Proposals containing any irregularities (c) Unbalanced value of any items G.2.11. Disqualification of Bidders: Bidders may be disqualified and their proposals not considered for any of the following specific reasons: (a) Reason for believing collusion exists among the bidders. (b) Reasonable grounds for believing that any bidder is interested in more than one proposal for the work contemplated. (c) The bidder interested in litigation against the Town. (d) The bidder being in arrears on any existing contract or having defaulted on a previous contract. (e) Lack of competency as revealed by the Financial statement, experience and equipment, questionnaires, etc. (f) Uncompleted work which in the judgment of the Town will prevent or hinder the prompt completion of additional work if awarded. Section G.3. - Award and Execution of Contract G.3.1. Consideration of Contract: After proposals are opened, the proposals will be tabulated for comparison on the basis of the bid price, quantities and time shown in the proposal. Until final award of the contract, the Town reserves the right to reject any or all proposals, to waive technicalities and to readvartise for new proposals or proceed to do otherwise in the best interests of the Town. G.3.2. Award of Contract: The Town reserves the right to withhold the award of the contract for a reasonable period of time from the date of opening proposals and no award will be made until after investigations are made as to the responsibilities of the low bidder. Cel: G.3.3. Return of Proposal Guaranty: As soon as proposal prices have been tabulated for comparison of bids, the Town may, at its discretion, return the proposal guaranties accompanying the proposal which, in its judgment, would not be considered in the award; all other proposal guaranties will be retained by the Town until.required contract and bonds have been executed, after which they will be returned. No proposal guaranties will be returned until at least two (2) days shall have elapsed from time of opening proposals. G.3.4. Surety Bonds: With the execution and delivery of the contract, the Contractor shall furnish and file with the Town in the amount herein required, the following Surety Bonds: (A) Construction Bond or Performance Bond: A good and sufficient Construction Bond in the amount equal to one hundred percent of the approximate total amount of the contract, as evidenced by the proposal tabulation or otherwise, guaranteeing the full and faithful execution of the work in accordance with the plans and specifications. This Construction Bond shall guarantee the repair and maintenance of all defects due to faulty materials and workmanship for a period of one year from date of completion and acceptance of the improvement by the Town. (B) Payment Bond: A good and sufficient bond in an amount equal to 100 percent of the approximate total amount of the contract, as evidenced by the proposal tabulation, or otherwise guaranteeing the full and proper protection of all claimants supplying labor and materials in the prosecution of the work provided for in said contract and for the use of each claimant. (C) Maintenance Bond: A Maintenance Bond in the amount equal to 20 percent of the total contract price for the project installation shall be furnished by the Contractor for work performed in accordance with the Town of Westlake subdivision ordinance. The Maintenance Bond shall be for a period of one (1) year from and after the date of completion and final acceptance of the entire project by the Town of Westlake, Texas. The Contractor shall maintain and keep in good repair the work contemplated under these plans, specifications, drawings, etc., and perform for a period as set forth in the Maintenance Bond, from the date of acceptance, all necessary repairs, reconstruction and renewal of any part of said construction, and to finish the labor and materials to make good and to repair any defective condition growing out of or on account of the breakage or failure of any substance of improper function of same. Said maintenance contemplates the complete restoration to a functional use of any work required by faulty material during the said period as set forth in the Maintenance Bond. (D) Other Bonds: Other bonds, if required in the Special Provisions. Sureties. No sureties will be accepted by the Town who are now in default or delinquent on any bonds or who are interested in any litigation against the Town. All bonds shall be made on one corporate surety authorized to do business in the State of Texas and acceptable to the Town. An acceptable surety to the Town of Westlake shall be determined as any surety listed as follows on the latest United States Treasury Department list of companies holding certificates of authority as acceptable sureties on Federal Bonds. Each bond shall be executed by the Contractor and the surety. Should any surety on the contract be determined unsatisfactory at any time by the Town, notice will be given to the Contractor to that effect, and the Contractor shall immediately provide a new G-7 surety satisfactory to the Town. No payment will be made under the contract until the new surety or sureties, as required, have qualified and been accepted by the Town. The contract shall not be operative nor will any payments be due or paid until approval of the bonds have been made by the Town. G.3.5. Execution of Contract: The person or persons, partnership, company, firm association or corporation to whom a contract is awarded shall within fifteen (15) working days after the date of being informed (via facsimile or telephone) or the date of receipt of the contract forms (which ever occurs first) for this project shall sign the contract and return same to the Town for execution. No contract shall be binding on the Town until it has been attested by the Town Secretary and executed for the Town by the Town Manager and delivered to the Contractor. G.3.6. Failure to Execute Contract: The failure of the bidder to execute the required bonds or to sign the required contract within fifteen (15) working days after the date of being informed (via facsimile or telephone) or the date of receipt of the contract forms (which ever occurs first) for this project shall be considered by the Town as an abandonment of his proposal and the Town may annul the award. By reason of the uncertainty of the market prices of materials and labor, and it being impracticable and difficult to determine accurately the amount of damages accruing to the Town by reason of said bidder's failure to execute said bonds and contract within fifteen (15) working days, the Proposal Guaranty accompanying the proposal shall be the agreed amount of damages which the Town will suffer by reason of failure on the part of the bidder, and shall thereupon immediately be forfeited to the Town. The filing of a proposal will be considered as an acceptance of this provision. Section G.4. - Scope of Work G.4.1. Intent of Pians and Specifications: The intent of the plans and specifications is to prescribe a complete work or improvement which the Contractor undertakes to do in full compliance with the plans, specifications, Special Provisions, proposal and contract. The Contractor shall do all work as provided in the plans, specifications, Special Provisions, proposal, and contract, and shall do such additional extra work as may be considered necessary to complete the work in a satisfactory and acceptable manner. The Contractor shall furnish all labor, tools, materials, machinery, equipment, and incidentals necessary to the prosecution of the work. GAIII.'I. "or Equal" Clause: Whenever a material or article required is specified or shown on the plans by using the name of the proprietary product, or a particular manufacturer or vendor, any material or article which will perform adequately the duties imposed by the general design will be considered equal and satisfactory provided the material or article so proposed is of equal substance and function, and only after written approval by the Engineer. G.4.2. Special Provisions: Should any work or conditions which are not thoroughly and satisfactorily stipulated or covered by the general or standard specifications be anticipated on any proposed work, "Special Provisions" for such work may be prepared by the Town previous to the time of receiving bids, and shall be considered as a part of the specifications and contract. G.4.3. Increased and Decreased Quantities: The Town reserves the right to alter the quantities of the work to be performed or to extend or shorten the improvements at any time G-8 when and as found necessary. The Contractor shall perform the work as altered provided the increased or decreased quantity is not be more than twenty-five percent of the contemplated quantity of such item or items. No allowance will be made for any change in anticipated profits nor shall such changes be considered as waiving or invalidating any conditions or provisions of the contract and bond. GAA Alteration of Plans and Specifications: The Town reserves the right to make such changes in the plans and specifications and in the character of the work as may be necessary or desirable to. insure completion in the most satisfactory manner, provided such changes do not materially after the original plans and specifications or change the general nature of the work as a whole. Such changes shall not be considered as waiving or invalidating any condition or provision of the contract or bond. GAA Extra Work. When any work is necessary to the proper completion of the project for which no prices are provided in the proposal and contract, the Contractor shall do such work, but only when and as ordered in writing by the Engineer, subject, however, to the right of the Contractor to require a written confirmation of such extra work order by the Town. It is also agreed that the compensation to be paid the Contractor for performing said extra work shall be determined by one or more of the following methods: Method (A) By agreed unit prices; or Method (B) By agreed lump sum; or Method (C) If neither Method (A) or Method (B) can be agreed upon before the extra work is commenced then the Contractor shall be paid the "actual field cost" of the work, plus fifteen (15) percent In the event said extra work be performed and paid by under Method (C) then the provisions of this paragraph shall apply and the "actual field cost" is hereby defined to include the cost of all workmen, such as foremen, timekeepers, mechanics, and laborers, and materials, supplies, teams, trucks, rentals on machinery and equipment, for the time actually employed or used on extra work, plus actual transportation charges necessarily incurred together with all necessary incidental expenses incurred directly on account of such extra work, including social security, old age benefit and other payroll taxes, public liability and property damage and workmen's compensation, and all other insurance as may be required by any law or ordinance, or directed by the Engineer of Town, or by them agreed to. The Engineer may direct the form in which accounts of the "actual field cost" shall be kept and the record of these accounts shall be made available to the Engineer. The Engineer may also specify in writing before the work commences, the method of doing the work. The type and kind of machinery and equipment shall be determined by using 100 percent, unless otherwise specified, of the latest schedule of equipment which shall be incorporated into the written extra work order. Save that where the Contractor's camp or field office must be maintained primarily on account of such extra work, then the cost to maintain and operate the same shall be included in the "actual field cost." No claim for extra work of any kind will be allowed unless ordered in writing by the Engineer. In case any orders or instructions are directed to the Contractor for which he should receive compensation or an adjustment in the construction time, he shall make written requests to the Engineer, for written order authorizing such extra work. Should a difference of opinion arise as to what does or does not constitute extra work, or as to the payment therefor and the Engineer insists upon its performance, the Contractor shall proceed with the work after making written request for written order and shall keep an accurate account of the "actual field cost" thereof, G-9 as provided under Method (C). The Contractor will hereby preserve the right to submit the matter of payment to arbitration, as herein below provided. GA6. Final Clean -Up: Upon completion of the work and before acceptance and final payment will be made, the Contractor shall clean and remove from the site of the work surplus and discarded materials, temporary structures, discarded materials, and debris of every kind. He shall leave the site of the work in a neat and orderly condition equal to that which originally existed. Surplus and waste materials removed from the site of the work shall be disposed of at locations satisfactory to the Engineer. Section G.5. - Control of the Work and Materials G.5.1. Engineer's Authority and Duty: Unless otherwise specified, it is mutually agreed between the parties to this agreement that the Engineer may inspect all work included herein. He has the authority to stop the work whenever such stoppage may be necessary to insure the proper execution of the contract. In order to prevent delays and disputes and to discourage litigation, it is further agreed that the Engineer shall in all cases determine the amounts and quantities of the several kinds of work which are to be paid for under this contract, and shall in all cases decide every question which may arise relative to the execution of this contract on the part of said Contractor. The Engineer shall, within a reasonable time, render and deliver to the Contractor a written decision on all claims of the parties hereto and on all questions which may arise relative to the execution of the work or the interpretation of the contract, specifications and plans. Whenever the words "directed", "required", "permitted", "designated", "considered necessary", "prescribed", or words of Pike import are used, it shall be understood that the direction, requirement, permission order, designation or prescription of the Engineer is intended; and similarly, the words "approval", "acceptable", "satisfactory", or words of like import shall mean approved by or acceptable or satisfactory to the Engineer. G.5.2. Superintendence and Inspection: It is agreed by the Contractor that the Engineer shall be and is hereby authorized to appoint from time to time such subordinate engineers, supervisors, or inspectors as the said Engineer may deem proper to inspect the materials furnished and the work done under this agreement, and to see that the said material is furnished, and said work is done in accordance with the specifications therefor. The Contractor shall furnish all reasonable aid and assistance required by the subordinated engineers, supervisors, or inspectors for the proper inspection and examination of the work. The Contractor shall regard and obey the direction and instruction of any subordinate engineers, supervisors, or inspectors so appointed, when such directions and instructions are consistent with the obligations of the agreement and the accompanying plans and specifications, provided, however, that should the Contractor object to any order by any subordinate engineer, supervisor, or inspector, the Contractor within six (6) days make a written appeal to the Engineer for his decision. G.5.3. Contractor's Duty and Superintendence: The Contractor shall give personal attention to the faithful prosecution and completion of this contract and shall keep on the work, during its progress, a competent superintendent who shall represent the Contractor in his absence and all directions given to him shall be as binding as if given to the Contractor. G-10 Important directions shall be confirmed in writing to the Contractor. Other directions shall be so confirmed on written request in each case. The Contractor will be supplied with three copies of the plans and specifications, and shall have available on the work at all times one copy of said plans and specifications. The Contractor shall give to the work the consistent attention necessary to facilitate the progress thereof, and he shall cooperate with the Engineer, his inspectors and with other Contractors, in every way possible. The Contractor shall provide all facilities to enable the Engineer and his inspectors to inspect the workmanship and materials entering into the work. G.5.4. Contractor's Understanding: It is understood that it is agreed that the Contractor has, by careful examination satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed in preparation for and during the prosecution of the work, the general and local conditions, and all other matters which can in any way affect the work under this contract. No verbal agreement or conversation with any officer, agent or employee of the Town either before or after the execution of this contract, shall affect or modify any of the terms of obligations herein contained. G.5.5. Character of Workmen: The Contractor agrees to employ only orderly and competent men, skillful in the performance of the type of work required under this contract to do the work; and agrees that whenever the Engineer shall inform him in writing that any man on the work is in his opinion incompetent, unfaithful or disorderly, such man or men shall be discharged from the work and shall not again be employed on the work without the Engineer's written consent. G.5.6. Contractor's Buildings: The building of structures for housing men, or the erection of tents or other forms of protection, will be permitted only at such places as the Engineer shall direct, and the sanitary conditions of the grounds on or about such structures shall at all times be maintained in a manner satisfactory to the Engineer. G.5.7. Sanitation: Necessary sanitary conveniences for the use of the laborers on the work, properly secluded from public observation, shall be constructed and maintained by the Contractor in such a manner and at such points as shall be approved by the Engineer, and their use shall be strictly enforced. G.5.8. Shop Drawings: The Contractor shall submit to the Engineer, with such promptness as to cause no delay in his own work or in that of any other Contractor, four copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the job of the various trades, and the Engineer shall review them with reasonable promptness, making desired corrections. The Contractor shall make any corrections required by the Engineer, file with him two corrected copies and furnish such other copies as may be needed. The Engineer's approval of such drawings or schedules shall not relieve the Contractor from responsibility for deviations from drawings or specifications, unless he has in writing called the Engineer's attention to such deviations at the time of submission, nor shall it relieve him from responsibility of errors of any sort in shop drawings or schedules. G.5.9. Preliminary Approval: The Engineer shall not have the power to waive the obligation of this contract for the furnishing by the Contractor of good materials, and of his performing good work as herein described, and in full accordance with the plans and specifications. No failure or omission of the Engineer to condemn defective work or materials shall release the G-11 Contractor from the obligations to at once tear out, remove and properly replace the same at any time prior to final acceptance upon the discovery of said defective work or materials provided, however, that the Engineer shall, upon request of the Contractor inspect and accept or reject any material furnished, and in event the material has been once accepted by the Engineer, such acceptance shall be binding on the Town, unless it can be clearly shown that such materials furnished does not meet the specifications for this work. Any questioned work may be ordered taken up or removed for reexamination by the Engineer, prior to final acceptance, and if found not in accordance with the specifications for said work, all expense of removing, reexamination and replacement shall be borne by the Contractor; otherwise the expense thus incurred shall be allowed as extra work, and shall be paid for by the Town. However, where inspection or approval is specifically required by the specifications prior to performance of certain work, should the Contractor proceed with such work without requesting prior inspection and approval, he shall bear all expense of taking up, removing and replacing his work if so directed by the Engineer. G.5.10. Defects and Their Remedies: It is further agreed that if the work or any part thereof, or any materials brought on the site of the work for use in the work or selected for the same, shall be deemed by the Engineer, as unsuitable or not in conformity with the specifications, the Contractor shall, after receipt of written notice from the Engineer, forthwith remove such materials and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. G.5.11. Changes and Alterations: The Contractor further agrees that the Town may make such changes and alterations as the Town may see fit, in the line, grade, form, dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of the construction, without affecting the validity of the contract and the accompanying Performance Bond. 6.5.12. Conformity with Plans: All work shall conform to the lines, grades, cross-sections and dimensions shown on the plans. Any deviation from the plans, which may be required by the exigencies of construction will be determined by the Engineer and authorized by him in writing. G.5.13. Existing Structures: The location of gas mains, water mains, conduits, sewer, etc. is unknown, and the Town assumes no responsibility for failure to show them in their exact locations. It is mutually agreed that such failure will not be considered sufficient basis for claims for additional compensation for extra work or for increasing the pay quantities in any manner whatsoever, unless the obstruction encountered is such as to necessitate changes in the lines or grades, or require the building of special work, provisions for which are not made in the plans and proposal, in which case the provisions in these specifications for extra work shall apply. G.5.14. Coordination of Plans, Specifications, Proposal and Special Provisions: The plans, these specifications, the proposal, Special Provisions and all supplementary documents are intended to describe a complete work and are essential parts of the contract. A requirement occurring in any of them is binding. In case of discrepancies, figured dimensions shall govern over scaled dimensions; specifications shall govern over plans; Special Provisions shall govern over both general and standard specifications and plans; and quantities shown on the plans shall govern over those shown in the proposal. The Contractor shall not take advantage of any error or omission in the plans and specifications, and the Engineer shall be permitted to make G-12 such corrections or interpretations as may be deemed necessary for the fulfillment of the intent of the plans and specifications. In the event the Contractor discovers an apparent error or discrepancy, he shall immediately call this to the attention of the Engineer. G.5.15. Source of Supply of Materials: The materials shall be the best procurable, as required by the plans, specifications and Special Provisions. The Contractor shall not start delivery of materials until the Engineer has approved the source of supply. Only materials conforming to these specifications shall be used in the work, and such materials shall be used only after written approval has been given by the Engineer, and only so long as the quality of said materials remains equal to the requirements of the specifications. After approval, any material which has become mixed with or coated with dirt or any other foreign substances during its delivery and handling will not be permitted to be used in the work. G.5.16. Samples and Tests of Materials: Where, in the opinion of the Engineer, or as called for in the specifications, tests of materials are necessary, such tests will be made at the expense of the Contractor unless otherwise provided. Tests, unless otherwise specified, will be made in accordance with the latest methods of the American Society for Testing Materials. The Contractor shall provide such facilities as the Engineer may require for collecting and forwarding samples and shall not use the materials represented by the samples until tests have been made. The Contractor shall furnish adequate samples without charge. G.5.17. Storage of Materials: Materials shall be stored so as to insure the preservation of their quality and fitness for the work. When directed by the Engineer, they shall be placed on wooden platforms or other hard, clean surfaces, and not on the ground, and shall be placed under cover when directed. Stored materials shall be placed and located so as to facilitate prompt inspection. G.5.18. Inspection: The Contractor shall furnish the Engineer with every reasonable facility for ascertaining whether or not the work performed was in accordance with the requirements and intent of the plans and specifications. Any work done (except excavation) or materials used without suitable supervision or inspection by the Engineer may be ordered removed and replaced at the Contractor's expense. G.5.19. Removal of Defective and Unauthorized Work: All work which has been rejected or condemned shall be repaired, or if it cannot be repaired satisfactorily, it shall be removed and replaced at the Contractor's expense. Defective materials shall be immediately removed from the site of the work. Work done without line and grade having been given, work done out of the lines or not in conformity with the grades shown on the plans or as given, save as herein provided, work done without proper inspection, or any extra or unclassified work done without written authority and prior agreement in writing as to prices shall be done at the Contractor's expense. Upon failure of the Contractor to repair satisfactorily or to remove and replace, if so directed, rejected, unauthorized or condemned work or materials immediately after receiving notice from the Engineer, the Engineer will, after giving notice to the Contractor, have the authority to cause defective work to be remedied or removed and replaced, or to cause unauthorized work to be removed and to deduct the cost thereof from any moneys due or to become due the Contractor. G.5.20. Final Inspection: The Engineer will make final inspection of all work included in the contract as practicable after the work is completed and ready for acceptance. If the work is not G-13 acceptable to the Engineer at the time of such inspection, he will inform the Contractor as to the particular defects before final acceptance will be made. Section G.6. - Legal Relations and Public Responsibility G.6.05. Arbitration: All questions of dispute under this Agreement shall be submitted to the Town Council at the request of either party and the decision of the Town Council shall be final and unappealable. G.6.1. Law and Ordinance: The Contractor shall at all times observe and comply with all Federal, State and local laws, ordinances and regulations, which in any manner effect the contract or the work, and shall indemnify and save harmless the Town against any claim arising from the violation of any such laws and ordinances, and are called for by the provisions of the contract documents. If the Contractor observes that the plans and specifications are in variance therewith, he shall promptly notify the Engineer in writing, and any necessary changes shall be adjusted as provided in the contract for changes in the work. If the Contractor performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to the Engineer, he shall bear all costs arising therefrom. In the case of a body politic and corporate, the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the Town may enter into contract, shall be controlling, and shall be considered as part of this contract to the same effect as through embodied therein. G.6.2. Permits and Licenses: The Contractor shall procure all permits and licenses, pay all, charges and fees, and give all notices necessary and incident to the due and lawful prosecution of the work. G.6.3. Protection against Royalties or Patented_ Invention: The Contractor shall pay all royalties and license fees, and shall provide for the use of any design, device, materials or process covered by. letter patent or copyright by suitable legal agreement with the patentee or owner. The Contractor shall defend all suits or claims for infringement of any patent or copyright rights and shall indemnify and save the Town harmless from any loss on account thereof, except that the Town shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of the particular manufacturer or manufacturers is specified or required by the Town; provided however, if choice or alternate design, device, material or process is allowed to the Contractor, the Contractor shall indemnify and save Town harmless from any loss on account thereof. If the materials or process specified or required by the Town is an infringement, the Contractor shall be responsible for such loss unless he promptly gives information to the Town. G.6.4. Public Convenience and Safety: Materials stored about a work shall be placed so, and the work shall at all times be so conducted, as to cause no greater obstruction to the traveling public than is considered necessary by the Engineer. The Contractor shall make provisions by bridges or otherwise at all cross streets, highways, sidewalks, and private driveways for the free passage of pedestrians and vehicles, provided where bridging is impracticable or unnecessary in the opinion of the Engineer, the Contractor may make arrangements satisfactory to the Engineer for the diversion of traffic, and shall, at his own expense, provide all material and perform all work necessary for the construction and G-14 maintenance of roadways and bridges for the diversion of traffic. Sidewalks are not to be obstructed except by special permission of the Engineer. The materials excavated, all the construction materials or plans used in the construction of the work, shall be placed so as not to endanger the work or prevent free access to all fire hydrants, water valves, gas valves, manholes for telephone, telegraph, signal, or electric conduits, sanitary sewer or storm drain. The Town reserves the right to remedy any neglect on the part of the Contractor as regards to public convenience and safety which may come to its attention, after twenty-four hours notice in writing to the Contractor, save in cases of emergency, when it shall have the right to remedy any neglect without notice; in either case, the cost of such work done by the Town shall be deducted from moneys due the Contractor. The Contractor shall notify the Trophy Club/Westlake Department of Public Safety headquarters when any street is closed or obstructed and when directed by the Engineer shall keep any street or streets in condition for unobstructed use by fire apparatus. The Contractor will be required to give the Police Department a 24-hour notice of intent to cut any street in the project. This notice may be given by telephone. A separate notice must be given wherever any additional street in the contract is to be cut. Where the Contractor is required to construct temporary bridges or make other arrangements for crossings over ditches or streams, his responsibility for accidents shall include the roadway approaches as well as the structures of such crossings. G.6.5. Privileges of Contractor in Streets, Alleys and Rights -of Way: For the performance of the contract, the Contractor will be permitted to occupy such portions of streets or alleys or other public places or other rights-of-way as provided for in the ordinances of the Town, as shown on the plans, or as permitted by the Engineer. A reasonable amount of tools, materials, and equipment for construction purposes may be stored in such space, but not more than is necessary to avoid delays in the construction. Excavated and waste materials shall be piled or stacked in such a way as not to interfere with spaces that may be designated to be left free and unobstructed so as not to inconvenience occupants of adjoining property. Other Contractors of the Town may, for all purposes required by the contract, enter upon the work and premises used by the Contractors and the Contractor shall give to other Contractors of the Town all reasonable facilities and assistance for the completion of adjoining work. Any additional grounds desired by the Contractor for his use shall be provided by him at his own cost and expense. G.6.6. Railway Crossings: Where the work encroaches upon any right-of-way of any railway, the Town will secure the necessary license easement for the work. Where railway tracks are to be crossed, the Contractor shall observe all the regulations and instructions of the railway company as to methods of doing work, or precautions for the safety of property and the public. All negotiations with the railway company, except for the right-of-way, shall be made by the Contractor. The railway company shall be notified by the Contractor not less than five days previous to the time of his intention to begin work. The Contractor will not be paid direct compensation for such railway crossings, but shall receive only the compensation set out in the proposal. G.6.7. Barricades, Lights and Watchmen: Where the work is carried on, in or adjacent to any street, alley or public place, the Contractor shall at his own expense furnish and erect such barricades, fences, lights and danger signals; shall provide such watchmen, and shall take such other precautionary measures for the protection of persons or property and of the work as are G-15 necessary. All traffic signage and barricading in the construction zone shall be in accordance with the Texas Manual on Uniform Traffic Control Devices, latest edition. The Contractor shall be held responsible for all damage to the work due to the failure of barricades, signs, lights and watchmen to protect it, and whenever evidence is found of such damage, the Engineer may order the damaged portion immediately removed and replaced by the Contractor at his cost and expense. The Contractor's responsibility for the maintenance of barricades, signs, and lights shall not cease until the project shall have been accepted by the Town. G.6.8. Use of Explosives: No explosives shall be used on the project without the written consent of the Engineer. G.6.9. Protection and Restoration of Property: Where the work passes over or through private property, the Town will provide such rights-of-way. The Contractor shall notify the proper representatives of any public utility, corporation, any company or individual not less than forty-eight hours in advance of any work which might damage or interfere with the operation of their or his property along or adjacent to the work. The Contractor shall be responsible for all damage or injury to any property of any character (except such as may be due to the provisions of the contract documents, or caused by agents or employees of the Town) by reason of any negligent act or omission on the part of the Contractor, or defective work or materials, or due to his failure to reasonably or properly prosecute the work, and said responsibility shall not be released until the work shall have been completed and accepted. When and where any such damage or injury is done to public or private property on the part of the Contractor, he shall restore or have restored at his own cost and expense such property to a condition similar or equal to that existing before such damage was done, by repairing, or otherwise restoring as may be directed, or he shall make good such damage or injury in a manner acceptable to the owner or the Engineer. In case of a failure on the part of the Contractor to restore such property or make good such damage or injury, the Engineer may, upon forty-eight hours written notice, under ordinary circumstances, without notice when a nuisance or hazardous condition results, proceed to repair, rebuild or otherwise restore such property as may be determined necessary, and the cost thereof will be deducted from any moneys due or to become due the Contractor under his contract. G.6.10. Responsibility for Damage Claims: The Contractor and his sureties shall indemnify and save harmless the Town and all its officers, agents, and employees from all suits, actions or claims of any character, name and description brought for or on account of any injuries or damages received or sustained by any person or persons or property, on account of any negligent act or fault of the Contractor, his agents or employees, in the execution of said contract; or on account of the failure of the Contractor to provide necessary barricades, warning lights or signs; and will be required to pay any judgment, with costs, which may be obtained against the Town growing out of such injury or damage. G.6.11. Contractor's Claim for Damage: Should the Contractor claim compensation for any alleged damage by reason of the acts or omissions of the Town, he shall, within three days after sustaining such damage, make a written statement to the Engineer, setting out in detail the nature of the alleged damage, and on or before the 25th day of the month succeeding that in which any such damage is claimed to have been sustained, the Contractor shall file with the Engineer an itemized statement of the details and amount of such alleged damaged, and upon request, shall give the Engineer access to all books of accounts, receipts, vouchers, bills of lading, and other books or papers containing any evidence as to the amount of such alleged G-16 damage. Unless such statement shall be filed as herein above required, the Contractor's claim for compensation shall be waived and he shall not be required to payment on account of such damage. G.6.12. Public Utilities and other Property to be Changed: In case it is necessary to change or move the property of any owner or of a public utility, such property shall not be moved or interfered with until ordered to do so by the Engineer. The right is reserved to the owner of public utilities to enter upon the limits of the contract for the purpose of making such changes or repairs of their property as may be necessary for performance of the contract. The Town reserves the right of entering upon the limits of the contract for the purpose of repairing or re- laying sewer and water lines and appurtenances, repairing structures, etc., and for making other repairs, changes or extension to any Town property. G.6.13. Temporary Sewer and Drain Connections: When existing sewers have to be taken up or removed, the Contractor shall, at his own cost and expense, provide and maintain temporary outlets and connections for private and public drains and sewer. The Contractor shall also take care of all sewage and drainage which will be received from these drains and sewers; and for this purpose he shall provide and maintain, at his own expense, adequate pumping facilities and temporary outlets or diversions. The Contractor, at his own expense, shall construct such troughs, pipes or other structures necessary, and be prepared at all times to dispose of drainage and sewage received from these temporary connections until such time as the permanent connections are built and in service. The existing sewers and connections shall be kept in service and maintained under the contract, except where specified or ordered to be abandoned by the Engineer. All water or sewage shall be disposed of in a satisfactory manner so that no nuisance is created, and so that the work under construction will be adequately protected. G.6.14. Arrangement and Charge for Water Furnished by the Town: Where the Contractor desires to use Town water in connection with any construction work, he shall make complete and satisfactory arrangements with the Town Engineer before so doing. Where meters are used, the charge for water will be as prescribed by ordinance; or, where no ordinance applies, payment shall be made on estimates made by the Town Engineer. G.6.15. Use of Fire Hydrants: No person shall open, turn off, interfere with, attach any pipe or hose to, or connect anything with any fire hydrant, stop valve, or stop cock, or tap any water main belonging to the Town, unless duly authorized to do so by the Town Engineer. G.6.16. Use of a Section or Portion of the Work: Wherever in the opinion of the Engineer any section or portion of the work or any structure is in suitable condition, it may be put into use upon the written order of the Engineer, and such usage shall not be held to be in any way an acceptance of said work or structure or any part thereof or as a waiver of any of the provisions of these specifications or the contract pending final completion and acceptance of the work. All necessary repairs and removals of any section of the work so put into use, due to defective materials or workmanship or to operations of the Contractor shall be performed by the Contractor at his own cost and expense. G.6.17. Contractor's Responsibility for the Work: Until written acceptance by the Engineer, as provided for in these specifications, the work shall be under the charge and care of the Contractor and he shall take every precaution to prevent injury or damage to the work or any part thereof by action of the elements or from any other cause whatsoever, whether arising from the execution or non -execution of the work. The Contractor shall rebuild, restore and G-17 make good at his own cost and expense, all injuries or damages to any part of the work occasioned by any of the herein above causes. G.6.18. Contractor's Insurance: The Contractor at his own expense shall purchase, maintain and keep in force during the life of this contract, adequate insurance that will protect the Contractor and/or any Additional Insured from claims which may arise out of or result from operations under this contact. The insurance required shall provide adequate protections from all claims, whether such operations be by the Contractor or by any Additional Insured or by any Subcontractor or by anyone directly or indirectly employed by any of them, or by anyone whose acts of any of them may be liable and from any special hazards, such as blasting, which may be encountered in the performance of this contract in the amounts as shown below in sub -paragraph (A). The Contractor shall provide the following: (A) Insurance and Amount: The Contractor shall furnish and maintain during the life of the Contract adequate Worker's Compensation and Commercial General Liability (Public) Insurance in such amounts as follows: Worker's Compensation as required by law Commercial General $500,000 Each Accident Liability (Public) $1,000,000 Aggregate $1,000,000 Products & Completed Operations Aggregate The Commercial General Liability (Public) insurance policy shall include an endorsement CG 2503 "Amendment Aggregate Limit of Insurance per Project." The endorsement shall preserve the entire aggregate required in the Commercial General Liability (Public) insurance policy for the exclusive use in this contract. A copy of this endorsement must be submitted with the contract documents. The Commercial General Liability (Public) insurance policy shall be on an "Occurrence" basis. The Contractor shall be required to have additional insurance for all work performed within railroad R.O.W. as required by the owner of such R.O.W. and said insurance shall be in addition to the insurance amount required in sub -paragraph (A). (B) Additional Insured: The Town of Westlake shall be an additional insured on the Commercial General Liability (Public) Insurance Policy furnished by the Contractor. (C) Written Notification: Each insurance policy shall contain a provision requiring that thirty (30) days prior to expiration, cancellation, non -renewal or any material change in coverage, a notice thereof shall be given by certified mail to the Town Secretary. (D) Premiums and Assessments: Companies issuing the insurance policies shall have no recourse against the Town for payment of any premiums or assessments for any deductibles which are at the sole responsibility and risk of the Contractor. (E) Certificate of Insurance: The Contractor shall furnish the Town with four (4) valid Certificate of Insurance Forms. G-18 (F) Workers' Compensation: The Contractor shall furnish the Town with four (4) valid copies of the Contractor's Certification of Workers' Compensation form to verify that the Contractor has provided workers' compensation insurance for all employees of the Contractor in accordance with Texas state laws. (G) Insurance Policy: The Contractor shall furnish the Town with two (2) certified copies of the insurance policies (not a certificate) to verify coverages afforded under the policies within 40 calendar days from the date of the issuance of the Certificate of Insurance Form. (H) Primary Coverage: The coverages provided herein shall be primary and noncontributory with any other insurance maintained by the Town of Westlake, Texas, for its benefit, including self insurance. In the event any insurance policy shown on the Certificate of Insurance has an expiration date that is prior to the completion and final acceptance of the project by the Town of Westlake, the Contractor shall furnish the Town proof of identical coverage no later than thirty (30) days prior to the expiration date shown on the Certificate of Insurance. The Contractor shall not commence work on any Contract in the Town of Westlake until the Contractor has obtained all the insurance required under this paragraph and such insurance has been approved by the Town - G.6.19. Workers' Compensation insurance Coverage: (A) Definitions: Certificate of coverage ("certificate") - A copy of a certificate of insurance, a certificate of authority to self -insure issued by the commission; or a coverage agreement (TWCC-81, TWCC-82, TWCC-83, or TWCC-84) showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project for the duration of the project. Duration of the project - Includes the time from the beginning of the work on the project until the contractor's/person's work on the project has been completed and accepted by the Town.. Persons providing services on the project ("subcontractor" in §406.096) - Includes all persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the contractor and regardless of whether that person has employees. This includes without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner -operators, employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" Include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. G-19 (B) The contractor shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all employees of the contractor providing services on the project, for the duration of the project. (C) The contractor must provide a certificate of coverage to the Town prior to being awarded the contract. (D) If the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project, the contractor must, prior to the end of the coverage period, file a new certificate of coverage with the Town showing that coverage has been extended. (E) The contractor shall obtain from each person providing services on a project, and provide to the Town: (1) A certificate of coverage, prior to that person beginning work on the project, so the Town will have on file certificates of coverage showing coverage for all persons providing services on the project, and (2) No later than seven days after receipt by the contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project. (F) The contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter. (G) The contractor shall notify the Town in writing by certified mail or personal delivery, within 10 days after the contractor knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project. (H) The contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. (1) The contractor shall contractually require each person with whom it contracts to provide services on a project, to: (1) Provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all of its employees providing services on the project, for the duration of the project; (2) Provide to the contractor, prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the project; G-20 (3) Provide the contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (4) Obtain from each other person with whom it contracts, and provide to the contractor: (a) A certificate of coverage, prior to the other person beginning work on the project; and (b) A new certificate of coverage showing extension of coverage, prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (5) Retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the Town in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (7) Contractually require each person with whom it contracts, to perform as required by paragraphs (1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services. (J) By signing this contract or providing or causing to be provided a certificate of coverage, the contractor is representing to the Town that all employees of the contractor who will provide services on the project will be covered by workers' compensation coverage for the duration of the project, that the coverage will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured, with the commission's Division of Self -Insurance Regulation. Providing false or misleading information may subject the contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions. (K) The contractor's failure to comply with any of these provisions is a breach of contract by the contractor which entitles the Town to declare the contract void if the contractor does not remedy the breach within ten days after receipt of notice of breach from the Town. Section G.7. - Prosecution and Progress G.7.1. Assignment and Subletting: The Contractor further agrees that he will retain personal control and will give his personal attention to the fulfillment of this contract and that he will not assign by Power of Attorney, or otherwise, or sublet said contract, without the written consent of the Town, and that no part of the work will be sublet to anyone objectionable to the Town Engineer. G-21 G.7.2. Prosecution of the Work: The Contractor shall begin the work to be performed under this contract within the time limit stated in these specifications, and shall conduct the work in such a manner and with sufficient equipment, materials, and labor as is necessary to insure its completion within the time limit. The sequence of all construction operations shall be at all times as directed by or approved by the Engineer. Such direction or approval by the Engineer shall not relieve the Contractor from the full responsibility of the complete performance of the contract. Should the prosecution of the work be discontinued by the Contractor, he shall notify the Engineer at least twenty-four hours in advance of resuming operation. G.7.3. Limitation of Operations: The work shall be so conducted as to create a minimum amount of inconvenience to the public. At any time when, in the judgment of the Engineer, the Contractor has obstructed or closed or is carrying on operations on a greater portion of the street or public way than is necessary for the proper execution of the work, the Engineer may require the Contractor to finish the sections on which work is in progress before operations are started on any additional section. G.7.4. Time and Order of Completion: It is the meaning and intent of this contract, unless otherwise herein specifically provided, that the Contractor shall be allowed to prosecute his work at such time and seasons, in such order of precedence, and in such a manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this contract, the plans and specifications, and within the time of completion designated in the proposal; provided, also, that when the Town is having other work done, either by contract or by its own force, the Engineer may direct the timing of the contract, so that conflict will be avoided and the construction of the various works being done for the Town shall be harmonized. The Contractor shall submit, at such times as may reasonably be requested by the Engineer, a schedule which shall show the order in which the Contractor will start the several parts of the work, and estimated dates of completion of the several parts. G.7.5. Extension of Time: Should the Contractor be delayed in the completion of the work by any act or neglect of the Town or Engineer, or any employee of either, or by other Contractor's employed by the Town, or by changes ordered in the work, or by strikes, lockouts, fires, and unusual delays by common carriers, or unavoidable cause or causes beyond the Contractor's control or by any cause which the Engineer shall decide justifies delay, then an extension of the time shall be allowed for completing the work, sufficient to compensate for the delay, the amount of the extension to be determined by the Engineer, provided, however that the Contractor shall give the Engineer prompt notice in writing of the cause of such delay. G.7.6. Hindrances and Delays: No claims shall be made by the Contractor for damages resulting from hindrances or delays from any cause (except where the work is stopped by order of the Town) during the progress of any portion of the work embraced in this contract. In case said work shall be stopped by an act of the Town, then such expense as in the judgment of the Engineer, caused by such stoppage of said work shall be paid for by the Town to the Contractor. G-22 Once the work order is transmitted to the Contractor, the Contractor shall devote both manpower and equipment to the project on a continuous basis each and every workday in sufficient quantity to bring the project to completion without delay. The Town Engineer shall be the sole judge, with appeal only to the Town Council, of whether the Contractor has devoted both manpower and equipment to the project on a continuous basis to bring the project to completion. If the Engineer or his designee should determine the Contractor has failed to diligently prosecute the project and the Town Council does not reverse the decision of the Engineer or his designee, the Town Engineer may have the remaining work performed by another contractor and deduct whatever is paid to the substitute contractor from the Contractor's contract. Failure to comply with the contractual provisions of a Town of Westlake construction contract or failure to diligently pursue a project to completion shall be a basis for the Town Council rejecting a future bid from said Contractor. G.7.7. Failure to Complete on Time: The time of completion of the contract is of the essence. For each working day that any work shall remain uncompleted after the time specified in the proposal and contract, plus any authorized time extension granted in writing by the Town of Westlake, or as automatically increased by additional work or materials ordered after the contract is signed, the sum per day of 11500 of the amount of the contract (to an amount not to exceed $500.00 per day), unless otherwise specified in the special provisions, will be deducted from the moneys due the Contractor, not as a penalty but as liquidated damages. The sum of money thus deducted for such delay, failure or noncompletion is not to be considered as a penalty, but shall be deemed, taken and treated as reasonable liquidated damages, since it would be impracticable and extremely difficult to fix the actual damages. The Contractor shall also indemnify and hold the Town harmless including paying court costs and defense fees from any property damage claims resulting from restriction of access caused by the Contractor's negligent performance or undue delay. G.7.8. Suspension by Court Order: The Contractor shall suspend such part or parts of the work ordered by the court, and will not be entitled to additional compensation by virtue of such court order. Neither will he be liable to the Town in the event the work is suspended by court order. G.7.9. Temporary Suspensions: The Engineer shall have the authority to suspend the work wholly or in part for such period or periods as he may deem necessary due to unsuitable weather conditions as are considered unfavorable for the suitable prosecution of the work. if it should become necessary to stop the work for an indefinite period, the Contractor shall store all materials in such a manner that they will not obstruct or impede the public unnecessarily nor become damaged in any way and he shall take every precaution to prevent damage or deterioration. G.7.10. Abandonment by --Contractor: In case the Contractor should abandon and fail or refuse to resume work within ten (10) days after written notification from the Town or the Engineer, when such orders are consistent with the Contract Document, then, and in that case, where a performance bond exists, the Surety on the bond shall be notified in writing and directed to complete the work, and a copy of said notice shall be delivered to the Contractor. G-23 After receiving said notice of abandonment, the Contractor shall not remove from the work any materials, equipment, tools, or supplies then on the job, but the same, together with any materials and equipment under contract for the work may be held for use on the work by the Town of Westlake, the Surety on the construction bond, or another contractor in completion of the work; and the Contractor shall not receive any rental or credit therefore (except when used in connection with Extra Work where credit shall be allowed as provided for under Article G.4.5., Extra Work), it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and be reflected in the final settlement. G.7.11. Termination of Contract: The contract will be considered fulfilled, save as provided in any maintenance stipulations, bond, or by law, when all the work has been completed, the final inspection made by the Engineer, and final acceptance and final payment made by the Town. Section G.8. - Measurement and Payment G.8.1. Quantities and Measurement: No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, solid contents number and weight only shall be considered, unless otherwise specifically provided. G.8.2. Estimated Quantities: This agreement, including the specifications, plans, and estimates, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this contract, they are approximate and are to be used only as a basis for estimating. the probable cost of the work and for comparing the proposals offered for the work. It is understood and agreed that the actual amount of work to be done and materials to be furnished under this contract may differ somewhat from these estimates, and that where the basis for payment under this contract is the unit price method, payment shall be for the actual amount of such work done and the material furnished. Where payment is based on the unit price method, the Contractor agrees that he will make no claim for damages, anticipated profits or otherwise on account of any differences which may be found between the quantities of work actually done, the material actually furnished under this contract and the estimated quantities contemplated and contained in the proposal; provided, however, that in the case the actual quantity of any major item should become as much as 25% less than the estimated or contemplated quantity for such items, then either party to this Agreement, upon demand, shall be entitled to a revised consideration upon the portion of the work above or below 25% of the estimated quantity. A "Major Item" shall be construed to be an individual bid item incurred in the proposal that has a total cost equal to or greater then five (5) percent of the total contract cost, computed on the basis of the proposal quantities and the contract unit prices. Any revised consideration is to be determined by agreement, between the parties otherwise by the terms of this Agreement, as provided under "Extra Work" Article G.4.5. G.8.3. Partial. Payment: On or before the 1st day of each month the Contractor shall submit a Pay Request showing as completely as practicable the total value to the work done by the Contractor up to and including the 25th day of the preceding month; said Pay Request shall also include the value of all sound materials delivered on the site of the work that are to be fabricated into the work, providing the Contractor can produce a paid receipt for the materials. G-24 The Town shall then pay the Contractor on or before the 30th day of the current month the total amount of the Pay Request, less five percent (5%) of the amount thereof for contracts with a total contract price of four hundred thousand ($400,000.00) dollars or more, less ten percent (10%) for contracts with a total contract price of less than four hundred thousand ($400,000.00) dollars but greater than or equal to ten thousand ($10,000.00) dollars, and in contracts for less than ten thousand ($10,000.00) dollars the retainage shall be fifteen percent (15%), which five percent (5%), ten percent (10%) or fifteen percent (15%) shall be retained until final payment, and further less all previous payments and all further sums that may be retained by the Town under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the Contractor, the Town may, upon written recommendation of the Engineer, pay a reasonable and equitable portion of the retained percentage to the Contractor; or the Contractor at the Town's option, may be relieved of the obligation for fully completing the work, and thereupon, the Contractor shall receive payment of the balance due him under the work contract subject only to the conditions stated under "Final Payment." G.8.4. Final Completion and Acceptance: Within five (5) days after the Contractor has given the Engineer written notice that the work has been completed, or substantially completed, the Engineer and the Town shall inspect the work and within said time, if the work be found to be completed or substantially completed in accordance with the Contract Documents, the Engineer shall issue to the Town and the Contractor his Certificate of Completion, and thereupon it shall be the duty of the Town within ten (10) days to issue a Certificate of Acceptance of the work to the Contractor. G.8.5. Final Payment: Upon the issuance of the Certification of Completion, the Engineer, shall proceed to make final measurements and prepare final statement of the value of all work performed and materials furnished under the terms of the Agreement and shall certify same to the Town, who shall pay to the Contractor within thirty (30) days after the date of the Certificate of Completion, the balance due the Contractor under the terms of this Agreement, provided he has fully performed contractual obligations under the terms of this contract; and said payment shall become due in any event upon said performance by the Contractor. Neither the Certificate of Acceptance nor the final payment, nor any provisions in the Contract Documents, shall relieve the Contractor of the obligation for the fulfillment of any warranty, which may be required in the Special Conditions of the specifications. G.8.6. Payments Withheld: The Town may, on account of subsequently discovered evidence, withhold or nullify the whole or part of any certificate to such extent as may be necessary to protect himself from loss on account of: (a) Defective work not remedied (b) Claims filed or reasonable evidence indicating probable filing of claims (c) Failure of the Contractor to make payments properly to subcontractors or for material or labor (d) Damage to another contractor G-25 When the above grounds are removed or the Contractor provides a Surety Bond satisfactorily to the Town, which will protect the Town in the amount withheld, payment shall be made for amount withheld because of them. G.8.7. Delayed Payments: Should the Town fail to make payment to the Contractor of the sum named in any partial or final statement when payment is due, or should the Engineer fail to issue any statement on or before the date above provided, then the Town shall pay to the Contractor, in addition to the sum shown as due by such statement, interest thereon at the rate of six percent (6%) per annum, unless otherwise specified, from date due until fully paid, which shall fully liquidate any injury to the Contractor growing out of such delay in payment not promptly made, as provided under "Partial Payment," and any time thereafter treat the contract as abandoned by the Town and recover compensation, unless such payments were withheld in accordance with the provisions of "Payments Withheld." G.8.8. Time Filing Claims: It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the Contractor shall be in writing and filed with the Engineer within thirty (30) days after the Engineer has given any directions, orders or instructions to which the Contractor so desires to take exception. The Engineer shall reply to such written exceptions by the Contractor and render his final decision in writing. It is further agreed that final acceptance of the work by the Town and the acceptance by the Contractor of the final payment shall be a bar of any claims by either party, except, where noted otherwise in the Contract Documents. G-26 SPECIFICATIONS All construction shall be subject to the inspection and approval of the Town Engineer, and/or Inspectors of the Town of Westlake. The Standard Specifications for Public Works Construction by North Central Texas Council of Governments (NCTCOG) the "Standard Specifications for Construction of Highways, Streets, and Bridges," dated 1993, as amended by the Texas Department of Transportation, and the Standard Specifications and requirements of the Town of Westlake shall govern the construction of this project, unless otherwise noted in these specifications, or on the construction plans. In the event of a conflict of the specifications, the Engineer shall determine which specification shall govern for a particular circumstance. SECTION 0100 SUMMARY OF WORK PART I - GENERAL 1.1 DESCRIPTION The work to be performed under this contract consists of furnishing all labor materials, equipment and incidentals necessary for the rehabilitation of the paving for Stagecoach Circle, Thornton Drive, Janet Court, Steve Court, and Roanoke Road N. of S.H. 170 in the Town of Westlake as shown on the location map and detailed in the Proposal section provided herein. 1.2 JOB CONDITIONS A. The Contractor shall confine his operations to the limits of existing rights-of-way and easements. B. The Contractor shall use extreme caution when working adjacent to the yards of property owners so as to minimize the inconvenience to the public caused by the work herein. C. When there is doubt on the part of the Contractor as to the right-of-way or alignment, the Contractor will request and follow direction of the Engineer. D. Any property corner or right-of-way marker removed or destroyed shall be replaced at the Contractor's expense. E. The Contractor shall be responsible for determining the location of existing utilities prior to construction. The Contractor shall be responsible for any damage to existing utilities. F. The Contractor shall be responsible for visiting the site and detenr fining site conditions that may affect the project. G. EXPLOSIVES The use of explosives will not be permitted on this project. 0100-1 H. PROPERTY PRESERVATION The Contractor shall be responsible for the preservation and protection of all trees, shrubs, sprinkler systems, fences, snail boxes, and other property owner or business improvements located within the limits of construction. The destruction or damage of said property owner or business improvements, by the Contractor, designated for preservation shall be replaced or repaired at the Contractor's expense. 1. TRAFFIC CONTROL Roadways in this project can not be closed during construction. Upon award of contract, the contractor shall submit a schedule for lane closures for the project roadways, subject to the approval of the Town of Westlake. The Contractor shall furnish and install and remove upon completion the barricades, signage, and warning devices necessary for the rehabilitation work in accordance with "Texas Manual on Uniform Traffic Control Devices, for Streets and Highways" as published by the Texas Department of Transportation. 1.3 REFERENCE SPECIFICATIONS The applicable provisions of the following shall apply to this project. A. Engineering Standards for the Town of Westlake B. Standard Specifications for Public Works Construction, latest revision, as Published by the North Central Texas Council of Governments. C. Texas Department of Transportation 1993 Standard Specifications for Construction of Highways, Streets and Bridges as adopted by the Texas Department of Transportation, March 1, 1993. D. The Texas Manual on Uniform Traffic Control Devices, 1980 edition as amended. 1.4 TIME OF COMPLETION The road can not be closed. One lane of traffic must be left open at all times. The project shall be completed within 120 calendar days. Liquidated damages shall be $500/day. If inclement weather impairs the progress of the project, the schedule may be adjusted by the Town. 0100-2 SECTION 0200 FLAGMEN PART 1 -GENERAL 1.1. DESCRIPTION The Contractor shall provide and maintain flagmen at such points and for such periods of time as may be required to provide for the safety and convenience of public traffic and the Contractor's personnel, and as directed by the Engineer. 1.2. QUALIFICATIONS Flagmen shall be English speaking, courteous, well informed, physically and mentally able to effectively perform their duties in safeguarding and directing traffic and protecting the work and shall be neatly attired and groomed at all times when on duty. PART 2 - EXECUTION 2.1. PROCEDURE Flagmen, when directing traffic, shall use the standard signs and signals in accordance with the "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS", a publication of the Texas Department of Transportation, Austin, Texas. 2.2. MEASUREMENT AND PAYMENT No separate payment will be made for traffic control. END OF SECTION 0200-1 SECTION 0301 SUBGRADE, SUBBASE, AND BASE PREPARATION 301.1. GENERAL Subgrade is that portion of the roadbed upon which the subbase, base or the pavement is to be placed. It includes 12 -in. (30cm) beyond the back of the curb for streets, which are to be paved with concrete. Subbase is that layer of specified material of plan thickness between a base and a subgrade. Base is that layer of specified material of plan thickness placed immediately below the pavement course surfacing. 301.1.1. Subgrade Preparation. 301.1.1.1. Description. These specifications shall govern for the preparation of the subgrade except as otherwise provided or specified. 301.1.1.2. Equipment. All equipment necessary for the construction of this item shall be on the project and shall be approved by the OWNER as to condition before the coNTR.cTOR shall be permitted to begin construction operations on which the equipment is to be used. Any equipment that achieves the desired results in the time frame allowed is acceptable. 301.1.1.3. Construction Methods. After the excavation of embankment has been substantially completed, the subgrade shall be shaped so that' after rolling as specified in Item 301.1.2. Rolling of Embankment, Subgrade or Flexible Base and subsequent finishing operations, it shall conform to the correct alignment, cross section and elevation. Rolling and sprinkling, as needed, shall be performed when and to the extent directed and the roadbed shall be completed to or above the plane of the typical section shown on the plans and the lines and grades established by the OWNER. After completion of the compaction and immediately before the application of subbase, base or pavement, the subgrade preparation equipment shall be operated using approved methods in a manner to finish the subgrade to the required section. The subgrade shall then be tested with the approved template, operated and maintained by the CONTRACTOR. All irregularities which develop in excess of ill -in. in a length of 16 -ft, (13mm in 5m) measured longitudinally shall be corrected by loosening, adding or removing material; reshaping; and recompacting by sprinkling and rolling. The completed subgrade shall have a uniform density of not less than 95 - percent of the maximum density determined by ASTM D698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-Ibf/ft3 (600 kN-m/m3)). Moisture content shall be within minus -2- to plus -4 -of -optimum. The subgrade shall be maintained in a smooth, compacted condition, in conformity with the required section and established grade, until the subbase, base or pavement is placed, and shall be kept wetted down sufficiently in advance of placing any subbase, base or pavement to insure its being in a firm and moist condition for at least 2 -in- (5cm) below surface of the prepared subgrade. Only such subgrade as is necespary for the satisfactory execution of the work shall be completed ahead of the placement of base or pavement. Hauling or operating of unnecessary equipment on the completed subgrade shall be kept to a minimum. if equipment is operated on recent work, the OWNER may inspect and require subgrade replacement for such defects as fractures, rutting, or any other failure. Complete drainage of the subgrade shall be provided at all times. Finishing of the subgrade by other methods shall be permitted on pavement widening projects, on sections where the pavement width is not uniform, at intersections and elsewhere where the operation of certain equipment would not be practical. Subgrade finished by hand or other methods shall conform to the requirements above specified. 301.1.1.4. Measurement and Payment. Preparation of subgrade shall not be measured for payment as a separate contract pay item. Preparation of the subgrade or fine grading shall not be paid for as a separate contract pay item; and cost thereof shall be included in such contract items as are provided, which pay items shall be the total compensation for the furnishing of all labor, tools, materials, equipment and incidentals necessary to complete the work, including disposal or surplus material, all in accordance; with the plans and these specifications. 301.1.2. Rolling of Embankment, Subgrade or Flexible Base 301.1.2.1. Description. Rolling shall consist of the compaction of embankment, subgrade or flexible base by the operation of approved power rollers, as herein specified and as directed by the OWNER. 301.1.2-2. Roller Requirements. All equipment necessary for the construction of this item shall be on the project and shall be approved by the OWNER as to condition before the comTRACTOR shall be permitted to begin construction operations on which the equipment is to be used. Any equipment that achieves the desired results in the time frame allowed is acceptable. If equipment fails to produce the desired result within the required time frame, its use shall be discontinued and the coNmAcToR will be required to furnish equipment, as determined by the Engineer, at no additional cost to the OWNER. Sufficient rollers shall be provided to compact the material in a manner satisfactory to the OWNER. When operations are so isolated from one another that one rosier unit cannot perform the required compaction satisfactorily, the CONTRACTOR shall provide additional roller units. 301.1.2.3. Rolling Methods. The embankment, subgrade or base course shall be sprinkled as directed by the OWNES— Rolling patterns and speeds shall be established per project, and indicated on the plans. 301.1.2.4. Measurement and Payment. Rolling provided in the proposal and contract, as a separate contract pay hem, shall be measured for payment by the actual hours the roller is in operation, as ordered by the DWNER. Rolling provided in the proposal and the contract, as a separate pay item, shall be paid for in accordance with the contract unit price. When roiling is not classified separate for payment, then such rolling shall be considered as incidental work and shall not be paid for as a separate item_ The cost thereof shall be included in such contract pay items as are provided_ In either case, such pay items shall be the total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary to complete the work in accordance with the plans and this specification. SEGTION 301.2 and 301.3 .Intentionally left out of this contract 301.4. ASPHALT EMULSION TREATMENT This item shall consist of treating subgrade, subbase, and base courses by the pulverization, addition of asphalt base stabilization agent, mixing and compacting the mixed material to the required density. This item applies to natural ground, embankment, base or subbase courses placed under this contract, which shall be constructed as specified herein and in conformity with the typical section, lines and grades as shown on the plans. Asphalt stabilization of recycled material such as crushed concrete or other non -hazardous recycled materials, processed recycled asphalt pavements, bottom ash, foundry slag, glass, recycled crumb rubber to create subgrade, subbase or base courses shall conform to TxDOT Special Specification 3157 Cold Processed - Recycled Paving Material (RPM) for Use as Aggregate Base Course. Asphalt emulsion for such recycling shall conform to Item 302.3.6. Specialty Emulsions or Item 302.3.7. Emulsion for In -Place Asphalt Recycling, as specified by the OWNER. 301.4.1. Materials. 301.4.1.1. Asphalt Soil (Base) Stabilization Agent. The product shall be composed of petroleum of resin oil base with selective hardening and drying agents to form a stable subgrade, subbase, or base. Independent laboratory tests shall certify compliance with requirements of Table 301.4.1.1.(x) Asphalt Soil Stabilization Agent Requirements, as specified on the plans, If the minimum design strength or percent asphalt base stabilization agent to be used for the treated subgrade, existing base, new subbase or new base is specified, it shall be -determined by preliminary laboratory tests at the OWNER's expense. 301.4.1.2. Base and Subbase Materials. Base and subbase materials shall meet the requirements shown on the plans or in the pertinent specifications. 301.4.1.3. Delivery and Storage. If asphalt base stabilization agent is furnished in trucks, each truck shall bear the weight of asphalt base stabilization agent measured on certified scales, or the CONTRACTOR shall place a set of standard platform truck scales or hopper scales at a location approved by the OWNER. Asphalt base stabilization agent shall be stored and handed in tank, tanker or distributor truck until immediately before distribution on the road. Asphalt base stabilization agent shall be stored in freeze -proof containers. 301.4.2. Equipment. Machinery, tools and equipment necessary for proper performance of the work shall be on the project and approved by the OWNER prior to the beginning of construction operations. All machinery, tools and equipment used shall be maintained in a satisfactory and workmanlike manner. 301.4.3. Asphalt Emulsion Treatment Construction Methods. 301.4.3.1. General. it is a primary requirement of this specification to secure a completed course of treated material containing a uniform asphalt base stabilization agent mixture, free from loose or segregated areas, of uniform density and moisture content, well bound for its full depth, and with a smooth surface and suitable for placing subsequent courses. It shall be the responsibility of the CONTRACTOR to regulate the sequence of work, to use the proper amount of asphalt base stabilization agent, maintain the work and rework the courses as necessary to meet the above requirements. Prior to beginning any asphalt base stabilization agent treatments, the roadbed shall be constructed and shaped to conform to the typical sections, lines and grades as shown on the plans or as established by the OWNER. Table 301.4.1.1.(a) Asphalt Soil Stabilization Agent Requirements Property Test Method, Test Parameters Required Value Minimum Maximum R earance V1.7ual Inspection B own %i ud -- Viscosity S.F. at 77°F Sec ASTM D244 Emulsified Asphalts 5 1175 Residue, % min ASTM D244, modified 55 165 Penetration 77°F, Sec 5 140 Miscibility Test ASTM D244, modified4 No coagulation Moisture, wt % 45 Volatile % 25 - % Nan -Volatile Soluble in Trichloroethylene AASHTO T 45-58 8 Accelerated Weathering (2 -year exposure) Federal Spec TT C-555 B. 40 ml No material deterioration after exposure Resistance To wind and Driven Hain 98 Federal Spec TT 0-555 B, As mph) 4ml sealer after cure Passes/no wt. gain Ash, %4 wt. 118 Polymer, % wt. 14 Particle Charge ASTM D244 Positive Flash Point TCC 275°F Shaker Test 2- to 4-hrs. Mix Burrell Wrist Action Shaker Model 75 set on Level 7, diluted 1 part water to 4 parts soil stabilizer, Sieve #4D - 10A 4. ASTM D244 Modified Evaporation Test for percent of residue is made by heating 50 -gram sample to 300°F until foaming ceases, then cool immediately and calculate results. 2. Test procedure identical with ASTM D244, except that 0-02 Normal Calcium Chloride solution shall be used in place of distilled water. 301.4-3.2. General Construction. 301.4.3.2.1. Treatment for Materlals-In-Place. Materials to be treated shall be excavated to the secondary grade (proposed bottom of asphalt base stabilization agent) and removed or windrowed to expose the secondary grade. Any wet or unstable _ material below the secondary grade shall be corrected by scarifying,adding asphalt base stabilization agent and compacting until it is of uniform stability. The excavated material shall then be spread to the desired cross section. ' If the CoNTRACTOR elects to use a cutting or pulverizing machine that shall remove the subgrade material accurately to the secondary grade and to pulverize the material at the same time, CONTRACTOR shall notbe required to expose the secondary grade or windrow the material- However, the cONTRAcTOR shall be required to roll the subgrade before using the pulverizing machine and correct any soft areas that this rolling may reveal. This method shall be permitted only where a machine is provided which shall insure that the material is cut uniformly to the proper depth and which has cutters that shall place the secondary grade to a smooth surface over the entire width of the cut. The machine shall be of such design that a visible indication Is given at all times that the machine is cutting to the proper depth. 301.4.3-2.2. Treatment for New Materials. The base and subbase material, as provided in the governing specifications, shall be delivered, placed and spread in the required amount per station. The material shall be manipulated as specified and thoroughly mixed prior to the addition of the asphalt base stabilization agent. 301.4.3.3. Asphalt Base Stabilization Agent Application. Asphalt base stabilization agent shall be spread only on that area where the mixing can be completed in the same working day. Asphalt base stabilization agent shall be mixed with water and applied as a thin water suspension. The distribution of asphalt stabilization agent at the rate shown on the plans shall be attained by successive passes over a measured surface of roadway until the proper moisture content and asphalt base stabilization agent content has been achieved. The asphalt base stabilization agent shall be distributed at a uniform rate and in such a manner as to reduce heavy or light areas to a minimum. A motor grade can be used to cover the exposed asphalt base stabilization agent. If necessary, the material shall be sprinkled until a proper moisture content has been achieved. 301.4.3.4. Mixing. The application and mixing of asphalt base stabilization agent with the material shall be thorough. During the interval of time between application and mining, asphalt base stabilization agent that has been exposed to the open air for a maximum time of 2 -hours, or a shorter period when the breaking of the emulsion has occurred, shall not be accepted for payment. (Breaking of the emulsion is when the emulsion is aver exposed on the surface without mixing, thus fuming it from a brown color to black. The color change is due to the evaporation of the wafer from the emulsion, thus rendering if ineffective in mixing in the soil, base or subbase material). The CONTRACTOR is responsible for monitoring the application and the mix time of the asphalt stabilization agent with the soil, base or subbase material. The overexposed area shall be retreated with another application of asphalt base stabilization agent and mixed. 301.4.3.4.1. Treatment for Materials -In -Place. Material and asphalt base stabilization agent shall be thoroughly mixed by approved road mixers or other approved equipment and the mixing continued until a homogeneous, friable mixture of material and asphalt base stabilization agent is obtained, free from all clods or lumps. Materials containing plastic clay or other materials which shall not readily mix with asphalt base stabilization agent shall be mixed as thoroughly as possible, and meet the requirements of Table 301.4.3.4.1.(a) Asphalt Emulsion Treated Materials -In -Place when tested dry by laboratory sieve at the time of the asphalt base stabilization agent application, brought to the proper moisture content, sealed with a pneumatic roller, and left to cure 1 to 2 days as directed by the OWNER. During the curing period, the material shall be kept moist. Table 301.4.3.4.1.(a) Asphalt Emulsion Treated Materials -In -Place Sieve Size Minimum Passing by Dry Weight 1% -In. 45mm) 100% No.4 4.75mm 60% 301.4.3.4.2. Treatment of New Material. The base or subbase material, asphalt base stabilization agent and required water shall be thoroughly mixed and blended by approved road mixers or other approved equipment and the mixing continued until a homogeneous, friable mixture is obtained. When the asphalt base stabilization agent is placed and mixed by the use of blades, the material shall be bladed as the asphalt base stabilization agent water mixture is applied; after the total amount has been placed, the mixture shall be thoroughly blended to the satisfaction of the OWNER. 301.4.3.4.3. Central Mixing Plant. The soil, asphalt base stabilization agent and water shall be rhixed in a pugmill either of the batch or continuous -flow type. The plant shall be equipped with feeding and metering devices which shall add the soil, asphalt base stabilization agent and water into the mixer in the specified quantities. Soil and asphalt base stabilization agent shall be mixed sufficiently to prevent asphalt base stabilization agent balls from forming when water is added. Mixing shall continue until a uniform and intimate mixture of soil, asphalt base stabilization agent and water is obtained. The mixture shall be placed on the moistened subgrade in a uniform layer by an approved spreader or spreaders. After mixing asphalt stabilization agent with the base or subbase material the following conditions shall be met: (1) Not more than 3 -hours shall elapse between the placement of soil -asphalt emulsion mixture ;in adjacent lanes and placement at any location except at longitudinal construction joints. (2) Not more than 3 -hours shall elapse between the start of spreading the soil -asphalt emulsion mixture and start of compaction. (3) Not more than 4 -hours shall elapse between the start of mixing and the start of compaction. The layer of soil -asphalt base stabilization agent shall be uniform in thickness and surface contour, and in such quantity that the completed base shall conform to the required grade and cross section. Dumping of the mixture in piles or windrows upon the subgrade shall be permitted. 301.4.3.5. Compaction. Compaction of the mixture shall begin immediately after final mixing and in no case later than 2 -days after final mixing. The material shall be aerated or sprinkled as necessary to provide optimum moisture content. At the start of compaction, the moisture in the mixture and in unpulverized soil lumps, based on oven -dry weights, shall be within minus -2- to plus -2 -percent -of -optimum. The specified optimum moisture content and density shall be determined in the field on the representative samples of soil -asphalt base stabilization agent mixture obtained from the area being processed. Prior to the beginning of compaction, the mixture shall be in a loose condition for its full depth. The loose mixture shall be uniformly compacted to the specified density within 4 -hours. Compaction shall begin at the bottom and shall continue until the entire depth of the mixture is uniformly compacted as shown on the plans or specified by the OWNER. The compacted mixture shall have a uniform density of not less than 95 -percent of the maximum density as determined by ASTM D698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- ibf/ftp (6D0 kN-m/m3)). Final moisture content shall be within minus -2- to plus -4 -percent -of -optimum. if the soil - asphalt base stabilization agent mixture is wetted by rain so that the average moisture content exceeds the tolerance given at the time of final compaction, the entire section shall be reconstructed in accordance with this specification at the sole expense of the CONTRACTOR. After the soil and asphalt base stabilization agent mixture, except the top layer, is compacted, wafter shall be uniformly applied as needed and thoroughly mixed in with a spike tooth harrow or equal. The surface shall then be reshaped to the required lines, grades and cross sections and then lightly scarified to loosen any imprint left by the compacting or shaping equipment. After each section is completed, such tests as are necessary shall be made by the OWNER. If any portion fails to meet the density specified, it shall be reworked as necessary to obtain the specified density at the sole expense of the CONTRACTOR. 301.4.3.5. Finishing, Curing and Preparation for Surfacing. The resulting surface shall ba thoroughly rolled with a pneumatic tire roller and "clipped", "skinned", and "tight -bladed" by a power grader to a depth of approximately %-in. (6mm), moving all loosened soil and asphalt base stabilization agent from the section. The surface shall then be thoroughly compacted with the pneumatic roller, adding small increments of moisture as needed during rolling. When directed by the OWNER, surface finishing methods maybe varied from this procedure, provided a dense, uniform surface, free of surface material, is maintained at its specified optimum during all finishing operations. Surface compaction and finishing shall proceed in such a manner as to produce, in not more than 4 -hours, a smooth, closely knit surface, free of cracks, ridges or loose material, conforming to the drawn grade and line shown on the plans. The completed section shall then be moist -cured for a minimum of 2 -days before further courses are added, unless otherwise directed by the OWNER. In cases where, in the opinion of the Engineer, subgrade treatment or subbase sets up. sufficiently to prevent objectionable damage from traffic, such layers may be opened to traffic after compaction. The surface of the compacted layer shall be kept moist until covered by other base or paving material or application of a curing seal of emulsified asphalt. If a curing seal is used, it shall be applied as soon as possible after completion of final rolling, at a rate of between 0.10- and 0.20 -gallons -per - square -yard (0.5- to 1.0-11ters-per-m), the exact rate to be determined by the OWNER. No equipment or traffic shall be permitted on asphalt base stabilization agent treated material for 12 -hours after curing seal is applied, unless otherwise permitted by the OWNER. 301.4.3.7. Maintenance. The CONTRACTOR shall be required to maintain the completed asphalt stabilized base within the limits of its contract in good condition, satisfactory to the OWNER as to grade, crown and cross section until such time as the surface course is constructed. The CONTRACTOR shall immediately repair all irregularities or other defects that may occur at the CONTRACTOR's expense. Repairs are to be made as directed by the OWNER and in a manner to insure restoration of a uniform surface and durability of the portion repaired. 3D1.4.4. Measurement .and Payment. Asphalt base stabilization agent treatment shall be measured for payment in square -yards (M) for the thickness shown in the plans for the surface area of completed and accepted work. The measurement for asphalt base stabilization agent shall be by the gallon (liter). Asphalt base stabilization agent treatment shall be paid for at the contract unit price per square yard (m�},_as provided in the proposal and contract. The contract unit price shall be the total compensation for preparing the roadbed; for loosening, pulverizing, application of asphalt base stabilization agent, water content in the asphalt base stabiflzatiGn- agent mixture and the mixing water; mixing, shaping, sprinkling, compacting, finishing, curing and maintaining; for manipulations required; and for all labor, equipment, fuels, tools and incidental necessary to complete the work, all in accordance with the plans and specifications. Asphalt base stabilization agent material measured as provided in this item shall be paid for a the unit price bid for "asphalt emulsion base stabilizer" which price shall be full compensation for furnishing the material; for all freight involved; for all unloading, storing and handling; and for all labor, equipment, fuels', tools and incidentals necessary to complete the work. 301.5. FLEXIBLE SUBBASE OR BASE (CRUSHED STONEICONCRETE) This item shall consist of a foundation course for a surface course or for other subbase or base courses; shall be constructed as herein specified in one or more courses in conformity with the typical section shown on the pians and to the lines and grades as established by the OWNER. 301..5.1. Material. 301.5.1.1. General. Should the CONTRACTOR elect to produce the material from local pits, the material shall be secured from sources approved by the OwNER. The pits as utilized shall be opened up in such a manner as to immediately expose the vertical faces of alt the strata of acceptable material in the depth mined. Unless otherwise directed, the material shall be secured in successive vertical cuts extending through all of the exposed strata, in order that a uniform mixed material shall be secured. 301.5.1.2. Tests and Physical Requirements. Tests shall be performed in accordance with ASTM D4318 Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. The preparation of samples for testing according to ASTM D4318 shall be in accordance with the requirements of ASTM D2217 Practice for Wet Preparation of Soil Samples for Particle -Size Analysis and Determination of Soil Constants. The material shall also be tested under TXDOT Test Method Tex -1 16-E The Wet Ball for Determining the Disintegration of Flexible Base Materials. When a magnesium soundness value is shown on the plans the material shall be tested in accordance with Test Method Tex -411-A Soundness of Aggregate Using Sodium Sulfate or Magnesium Sulfate. Physical properties shall meet the requirements in Table 301.5.1.2.(a) Flexible Base or Subbase Material Requirements, according to specified grade. Table 301.5.1.2.(a) Flexible Base or Subbase Material Requirements Property Grade 1 Grade 2 Triaxial Class 1' 1 to 2.3 Minimum Compressive Strength at lateral pressure 0 -psi 45 -psi (3.2-kg/cm2) 35 -psi (2.5-kg/cmc) at lateral pressure 15 -psi 1.1-k /cm2 175- si12.3-k /cm2 175 -psi 12.3-k lcm2 Master Grading Sieve Percent Retained Sieve Percent Retained 13/4" 0 21/2" D Y 10-35 13/4" 0-10 3l" 30-5D No.4 45-75 No.4 45-65 No. 40 60-85 No. 40 70-85 Maximum Liquid Limit 35 40 Maximum Plasticity Index 10 12 Maximum Wet Ball Mill 40 45 Maximum increase in passing No. 40 20% 20% Maximum foreign material allowed 1% 1% 1. When lightweight aggregates are used, the wet ball mill requirements shall not apply; lightweight aggregate shall meet the Los Angeles Abrasion, Pressure Slaking and Freeze Thaw requirements of TxDOT Item 303 Aggregate for Surface Treatment (Lightweight). 301.5.1.3. Rejection. Aggregate that fails to meet the requirements of these specifications may be rejected by the OWNER. Such rejection shall incur no cost to the OWNER. Aggregate sources from which materials are delivered with properties not meeting these specifications may be rejected as further supply sources to the project by the OWNER. 301.5.2. Construction Methods. 301.5.2.1. Preparation of Subgrade. Preparation of the subgrade shall be in conformity with the requirements of Item 301.3.3.3.1. Subgrade Preparation. 301.5.2.2. Placing. Immediately before placing the subbase or base course material, the subgrade shall be checked as to conformity with grade and section. The material shall be delivered in approved vehicles of a uniform capacity: It shall be the charge of the CONTRACTOR that the required amount of specified material shall be delivered to secure the proper thickness of the completed subbase or base course. Material deposited on the subgrade shall be spread and shaped the same day. All material shall be moved at least once from the original position in which it is deposited. In the event of inclement weather or other unforeseen circumstances which render impracticable the spreading of the material during the first 24-hour period, the material shall be scarified and spread as directed by the OWNED. The material shall be sprinkled; if directed, and shall then be bladed, dragged and shaped to conform to the typical section as shown on the plans. All areas and "nests" of segregated coarse or fine material shall be corrected or removed and replaced with well -graded material as directed by the OWNER. if additional binder is considered desirable or necessary after the material is spread and shaped, it shaft be furnished and fully incorporated with the material in place by scarifying, harrowing, brooming or•by.other approved methods. The course shall be sprinkled as required and compacted to the extent necessary to provide not less than the percent density as specified in Item 301.5.2.3. Density. In addition to the requirements specified for density, time full depth of flexible subbase or base shown on the plans shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each course is completed, tests as necessary shall be made by the OWNER unless otherwise specified in the spe ,ial proViisions or in the plans. If the material fails to meet the density requirements, it shall be reworked as necessary to meet these requirements. Throughout the entire operation, the shape of the course shall be maintained .by blading. The surface, upon completion, shall be smooth and in conformity with the typical sections shown on the plans to the established lines and grades. On the surface on which pavement is to be placed, any deviation in excess of 1/2-in. in cross section in a length of 16-ft. (13mm in 5m) measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. All fractures, settlement, or segregation that develops shall be corrected immediately by scarifying the areas affected, adding suitable material as required, reshaping and recompacting by sprinkling and rolling. Should the subbase or base course, due to any reason or cause, lose the required stability, density and finish before the surfacing is complete, it shall be recompacted and refinished at the sole expense of the CONTRACTOR. 301-5.2.3. Density. The density required under this item shall not be less than 92-percent compaction as determined by ASTM D1557, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,©DO ft-ibflft3 (2,700 kN-mlm3)). Moisture content shall be within minus-2- to plus-4-of-optimum- 301.5.2.4. Courses. Non full depth asphalt pavements, paving types with flexible base under the curb and gutter shall be placed and compacted at the same time and in the same operation as the flexible base under the pavement Where the subbase or base course exceeds 6-in. (15cm) in 'thickness, it shall be constructed in two or more courses of equal thickness as indicated on the typical section. A minimum course depth of 3-inches is recommended. The first course shall be placed and compacted under the curb and gutter and under the pavement. The curb and gutter shall then be built upon the first course. The final course of the flexible base shall be placed following the curing time as specified in Item 305.1. Concrete Curb and Gutter. 301.5.3. Measurement and Payment. Work and accepted materials as specified for this item shall be measured by the square-yard (m) of the required depth from plans and specifications completed flexible base as follows: (1) Where no curb and gutter is in place or is to be constructed in connection with the flexible base, measurement shall be made to the lines shown on the plans or established as the edge of the base to be constructed. (2) Where curb and gutter is in place or is proposed to be constructed in connection with the placing of the flexible base, measurement shall be made to the lip of the gutter. Material placed under the curb and gutter or behind the curb shall not be measured as flexible base but shall be considered as foundation courses for the curb and gutter. The work performed and material placed (including additional binder if required) as prescribed for this item, measured as provided in this item, shall be paid for at the unit price bid per square-yard (m) for flexible base, which price shall -be full compensation for preparation of subgrade, furnishing of material, hauling, blaring, sprinkling, compacting and furnishing all of labor and equipment necessary to complete the work. SECTION 0302 ASPHALT PAVEMENT 302.1, DESCRIPTION This Item establishes the requirements for asphalt construction. This Item includes material requirements and construction methods for emulsified asphalts, hot -mix asphalt pavement, performance graded (PG) asphalts and other miscellaneous asphaltic materials and polymer additives. 302.2. AGGREGATES FOR HOT -MIX ASPHALT PAVEMENT 302.2.1- General Requirements. Aggregates shall conform to the requirements contained in this Item 302.2. Aggregates for Hot -Mix Asphalt Pavement and shall be approved by the OWNER prior to use. The integrity of the aggregate shall be such as to produce a workable material within the limits contained in this specification. 302.2.1.1. Deleterious Substances. Aggregates shall be free from loam, clay balls or other injurious foreign matter occurring either free or as a coating on the aggregates. 302.2.1.2. Storage, Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Aggregates shall be stockpiled in such a manner as to prevent mixing of one aggregate with another. Coarse aggregates shall be separated into stockpiles of different gradation, such as a large coarse aggregate and a small coarse aggregate stockpile and such that the grading requirements of the specified type shall be met when the piles are combined in the asphaltic mixture. No coarse aggregate stockpile shall contain more than 15 -percent by weight of material that shall pass a No. 10 (2.0mm) sieve except as noted on the plans. Fine aggregate stockpiles may contain coarse aggregate in the amount of up to 20 -percent by weight; however, the coarse aggregate shall meet the quality tests specified in Item 302.2.2. Coarse Aggregates. Suitable equipment of acceptable size shall be furnished by the CONTRACTOR to work the stockpiles and prevent segregation of the aggregates. 302.2.1.3. Quality and Testing Requirements. Test of aggregates, when required, shall be made in accordance with applicable Texas Department of Transportation tests or ASTM Test Methods, as shown in the tables below or as required by OWNER. Requirements for hot -mix asphalt pavement aggregates are shown in Table 302.2.2.(a) Aggregate Quality Requirements. 302.2.1,4. Aggregate Dejection. Aggregates that fail to meet the requirements of these specifications may be rejected by the OWNER. Such rejection shall incur no cost to the OWNER. The OWNER may reject sources from which materials are delivered with properties not meeting these specifications. Such rejection shall incur no cost to th9 OWNER. 302.2.2. Coarse Aggregates. Coarse aggregates shall be that portion of the total aggregates retained on the No. 10 sieve (2.Ornm). Coarse aggregates shall consist of clean, tough, durable fragments of crushed stone, crushed gravel, or steel slag as specified herein, of uniform quality throughout. All coarse aggregates shall meet the requirements listed in Table 302.2.2.(a) Coarse Aggregate Quality Requirements, Table 302.2.2.(a) Coarse Aggregate Quality Requirements1 Characteristic Test Method Value Deleterious Material Tex -217-F, Part I, Determining Deleterious Material in 1.5% Max. Coarse Aggregates Bituminous Mixtures Decantation Tex -217-F, Part 11, Decantation Test for Coarse Aggregate 1.5% Max. Bituminous Mixtures Los Angeles Abrasion Tex -410-A, Abrasion of Coarse Aggregate Using the Los 35% Max. Angeles Machine ASTM C131 Magnesium Sulfate Tex -411 -A, -Soundness of Aggregate Using Sodium 30% Max. (lower Soundness toss, 5 Cycle Sulfate or Magnesium Sulfate value may be shown onplans) Coarse Aggregate Angularity Tex -460-A, Part 1, Determining Crushed Face Count 90% Min. Two Crushed Faces Flat Elongated Particles ASTM D4791 Flat Particles, Elongated Particles, or Flat 20% Max. @ 3:1 and Elongated Particles in Coarse Aggregate 1. Sampled during delivery to the plant or from the stockpile, unless otherwise shown on the plans. 302.2.3. Fine Aggregate. Fine aggregate may consist of crushed stone, crushed gravel, sand, and/or limestone or steel stag screenings. Fine aggregate shall meet the requirements listed in Table 302.2.3.(a) Fine Aggregate Quality Requirements. Table 302.2.3.(a) Fine Aggregate Quality Requirements' Characteristic Test Method Value Linear Shrinkage Tex -107-E, Determininlg the Bar Linear Shrinkage of Soils 3% Max. Sand E uivalent Value Tax -203-F, Sand Equivalent Test 45 Min. 1. Sampled during delivery to the plant or from the stockpile, unless otherwise shown on the plans. 302.2.3.1. Sand. Sand material may constitute a part of the fine aggregates for hot -mix asphalt pavement. The fine aggregate portion of the sand passing the No. 40 (425 -urn) sieve shall meet the Linear Shrinkage requirement listed in Table 302.2.3.(a) Fine Aggregate Quality }requirements. 302.2.3.1.1. Gradation. Fine aggregate sand shall be that portion of the sand in the total aggregate passing the No. 10 (2.0mm) sieve. It shall be well graded and composed of sound, durable sand particles. 302.2.3.2. Limestone or Steel Slag Screenings. Limestone or steel slag screenings may constitute part or all of the fine aggregates for hot -mix asphalt pavement. Screenings shall be of the same or similar material for coarse aggregates.: Where limestone rock screenings are specified for use, they shall be screenings resulting from crushing operation. The fine aggregate portion passing the No. 40 (425 -um) sieve shall meet the Linear Shrinkage requirement listed in Table 302.2.3.(a) Fine Aggregate Quality Requirements. Fine aggregates from each source shall meet Linear Shrinkage requirements. 302.2.3.2.1. Gradation. The limestone or steel slag screening shall meet the grading requirements in Table 302-2.3.2.1.(a) Limestone or Steel Slag Screenings Gradation unless otherwise shown on the plans. When authorized by the OWNER, stone or steel slag screenings containing particles larger than %-in. (9.5 -mm) may be used but only that portion of the material passing the 3/ -in. (9.5 -mm) sieve shall be considered as fulfilling the requirements for screenings when a minimum percent of screenings is specified for a particular mixture. Table 302.2.3.2.1.(a) Limestone or Steel Slag Screenings Gradation Sieve Size Percent Passing by Weight %-in. 9.5 -mm 100 Passing No. 200 75-umEA 0 to 30 302.2.4. Mineral Filler. Mineral filler shall consist of a thoroughly dry stone dust Portland cement or other mineral dust approved by the OWNER. All mineral filler shall meet the requirements listed in Table 302.2.4.(a) Mineral Filler Quality Requirements. Table 302.2.4.(a) Mineral Filler Quality Requirementsi Characteristic I Test Method- _ Value Linear Shrinkage I Tox-107-E, Determining the Bar Linear Shrinkage of Sails 1 3% Max. 1. Sampled during delivery to the plant or from the stockpile, unless otherwise shown on the plans. 302.2.4.1. Gradation. When tested by the method outlined in TxDOT Test Method Tex -200-F Sieve Analysis of Fine and Coarse Aggregates (Part 1 Dry Sieve Analysis (Based on Weight) or Part 3 Volumetric Sieve Analysis, as applicable); it shall meet the requirements of Table 302.2.4.1.(a) Mineral Filler Gradation. Table 302.2.4.1.(a) Mineral Filler Gradation Sieve Size Percent Passing by Weight No. 30 sieve (600 -um) 95 to 100 No. 80 sieve (180 -um) Nat Less Than 75 No. 200 sieve 75 um Not Less Than 55 302.3. BITUMINOUS MATERIALS 302.3.1. General. This Item consists of bituminous material, including performance graded asphalts, modified performance graded asphalts, asphalt cement, emulsified asphalt, and other miscellaneous asphaltic materials. Asphalt for use in paving shall be a refined asphalt produced from crude petroleum. The base asphalt shall be homogeneous and free from water and residue from distillation of coal, coal tar or paraffin oil and shall not foam when heated to 347'F (175°C). 302.3.1.1. Tests and Certification of Bituminous Materials- When tested according to ASTM or AASHTO test methods, the various materials shall meet the applicable requirements of this specification. At the time of delivery of each shipment of asphalt, the vendor supplying the material shall deliver to the CONTRACTOR certified copies of the test report. Two copies of the test reports shall be furnished to the OWNER. Test reports shall indicate the name of the vendor, type and grade of bituminous material delivered, date and point of delivery, quantity delivered, delivery ticket number, purchase order number, and results of the specified tests. The test report, signed by an authorized representative of the vendor, shall certify that the product delivered conforms to the specifications for the type and grade indicated. The certified test reports and the testing required in connection with the reports shall be at no cost to the OWNER. Until the certified test reports and samples of the material have been checked by the OWNER to determine their conformity with the prescribed requirements, the material to which such report relates and any work in which it may have been incorporated as an integral component, shall be only tentatively accepted by the OWNER. Final acceptance shall be dependent upon the determination by the OWNER that the material involved fulfills the prescribed requirements. 302.3.1.2. Rejection. Any material specified in this section may be rejected for failure to meet any of the provisions for this specification, or for any deflect causing it to be unsuitable for its intended use. 302.3.2. Performance Graded (PG) Asphalt Binders. Performance graded asphalt binders shall be smooth and homogeneous, shall be free from water, shall not foam when heated to 347'F (175°C) and shall meet the requirements for performance graded asphalt binders shown in Table 302.3.2.(a) Performance Graded Asphalt Binders. - PG binders shall show no separation when tested according to Tex -540-C Measurement of Polymer Separation on Heating in Modified Asphalt Systems. Separation testing is not required if one of the following conditions is met: (1) The modifier is introduced separately at the mix plant either by injection in the asphalt line or mixer, or (2) The binder is blended on site in continuously agitated tanks; or (3) Binder acceptance is based on field samples taken from an in-line sampling port at the hot -mix plant after the addition of modifiers. 302.3.2.1. Modified Performance Graded Asphalt Binders. In addition to meeting the requirements in Table 302.3:2.(a) Performance Graded Asphalt Binders, modified performance graded asphalt bindexs shall also .meet the requirements listed herein according to grade. 302.3.2.1.1. SBR Latex, Rubber Modified Performance Graded Binders. Available grades include PG 64-28L, PG 70-28L, PG 70-22L, PG 76-22L, AND PG 82-22L The manufacturer shall provide certification that SBR latex rubber was used in production of the binder. Ductility tested according to AASHTO T51: 30.2°F, 1- cm/min; cm, 70 -cm minimum. ' 302.3.2.1.2. SBS Rubber Modified Performance Graded Binders. Available grades include PG 64-28S, PG 70=28S, PG 70-22S, PG 76-22S, AND PG 82-22S. The manufacturer shall provide certification that SBS rubber was used in production of the binder. Elastic recovery tested according to Tex -539-C Measurement of Elastic Recovery of Tensile Deformation Using a Ductilometer: 50°F, 55% minimum. 302.3.2.1.3. Tire Rubber Modified Performance Graded Binders. Available grades include PG 64- 28TR, PG 70-28TR, PG 70-22TR, PG 76-22TR, and PG 82-22TR. The .manufacturer shall provide certification that tire rubber was used in production of the binder. Elastic recovery tested according to Tex -530-C Measurement of Elastic Recovery of Tensile Deformation Using a Ductilometer. 50°F, 40% minimum. 302,3.2.1.4. Multigrade Modified Performance Graded Binders. Available grades include PG 64- 28MG, PG 70-28MG, PG 70-22MG, PG 76-22MG, and PG 82-22MG. The manufacturer shall provide certification that gelling agent was used in production of the binder. Float test made according to AASHTO T50: 140°F, seconds, 1200 minimum. Table 302-3.2.(a) Performance Graded Asphalt Binders Performance Grade PG 5B PG 64 PG 76 PG 76 PG 62 -22 -26 -34 -16 -2% ,2S -34 -� 6 -22-26 -34 -16 -22 -28 •34 -22 -26 Average 7 -day maximum Pavemeni ni Des -son Tei,—pera urE:, -v sa 64 70 76 ez Minimum Pavement Design Temperature, 'C1 (i.e. design temperature shall be -22 -28 -34 -16 -7226 34 16 BEE -16 -22 -28 34 1s 22L rent -r than shown Original Binder Flash Paint Temperature, AASHTO T48: 23G Minimum 'G Viscosity, AASHTO TP48 ' 135 Maximum, 3.0 Pa's, Test Temp, 'C ,Dynamic Shear, AASHTQ TPS: G*ls'snS, Minimum, 1.00 -kPa 56 64 70 76 B2 Test Temperature @ 10-ra#/s, 'C Rolling Thin Film Dven ex -541-0) Maximum Loss, percent 1.0 Dynamic Shear, AAS{ n O TP5: G lsin,5, Minimum, 2 -20 -kPa 5B E4 7D 76 B2 Test Temperature @ i 0-ra&s, 'C Pressure Aging Vessel Reside (AASHTD PP1) PAV Aging Temperature, 'C 1Do Dynamic Shear, AASHTO TP5: G'/sin&, Maximum, 5000 -kPa 25 22 is 2B 25 22 19 26 25 22 is 28 25 22 19 26 25 22 Test Tem rature @ 10-rad/s,'C Creep Stiffiness, AASHTO TPt: J' S, Maximum, 300-Mpa -12 -18 -24 -6 -12 -16 -24 -5 -12 -18 -24 -6 -12 -18 -24 -6 -12 -1B rn-value, Minimum, 0.300 Test Tem @503,'C Direct Tension, AASHTO TP3: Failure strain, Minimum, 1.0,6 -12 -18 -24 -612 16 24 B 12 18 24 B 12 16 2d 6 12 76 Test Tam @ 1-0-mm/min;'C 1. Pavement temperatures are estimated from air temperatures using an algorithm contained in the PGEXCEL3.XLS software program, may be provided by the specifying agency, or by following the procedures as outlined in'AASFITO MP2 and PP28. 2. This requirement may be Waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped, mixed and compacted at temperatures that meet all applicable safety, environmental and constructability requirements. At test temperatures where the binder is a Newtonian fluid, any suitable standard means of viscosity measurement may be used, including capillary (AASTHO T201 or T202) or rotational viscometry (AASHTO TP48). 3. Viscosity at 135'C is an indicator of mixing and compaction temperatures that can be expected in the lab and field. High values may indicate high mixing and compaction temperatures. Additionally, significant variation can occur from batch to batch. CONTRACTORS should be aware that variation could significantly impact mixing and compaction operations. CONTRACTORS are therefore responsible for addressing any constructability issues which may arise. 4. For quality control of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement may be substituted for dynamic shear measurements of G*/sin(S) at test temperatures where the asphalt is a Newtonian fluid. Any suitable standard means of viscosity measurement may be used, including capillary (AASHTO T201 or T202) or rotational viscometry (AASHTO TP48). 5. Silicone beam molds as described in AASHTO TP1-93 are acceptable for use. 6. If the creep stiffness is below 300-Mpa, the direct tension test is not required. If the creep stiffness is between 300- and 600-Mpa, the direct tension failure strain requirement can be used in lieu of the creep stiffness requirement. The m -value requirement must be satisfied in both cases. 302.3.2.2. Acceptance of Performance Graders (PG) Asphalt Binders. 302.3.2.2.1. Location of Manufacture. Performance graded binder, acceptance procedures are dependant on where the binder is manufactured. The requirements are as follows. Manufactured at the Source. PG binders manufactured at the source are normally approved at the source according to the applicable requirements of the OWNER. The OWNER may acquire field samples at any time, particularly if material quality is suspect. Manufactured at the Job Site. If PG binders are manufactured at the job site, for example where SBR latex is injected at the hot mix plant, the following quality measures are required. Antistrip agents are not considered asphalt modifiers. (1) Preconstruction. The CONTRACTOR shall provide the OWNER with a 1 -quart sample of the proposed binder and a test report showing compliance with the required performance grade. The sample and test report will be forwarded to OWNER for verification testing. If the OWNER chooses to verify that the sample meets specifications, the OWNER'will complete verification testing within ten (10) working days after receipt of the sample. if the OWNER chooses to verify the sample, then the sample shall be verified before mixture production is allowed to begin. (2) Construction. A sampling port is required which meets the requirements of AASHTO T40 Practice for Sampling Bituminous Materials, Section 9, "Sampling From Pipelines During Loading or Unloading". This sampling port shall be located on the asphalt line before introduction of the asphalt into the mix plant and shall be downstream from the addition of any modifiers and any dispersing or mixing equipment associated with their introduction. Sample containers shall be provided by the CONTRACTOR and shall be clean, double friction top round 1-quartcans. All samples shall betaken by the CONTRACTOR, and witnessed by the Engineer. All samples shall be taken from the sampling port after a sufficient amount of asphalt is run out and wasted, in order to clear any residual asphalt that builds up in the sampling port. All samples shall be taken in a clean, 1 -gallon can, immediately stirred and used to fill three (3) 1 -quart sample cans. The cans shall be delivered to the OWNER. The OWNER will choose one sample can for testing and the other cans are retained until testing is complete, in case the original sample is lost or damaged. 302.3.2.2.2. Sampling Frequency. A sample of the PG binder may be taken from each mixture production day, at a time determined by the OWNER. The sample from the first day's production may be subjected to verification testing. Additionally, throughout the duration of the project, the OWNER may randomly select binder samples for verification testing. 302.3-2.2.3. Verification Testing, OWNER may perform verification testing on all construction samples. The OWNER will complete verification testing within 10 working days after receipt of the sample. For verification testing which fails to confirm the required performance grade, the CONTRACTOR shall review the manufacturing process to locate the source of the problem. The OWNER, may stop production until the CONTRACTOR can show that the next binder produced will meet the specifications_ The OWNER may require materials not meeting the specification requirements to be removed and replaced at the CONTRACTOR's expense. 302.3.3. Asphalt Cement. Asphalt cement is bituminous liquid binder. The material for asphalt cement shall be homogeneous, shall be free from water, shall not foam when heated to 347*F (175°C) and shall meet the requirements of Table 302.3.3.(a) Requirements for Asphalt Cement. Table 302.3.3.(x) Requirements for Asphalt Cement Property, Value According to Grade `lest Parameters AC -3 AC -5 AC -10 AC -20 Min Max Min Max Min Max Min. Max Viscosity, 140°F (60°C), Stokes 250 350 400 600 600 1200 1600 2400 Viscosity, 275°F (135°C), Stokes 1.1 1.4 1.9 2.5 — Penetration, 77°F, (25'C) 100-g, 5 -sec. 210 — 135 85 55 — Flash point C.O.C., °F('C) 425 — 425 — 450 450 — (220) 220 234 230 Solubility in trichloroethylene (%) 99.0 — 95.4 — 99.0 99.0 — Tests on residues from thin film oven test: Viscosity, 140°F 60pG , Stokes — 900 — 1500 — 3000 — 6000 Ductility, 77`F (25°C) 5-cros- er-min, cma. 100 100 — 70 — 54 Spot Test Negative for all grades 302.3.3.1. Polymer Modified Asphalt Cement. For surface treatment applications, a polymer additive consisting of an anionic emulsion of styrene -butadiene low-temperature copolymer shall be added to the AC -5 or AC -10 asphalt when specified on the plans or in the specifications in the contract. The polymer additive shall cansist of two-parcent (by weight) polymer additive (solids basis) which has good storage stability. Polymer additive shall possess the properties specified in Item 302.3.3.1.1. Polymer Additive Properties. The manufacturer shall furnish the actual styrene -butadiene rubber (SBR) content for each batch of polymer emulsion. This information shall accompany all shipments to facilitate proper addition rates. The finished polymer modified asphalt cement blend shall be smooth, homogeneous, and comply with the requirements in Table 302.3.3.1.(a) Polymer Modified Asphalt Requirements. Table 302.3.3.1.(a) Polymer Modified Asphalt Requirements Property Test Method, Test Parameters Value According to Grade AC -5 + AC -10 + Minimum Solids Content(percent by weight) 45 Viscosity of Emulsion at 77± 1 °F, cps, max 2000 2°/a Polymer 2% Polymer Solids Solids Minimum SBR- Tex -533-C Determining Polymer Additive 2.0% Solids By Wt. 2.0% Solids By Wt. Content Percentages in Polymer Modified Asphalt Cements, IR Determination' Penetration AASHTO T49, 100-G, 5 -Sec, 77'F 120 Min 80 Min Minimum Viscosity AASHTO T202, 140'F 700 -Poise 1300 -Poise Maximum Viscosity AASHTO T202, 2750F 7.0 -Poise 8.0 -Poise Ductility AASHTO T51, 39.20F, 5-cm/Min 70 -cm, Min 60 -cm, Min Separation of Tex -540-C Measurement of Polymer Polymer Separation on Heating in Modified Asphalt None None Systems, After 48-Hrs. at 325'F 1. The asphalt supplier shall furnish the OWNER samples of the asphalt cement and polymer emulsion used in making the finished product. 302.3.3.1.1. Polymer Additive Properties. The polymer additive shall be an emulsion of styrene - butadiene low-temperature copolymer in water. The emulsion shall have good storage stability and possess the properties in Table 302.3.3.1.1.(a) Polymer Additive Requirements. Table 302.3.3.1.1.(x) Polymer Additive Requirements Property Value Monomer Ratio of Polymer (butadiene to styrene) 73 ± 5 27±5 Minimum Solids Content(percent by weight) 45 Viscosity of Emulsion at 77± 1 °F, cps, max 2000 No.3 spindle, 20 -rpm, Brookfield RVT Viscometer 302.3.4. Emulsified Asphalt. Emulsified asphalt shall be composed of a paging asphalt base uniformly emulsified with water. It shall be homogeneous throughout and, when stored, shall show no separation within 30 - days after delivery. Emulsified asphalt shall meet the requirements for the specified type and grade shown in Tables 302.3.4.(x) through (d). 302.3.4.1. Testing Requirements. Test reports and certification shall be made for emulsified asphalt in accordance with item 302.3.1.1. Tests and Certification of Bituminous Materials. 302.3.4.2. Temperature. Emulsified asphalt may be reheated, but at no time after loading for transportation from refinery to the purchaser shall the temperature of the emulsion be raised above 160'F (70'C). During reheating, the emulsified asphalt shall be agitated to prevent localized overheating. Emulsified asphalt shall not be permitted to cool to a temperature of less than 40DF (4'C). Unless otherwise specified, emulsified asphalt shall be applied at a temperature within the limits specified in Table 302.5.(x) Requirements for Storage, Heating and Application Temperature. CONTRACTOR shall furnish and keep on the site an accurate thermometer suitable for determining the temperature of the emulsified asphalt. Table 302.3.4.(x). Tests and Properties of Anionic Emulsions Property Rapid Setting IMedium Setting Slow Setting Type - Grade RS -2 RS -2h MS -2 SS -1 SS -1 h Min Max Viscosity, Saybolt Furol at 77°F, sec Min Max Min Max Min Max Min Max Min Max Viscosity, Saybolt Furof at 77°F, sec - - - - - - Zit 100 20 100 at 122°F, sec 150 400 150 400 100 300 - - - - ieve Test, % - 0.10 - 0.10 - 0.10 - 0.10 - 0.10 Miscibility (Standard Test) - - - - - - Passing Passing Cement Mixing, % - - - - - ' - 2.0 - 2.0 Demulsibility, 35-m1 of 0.02 N CaC12i % 60 - 60 - - 30 Storage Stability, 1 -day, % Freezing Test, 3 cycles' - 1 _ - - - 1 - - - 1 Passing Passing Passing Distillation Test: 100 - - - Float Test at 140°F, see 1200 - 1200 - Residue by Distillation, % by weight 65 - 65 - 65 - 60 - 60 - Oil Distillate, % by volume of emulsion - - 1/2 - '/2 - %2 - 1/z Tests on Residue from Distillation: Penetration at 77'F, 100 g, 5 sec 120 160 80 110 120 160 120 160 70 100 Solubility in Trichloroethylene, % 97.5 - 97.5 - 97.5 - 97.5 - 97.5 - Ductility at 77°F, 5 cmlmin, cm 100 - 80 - 100 -- 100 - 80 - 1. Applies only when the Engineer designates material for winter use. Table 302.3.4.(b). Tests and Properties of high Float Anionic Emulsions Property Rapid Setting Medium Setting Type _ Grade HERS -2 AES -300 Min Max Min Max Viscosity, Saybolt Furol at 77°F, sec - - 75 400 at 122°F, sec 150 400 - - ieve Test, % - 0.10 - 0.10 Dating Ability and Water Resistance: Coating, dry aggregate - - good Coating, after spraying - - fair Coating, wet aggregate - - fair Coating, after spraying - - fair Demulsibility 35-m1 of 0.02 N CaC12, % 50 - - - Storage Stability Test, 1 -day, % - Distillation Test: Residue by Distillation, % by weight 65 65 - Oil Distiiiate, by volume of emulsion, % - 112 - 5 Tests on Residue from Distillation: Penetration at 77°F, 100 g, 5 sec 100 140 300 - Solubility in Trichloroethylene, % 97.5 - 97.5 - Ductility at 77°F, 5 cmlmin, cm 100 - - - Float Test at 140°F, see 1200 - 1200 - Table 302.3.4.(c). Tests and Properties of Cationic Emulsions Property Rapid Setting Medium Setiin Slaw Setfin HFRS-2P CRS -2P Type - Grade Min Max Polymer Content, percent by weight distillation residue' of the 3.0 Cid —2 GDL'_L iscosity, Saybolt Furol at 122'F, sec 4mr —2 C -S-2s CS&1 15D CCC-ih Storage Stability Test, 1 -day, % Min Max Min Max Min Max Min Max Min Max Min Max rscosiiy, Saybolt Furo'l dioctyl sulfosuccinate, % - - 40 at —77°F, sec - - - - - - - - 20 100 20 100 at 122°F, sec 154 400 150 400 100 300 100 300 - - - - ieve Test, a/o - 0.10 - 0.10 - 0.10 - 0.10 - OA O - 0.10 Cement Mixing, % - - - - - - - - - 2.0 - 2_D Demulsibility, 35 ml 0.8 percent 10D 140 110 150 Ductility, 39.2°F, 5-cm/min, cm SO - 50 - sodium dioctyl sulfosuccinate, % 40 - 40 - - - - - - - - - Storage Stability, 1 day, % - 1 Dating Ability and Water Desistance: Coating, dry aggregate Coating, after spraying - - - - - - - - good good - - - - Coating, wet aggregate - - - - fair fair - - - - Coating, after spraying - - - - fair fair - - - - Particle Charge Test fair fair positive positive positive positive positive positive Distillation Test: Residue by Distillation, % by wt 65 - 65 - 65 - 65 - 60 - 60 - oil Distillate, /° by volume of Emulsion - '/2 - Ih - 7 - 5 - 1/2 - ?h Tests on Residue from Distillation: Penetration at 77°F,100 -g,5 -sec 120 160 80 110 120 200 30D - 120 16D 80 110 Solubility in Trichloroethylene, % 97.5 - 97.5 - 97.5 - 97.5 - 97.5 - 97.5 - Ductili at 77° F, 5 cm/min, cm 100 - 80 - 1 DO - - - 100 - 80 - Table 302.3.4.(d). Tests and Properties of Polymer Modified Emulsions Property High Float Anionic Rapid SettfnU1 Cationic Rapid Setting Type - Grade HFRS-2P CRS -2P Min Max Min Max Polymer Content, percent by weight distillation residue' of the 3.0 - 3.0 - iscosity, Saybolt Furol at 122'F, sec 150 400 15D 400 Storage Stability Test, 1 -day, % - 1 - 1 emulsibility, 35 -ml of 0.02 N CaCI,,, 40 - - - Demulsibility, 3S -ml 0.8 -percent sodium dioctyl sulfosuccinate, % - - 40 - Sieve Test, % - 0.10 - 0.10 Particle Charge Test - Positive Distillation Testa oil distillate, by volume of emulsion, Resldue, % by wt 65 - 65 - Tests on residue from Distillation: Float Value at 140°F, sec 1200 - - - Penetration, 77°F, 100-g, 5 -sec 10D 140 110 150 Ductility, 39.2°F, 5-cm/min, cm SO - 50 - Viscosity at 140°F, poises Solubility in Trichloroethylene, % 1500 97 - - 1300 97 - - 1. The emulsion supplier shall furnish the Dwht6n samples of the asphalt cement and polymer used in making the finished emulsion. 2. The temperature on the lower thermometer shall be brought slowly to 350'F plus or minus 10°F and maintained at this temperature for 20 -minutes. The total distillation shall be completed in 60 -minutes plus or minus 5 -minutes from the first application of heat. 342.3.5. Emulsions for Priming, Curing and Erosion Control (PCE). 302.3.5.1. General Use Emulsions. The emulsion shall be a slow curing anionic or cationic emulsion of a petroleum based material in water. The supplier must state whether the material supplied is cationic or anionic. ,Such emulsions may be used for priming of base materials, curing seal for stabilized base materials, and erosion coritrol applications such as dust control, soil surface stabilization, or mulch binder. Emulsion properties shall fall within the ranges as shown in Table 302.3.5.1.(a) Tests and Properties of PCE (General Use) Emulsions. The base emulsion material may be diluted with water to achieve the desired concentration of residual with maximum dilution rates as indicated in Table 302.3.5.1.(b) Maximum Dilution Rate. Table 302.3.5.1.(a) Tests and Properties of PCE (General Use) Emulsions Property Test Methods, Test parameters Minimum Maximum Viscosity Sa bolt Furol, 25'C 10 -seconds 10D -seconds Sieve Test Sieve Test ASTM D244, modified 56 65 Miscibility ASTM D244 Emulsified As halts, modified Passing - Residue by Evaporation ASTM D244 modified 601/. by weight - Tests on Residue from Evaporation Flash Point, C.O.C. Kinernaf`ic Viscos' , 60'C 200°C 100-cSt - 350-c5t 1. Except the dilution shall use 350-m1 of distilled or deionized water and a 100-m1 beaker. 2. Except the sample shall remain in the oven until foaming ceases, then cooled and weighed. Table 302.3.5.1.(b) Maximum Dilution Rate Use Maximum Dilution Rate Priming of Base Materials 1 art PCE to 3 arts water Curing Seal 1 art PCE to 3 arts water Erosion Control (1) part PGE to (7) parts water 302,3.5.2. Emulsions Specifically for Priming and Curing. Product shall be a water-based emulsion composed of petroleum_ of resin oil base with selective hardening and drying agents to form a road prime and sealer. Emulsions may be provided either concentrated or pre -diluted. Concentrated prime and/or road sealing emulsions specified in this Item 302.3.5.2. shall meet the requirements of Table 302.3.5.2.(a) Requirements for MCS -600-C — Concentrated. Diluted prime and/or road sealing emulsions specified in this Item 302.3.5.2. shall meet the requirements of Table 302.3.5.2.(b) Requirements for MCS -600-D -- Dilute. Table 302.3.5.2.(a) Requirements for MCS -600-C — Concentrated Property Test Methods, Test Parameters Required Value Minimum I Maximum Appearance Visual Inspection Brown Liquid Viscosity S.F. at 77'F Sec ASTM D244 Emulsified Asphalts 15 200 Residue, % min ASTM D244, modified 56 65 Miscibility Test ASTM D244, modified No coo ulation Moisture, vii % - 48 ; Volatile % 35 - Non -Volatile Soluble in Trichloroethylene AASHTO T 45-56 - 6 Accelerated Weathering (2 -year exposure) Federal Spec TT C-555 B,. 40 ml No material deterioration after exposure Resistance To wind and Driven Rain (@ 98 mph) Federal Spec TT C-555 B, As 4ml sealer after cure Passes/no wt. gain Ash, % wt. - 8 Polymer, % wt- 4 Freeze Test Concentrated Form 3 -cycle Pass Particle Charge ASTM D244 Positive Shaker Test 2= to 4-hrs. Mix Burrell Wrist Action Shaker Model 75 set on Level 7, diluted 1 part water to 4 arts road prime, Sieve -940 1. ASTM D244 Modred Evaporation Test for percent of residue is made by heating 50 -gram sample to 300°F until foaming ceases, then cool immediately and calculate results. 2. Test procedure identical with ASTM D244, except that 0.02 Normal Calcium Chloride solution shall be used in place of distilled water. Property Test Methods, Test Parameters Re uired Value Minimum Maximum ASTM D244 Emulsified Asphalts Visual Inspection Brown Liquid -Appearance or t i:___',:.�. n r - '/1'F V I'. cosii " S.i . at / Y 1 Sac nC+ K■ r,n .(A r.,_...s_:.r:..,J h-.�4..1r-.,. liEST1.J1 D244 EmullsiI1tTU Asphalt's - 5 I L Residue, % min ASTM D244, modified 10 1120 Test ASTJ'A D244, modified No coagulation -Miscibility illoisture, VVL % Pass - 90 Volatile % 5.0 Max. 90 Non -Volatile Soluble in Trichloroeth fene AASHTO T 45-56 0 12 Accelerated Weathering (2 -year exposure) Federal Spec TT 0-555 B, 40 ml No material deterioration after exposure Resistance To wind and Driven Rain (@ 98 Federal Spec TT G-555 B, As 4ml sealer after cure Passes/no wt. gain -mph) Ash, % wt. ASTM D2006-70 Method of Test for 0.7-1.1 % wt. and Processing Dias by the Precipitation -Polymer, Freeze Test Concentrated Form 3 -cycle Pass Particle Charge ASTM D244 Positive Shaker Test 2- to 4-hrs. (non -diluted) Mix Burrell Wrist Action Shaker Model 75 set on Level 7, Sieve #40 - 1% 1. ASTM D244 Modified Evaporation Test for percent of residue is made by heating 100 -gram sample to 300°F until foaming ceases, then cool immediately and calculate results. 2. Test procedure identical with ASTM D244, except that 0.Q2 Normal Calcium Chloride solution shall be used in place of distilled water. 302.3.6. Specialty Emulsions. Specialty emulsions shall be slow setting emulsions of a petroleum-based material in water. Specialty emulsions may be used for purposes such as tack coat, fog seals, priming base materials, curing seal for stabilized base materials, recycled/reclaimed asphalt pavement (RAP) rejuvenator, repairing surface deficiencies, and erosion control applications. Specialty emulsions are classified as either Restorative Seal or Maltene Rejuvenator and shall meet the requirements for the specified type shown in Table 302.3.6.(a) Requirements for Restorative Seal or Table 302.3.6.(b) Requirement for Maltene Rejuvenator, respectively. Specialty emulsions shall be freeze stabilized and if freezing has occurred a homogeneous mixture shall be obtained when the material has thawed and been thoroughly mixed. Table 302.3.6.(x) Requirements for Restorative Seal Properties Test Methods Requirements Test on Emulsion Viscosity 077°F (250C), SES ASTM D244 Emulsified Asphalts 25-150 Sieve Test, % by Wt. ASTM D244, modified' 0.1 Max. Particle Charge Test ASTM D244 Positive Cement Mixing Test, Flo by Wt. ASTM D244 2.0 Max. Pumping Stability See Note 2. Pass 5 -day Settlement Test, % by Wt. ASTM D244 5.0 Max. Residue, % Wt. I ASTM D244, modified3 64 Min. Test on Residue from Distillation Viscosity C 140°F (WC), cSt ASTM D2170 Kinematic Viscosity of 1,000 — 4,000 Asphalts (Bitumens) Maltene Distribution Ratlo4 ASTM D2006-70 Method of Test for 0.7-1.1 Characteristic Groups in Rubber Extender and Processing Dias by the Precipitation Method (Discontinued 1975) PCIS Ratio ASTM D2006-70 0.5 Min. As haltenes, % WI ASTM D2006-70 11.00 Max. 1. Test procedure identical with ASTM D244 except that distilled water shall be used in place of two -percent sodium oleate solution. 2. Pumping stability is determined by charging 15 -ounces (450 -ml) of emulsion into 30 -ounce (one -liter) beaker and circulating the emulsion through a gear pump (Roper 29.1322621) having 1/a" inlet and outlet. The emulsion passes if there is not significant oil separation after circulating ten -minutes. 3. ASTM D244 Evaporation Test for percent of residue is modified by heating 2 -ounces (50 -gram) sample to 30011= (149°C) until foaming ceases, then cooling immediately and calculating results. 4. In the Maltene Distribution Ratio Test by ASTM Method D2006-70: (PC + A,) _ (S + A2) PC= Polar Compounds Aj=First Acidaffins A2= Second Acidaff ins S= Saturated Hydrocarbons Table 302.3.6.(b) Requirement for Maltene Rejuvenator Properties Test Methods Recluirements ASTM—A-SHTO. Min. Max. Test on Emulsion Viscosity @77'F (25°C), SES D244 Emulsified Asphalts T--59 15 40 Residue, 0/. Wt. D244 (Mod)' 1 -59 (plod) 60 165 Miscibility Test D244 (Mod)' T-59 (Mcid) No Coa ulation Sieve Test, % by Wt. D244 (Mod)3 T-59 (Mod) - 0.1 Particle Charge Test D244 T-59 Positive Percent Light Transmittance See Mote 4. - 30 Test on Residue from Distillation Flash Point, GOC, °F D92 Flash and Fire Points by Cleveland T-48 385 Open Cup Viscosity G 140°F (60'C), cSt D445 Kinematic Viscosity of Transparent and - 100 200 Opaque Liquids (the Calculation of Dynamic Viscosity) Asphaltenes, % Wt. D2006-70 Method of Test for Characteristic - 1.0 Groups in Rubber Extender and Processing Oils by the Precipitation Method (Discontinued 1975) Maltene Distribution Ratios D2006-70 0.3 0.6 PCIS Ratios D2006-70 - 0.5 - Saturated Hydrocarbons, SS D2006-70 - 21 1 28 1. ASTM D244 Modified Evaporation Test for percent of residue is made by heating 2 -ounces (50 -grams) sample to 300°F (149°C) until foaming ceases, then cool immediately and calculate results. 2. Test procedure identical with ASTM D244 except that 0.02 Normal Calcium Chloride solution shall be used in place of distilled water. 3. Test procedure identical with ASTM D244 except that distilled water shall be used in place of two -percent sodium oleate solution. 4. Test according to Attachment "Standard Procedure for Determining Percent i_ight Transmittance of Maltene Rejuvenator, Restorative Seal, and PCE Material" in TxDOT Special Provision to Item 300 for Maltene Rejuvenator (Waco District). 5. Chemical composition by ASTM Method D2006-70_ (PC + A,) _ (S + A2) PC=Polar Compounds A,=First Acidaffins A�= Second Acidaffins S= Saturated Hydrocarbons 302.3.7. Emulsion for In -Place Asphalt Recycling. Emulsion shall be designed to be a recycling agent to be mixed at ambient temperature with existing in-place asphalt, native or selective material and or Recycled Asphalt Pavement (RAP) material. Product shall be a water miscible emulsion. Asphaftene, Resins, Cyclics, Saturates content must be specifically formulated based on laboratory data of existing material in relation to rejuvenation .demand and any added RAP material. Product shall meet minimums and fall within the ranges specified in Table 302.3.7.(a) Emulsion Requirements for In -Place Asphalt Recycling. Table 302-3.7.(a) Emulsion Requirements for In -Place Asphalt Recycling Properties Test Methods, Test Parameters Requirements Sieve Analysis Min. Max. Test on Emulsion Viscosity Saybot Furol, 122°F 185 Sieve % 0.25" (maximum) 1.0 Particle Charge' 70% (±10%) Positive Specific Gravity @ 77°F 0.910 1 1.16 Cement Mixing Test ASTM D244 Passing Distillation Residue; % from Distillation @ 325°F 60 68 Test on Residue from Distillation Penetration, 77'F Extrapolation function 65% (±i 0%) 1400 - Asphaltene, % Ash Content 3.1 10.1 Resins, %o wt. See Note 4. 1.2 8.9 Cyclics 5.0 ± 1.0% times fiber weight) 65.0 95"0 Saturates 2.8 18.3 Flash Point C.O.G. 400°F - 302.4. FIBROUS REINFORCEMENT FOR ASPHALT 302.4.1. General. At the OWNER'S option, fibrosis reinforcement may be used unless otherwise shown on the plans or in the contract documents. Fibrous reinforcement shall not be used as a replacement for any reinforcement required for structural purposes. 302.4.2. Material and Tests. Fibers for reinforcement of asphalt shall be cellulose tested by the methods and meeting the criteria in Table 302.4.2.(a) Cellulose Fiber Requirements. Table 302.4.2.(a) Cellulose Fiber Requirements Property Test Methods Requirements Sieve Analysis Method A Alpine Sieve Analysis' Fiber Length 0.25" (maximum) Passing No. 100 sieve 70% (±10%) Method B Mesh Screen Analysis2 Fiber Length 0.25" (maximum) Passing No. 20 sieve 85% (--+-10%) Passing No. 40 sieve 65% (±i 0%) Passing No. 140 sieve 30%n ±10%0 Ash Content See Note 3. 18% _t 5% non -volatiles H See Note 4. 7.5 ± 1.0% Oil Absorptions See Note 5. 5.0 ± 1.0% times fiber weight) Moisture Content See Note 6. < 50/6 (by weight) 1. Method A - Alpine Sieve Analysis. This test is performed using an Alpine Air ,let Sieve (Type 200 LS). A representative 5 -gram sample of fiber is sieved for 14 -minutes at a controlled vacuum of 11 -psi. The portion remaining on the screen is weighed. 2. Method B - Mesh Screen Analysis. This test is performed using standard No. 20, 40, 60, 80, 100, 140 sieves, nylon brushes and a shaker. A representative 10 -gram sample of fiber is sieved, using a shaker and 2 nylon brushes on each screen. The amount retained on each sieve is weighed and the percentage passing calculated. Repeatability of this method is suspect and needs to be verified, 3. Ash Content. A representative 2- to 3 -gram sample of fiber is placed in a tared crucible and heated between 1100°F and 1200°F for not less than 2 -hours. The crucible and ash are cooled in a desiccator and reweighed. 4. pH Test. 5 -grams of fiber is added to 100-m1 of distilled water, stirred and let sit for 30 -minutes. The pH is determined with a probe calibrated with pH 7.0 buffer. 5. Oil Absorption Test. 5 -grams of fiber is accurately weighed and suspended in an excess of mineral spirits for not less than 5 -minutes to ensure total saturation. It is then placed in a screen mesh strainer (approximately 0.5 - square -millimeter hole size) and shaken on a wrist action shaker for 10 -minutes (approximately 1514 -inch motion at 240 -shakes -per -minute). The shaken mass is then transferred without touching, to a tared container and weighed., Results are reported as the amount (number of times its own weight) the fibers are able to absorb. 6. Moisture Content. 10 -grams of fiber is weighed and placed in a 250°F forced air oven for 2 -hours. The sample is then reweighed immediately upon removal from the oven. 302,4:3- Reiection_ Fibrous reinforcement for aspha€t may be rejected for failure to meet any of the requirements of this specification. 302.5. ST0HA GE, REATi{CEO r�.itiD AP -14 -1 VMPERATI LIREE OF RITH'.111 OUS 11AATE RIALS Asphalt materials should be applied at the temperature that provides proper and uniform distribution. Within practical limits, higher temperatures than necessary should be avoided. Satisfactory application should be obtained within the recommended ranges shown in Table 342.5.(a) Requirements for Storage, Heating and Application Temperature. No material shall be heated above the maximum temperature shown. Performance graded asphalt binders containing particulate or polymer modifiers may be susceptible to separation of the modifier. Appropriate circulation or agitation in storage shall be provided if separation of the modifier is expected or suspected, and in every case when the modified binder will be stored at elevated temperatures for more than one day before use. WARNING TO CONTRACTOR. Attention is called to the fact that asphaltic materials are highly flammable. Heating of asphaltic materials constitutes a fire hazard to various degrees. The utmost care shall be taken to prevent open flames of any kind from coming in contact with the asphaltic matdrial or the gases of same. Proper precautions should be used in all cases. The GONTRACTOR shall be responsible for any fires or accidents which may result from heating the asphaltic materials. Binder or modifier supplier instructions regarding recommended application and storage temperatures shall supersede the guidelines below. Table: 302.5.(x) Requirements for Storage, Heating and Application Temperature Material Type -Grade Application and Mixing Heating and Storage Recommended Range �F aC Maximum Allowable °F °C Maximum OF °C All PG Binders 275-375 135-191 37'5 191 40D(204) A0-3, 5, 10, 20 275-325 135-163 350 177 4007 204 Emulsions SS -1, SS -1 h, SS -1 P, CSS -1 h 50-130 (10-54) 140 (60) 140(60) RS -2, RS -2h, MS -2, CRS2h, CRS -2P, CMS -2, CMS -2s, HFRS-2, HFRS-2P, AES -300 110-160 (43-71) 170 (77) 174 (77) PCE, Restorative Seal or Maltene Rejuvenator Ambient 72-130 22-54 140 (60) 140 (60) 302.6. EMULSIFIED ASPHALT TREATMENT 302.6.1. Description. Emulsified asphalt treatment shall consist of one or more applications of a mixture of emulsified asphalt of the proportion and type specified on the plans and water. The mixture shall be applied at the rate specified on the plans. It is to be used as a base treatment, earthwork seal, prime coat or dust preventative. This mixture may be applied to the base course, subgrade, shoulders or detours at the locations and to the extent shown on plans or as directed by the OWNER. 302.6.2. Materials. The amount of emulsified asphalt in the mixture, expressed as a percent by volume of the total mixture, shall be within the limits specified on the plans. When tested by approved laboratory methods, the emulsified asphalt used shall meet the requirements of Item 302.3.4. Emulsified Asphalt or item 302.3.5. Emulsions for Priming, Curing, and Erosion Control (PCE) or Item 302.3.6. Specialty Emulsions. The water used shall be clear, free from industrial wastes and other objectionable matter. 302.6.3 Construction Methods. Asphalt materials shall be handled in accordance with Item 302.5. Storage, Heating and Application Temperature of Bituminous Materials. The emulsified asphalt and water mixture shall be applied by a self-propelled sprinkler meeting the requirements of Item 203.8. Dust Control so operated as to uniformly distribute the mixture in the quantity determined by the OWNER. The emulsion and water may be mixed in the sprinkler tank. The CONTRACTOR shall make suitable provisions for agitating the two materials sufficiently to produce a uniform blend. The sprinkler tank shall have been recently calibrated, and the OWNER shall be furnished an accurate and satisfactory record of such calibration. After beginning the work, should the yield on the emulsion applied appear to be in error, the distributor shall be recalibrated in a manner satisfactory to the OWNER, before proceeding with the work. 302.6.4. Measurement and Payment. Emulsified asphalt shall be measured by the gallon (L) prior to mixing with water. The work perfo"ed and the emulsified asphalt furnished as prescribed by this Item and measured as provided in this Item shall be paid for at the unit price bid of the type specified, which price shall be full compensation for furnishing all required materials including mixing water for application; all freight involved; all hauling, mixing, and distributing the mixture as specified; and all manipulation, labor, tools, equipment and incidentals necessary to complete the work. 302.7. PRIME COAT 302.7.1. Description. This Item shall consist of application of asphaltic materials on the completed base course and/or other approved area, which shall be applied in accordance with these specifications and as shown of the plans. 302.7.2. Materials. The asphaltic material used for the prime coat shall be of the type and grade as stated in the contract and when tested by approved laboratory methods shall meet the requirements of Item 302.3.4. Emulsified Asphalt or Item 362.3.5. Emulsions for Priming, Curing, and Erosion Control (PCE) or Item 302.3.6. Specialty Emulsions. 302.7.3. Equipment. All storage tanks, piping, retorts, booster tanks and distributors used in storing and handling asphaltic material shall be kept clean and in good condition at all times. Equipment shall be operated in such a manner that there shall be no contamination of the asphaltic material with foreign material. It shall be the responsibility of the CONTRACTOR to provide and maintain in good working order a recording thermometer at the storage heating unit at all times. The distributor shall have been recently calibrated and the OWNER shall be furnished an accurate and satisfactory record of such calibration. After beginning the work, should the yield on the asphaltic material applied appear to be in error, the distributor shall be recalibrated in a manner satisfactory to the OWNER before proceeding with the work. 302.7.4. Construction Methods. Asphalt materials shall be handled in accordance with Item 302.5. Storage, Heating and Application Temperature of Bituminous Materials. Prime coat shall not be applied when the air temperature is below 50'F (10°C) and falling, but it may be applied when the air temperature is above 40'F (5'C) and rising, the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the OWNER, are not suitable. When, in the opinion of the OWNER, the base is thoroughly dry and is satisfactory to receive the prime coat, the surface shall be cleaned by sweeping or other approved methods. The asphaltic material shall be applied to the cleaned base at the approximate rate of 0.15- to 0.25 -gallons -per -square -yard (0.75- to 1.25 -L -per -m2) of surface area. The application shall be made with an approved type of self-propelled pressure distributor so constructed and operated as to distribute the material evenly and smoothly in the quantity specified or directed. The CONTRACTOR shall provide all necessary facilities for determining the temperature of the asphaltic material in all of the heating equipment and in the distribution, for determining the rate at which it is applied, and for securing uniformity at the junction of two distributor loads. The OWNER shall select the temperature of application within the limits recommended in Item 302.5. Storage, Heating and Application Temperature of Bituminous Materials based on the temperature -viscosity relationship that shall ,permit application of the asphalt. The CONTRACTOR shall apply the asphalt at a temperature within 15°F (30C) of the temperature selected. No traffic, hauling or placing of subsequent courses shall be permitted over the freshly applied prime coat until authorized by the OWNER. The CONTRACTOR shall be responsible for the maintenance of the surface until the work is accepted by the OWNER. 302.7.5. Measurement and Payment. The asphaltic material for prime coat will be measured at the point of delivery on the road in gallons (L) at the applied temperature. The quantity to be measured for payment shall be the number of gallons (L) used, as directed, of the specified prime coat. The work performed and materials furnished in accordance with this Item and measured as provided will be paid for at the unit prices bid for 'Asphaltic Material," of the type and grade specified. Price shall be full compensation for cleaning the area to be primed; for furnishing, preparing, hauling and placing all required materials; for all freight and heating involved; for spreading, dragging, brooming, finishing and maintaining under traffic until accepted; and for all manipulation, labor, tools, equipment and incidentals necessary to complete the work. 302.8. ASPHALT BASE COURSE 302.8.1. 'Description. Asphalt base course shall consist of a compact mixfure of mineral aggregates and asphaltic material mixed hot in a mixing plant. It may be a base course, subbase course, or foundation course. it is made of larger aggregate than Hot -Mix Coarse Base (A) as shown in Table 302.9.3.(a) Dense Graded Hot Mix Master Grading. 302.8.2. Materials. 302.8.2.1. Asphaltic Cement. Asphalt for the mixture shall be of the types of asphalt cement as determined by the OWNER and shall meet the requirements of Item 302.3.2. Performance -Graded (PG) Asphalt Binders or Item 302.3.3. Asphalt Cement. The grade of asphalt to be used shall be determined by the OWNER after design tests have been made using the mineral aggregate approved for use in the construction. if more than one type of asphaltic cement mixture is specified for the project, only one grade of asphalt shall be required for all types of mixture unless otherwise shown on the plans. The coNTRAcToR shall notify the OWNER of the source of asphaltic material prior to production of the asphaltic mixture, and this source shall not be changed during the course of the project, except by written permission of the OWNER. 302.8.2.2. Tack Coat. The liquid asphalt material used for tack coat should be MS -2 or SS -1 in Item 302.3.4. Emulsified Asphalt, Restorative Seal in Item 302.3.6. Specialty Emulsions or one of the other various grades of materials (selected by the OWNER) listed under Item 302.3.4. Emulsified Asphalt. 302.8.2.3. Mineral Aggregate. The material shall be crushed and screened as necessary to meet the requirements hereinafter specified and shall consist of durable coarse aggregate parlicles mixed with approved binding materials. Unless otherwise specified, the grading of the mineral aggregate shall conform to the limitations as shown in Table 302.8.2.3.(a). Asphalt Base Course Aggregate Grades. Table 302.8.2.3.(8). Asphalt Base Course Aggregate Grades Sieve Size Test Grade Tex -101-E Preparing Soil and Flexible Base Materials for Testis 1 2 3 4 V/4 -inch Index 100.0 100.0 As Shown on Plans 112 -inch 100.0 90.0-100.0 1 -inch 90.0-100.0 Sand Equivalent lain. 45.0-70.0 No.4 30.0-55.0 25.0-55.10 No. 40 15.0-30.0 15.0-40.0 15.0-40.0 Testing of the mineral aggregate shall be in accordance with the test methods in Table 302.8.2.3.(b) Aggregate Tests. Table 302.8.2.3.(b) Aggregate Tests Property Test of Soil Constants Tex -101-E Preparing Soil and Flexible Base Materials for Testis -Preparation Liquid Limit ASTM D4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils Plastic Limit ASTM D431 B same as above Index ASTM D4318 same as above —Plasticity Sieve Anal sis ASTM 0136 Sieve Analysis of Fine and Coarse Aggregates Wet Ball Mill Tex -116-E Ball Mill Method for Determining the Disintegration of Flexible Base Material Sand Equivalent ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate Unless otherwise specified on the plans, the mineral aggregate for Grades 1, 2 and 3 shall meet the limits of Table 302.8.2.3.(c) Aggregate Physical Requirements. Mineral aggregate for Grade 4 shall meet the physical requirements shown on the plans. Table 302.8.2.3.(c) Aggregate Physical Requirements Property Limit Wet Ball Mill 50 Max. Plasticity index 15 Max. Liquid Limit 40 Max. Sandequivalent ?40 302.8.3. Construction Methods. Asphalt materials shall be handled in accordance with Item 302.5. Storage, Heating and Application Temperature of Bituminous Materials. - Mixing plants may be either the weight -batching type plant, the continuous mixing type plant, or the drum mixing type plant as described in Item 302.9.5. Mixing Plants except that requirements for Type "B" and "D" mixtures of tine graded surface course are deleted. Equipment for storage, weighing and heating of materials shall be as described in Item 302.9.4. Equipment. The OWNER shall designate the asphalt content to be used in the mixture after design tests have been made with the aggregates to be used in the project. When tests as determined by the OWNER are made, samples of the mixture shall not vary from the asphalt content designated by the OWNER by more than 0.5 -percent dry weight (based on total mixture). The asphaltic material will form typically 4- to 9 -percent of the mixture by weight. The mixture shall consist of a uniform mixture of mineral aggregates and asphaltic material. The asphaltic mixtures for the weight -batching type plant and from the continuous mixing type plant, when tested in accordance with the current methods outlined in TXDOT Test Method Tex -208-P Test for Stabilometer Value of Bituminous Mixtures (Part I or Part III as applicable), shall have laboratory density and stability as indicated in Table 302.8.3.(a) Stability of Asphalt Base Course. If the mixture produced does not have the specified qualities, the mixture shall be changed until it conforms to the specified qualities. Table 302.8.3_(x) Stability of Asphalt Base Course Property Value [tensity (%) 96 ±2 Stability % Hveem Stabilometer Not less than 40 except when otherwise shown on the plans 302.8.4. Measurement and Payment. Asphalt base course shall be measured and paid for in accordance with Item 3012.10. Measurement and Payment. r 302.3. HOT -MIX ASPHALT PAVEMENT 302.9.1. Description. This Item shall govern pavement consisting of a binder course, a leveling up course, a surface course.or any combination of these courses as shown on the plans. Each course shall be composed of a compacted mixture of mineral aggregate and asphaltic material mixed hot in a mixing plant; and shall be constructed on the previously completed and approved subgrade, subbase course, base course, existing pavement, or in the case of a bridge, on the prepared floor slab, all in accordance with these specifications and in conformity with the lines, grades, quantities and typical sections as stated in the contract, plans and/or established in the field by the OWNER. 302.9.2. Materials. The materials proposed to be used may be inspected and tested at any time during the preparation of the work. 302.9.2.1. Aggregates. Mineral aggregates -shall consist of a fine aggregate, coarse aggregate and, when required, a mineral filter all in accordance with Item 302.2. Aggregates for Hot -Mix Asphalt Pavement and approved by the OWNER. Representative samples of the materials proposed to be used in the mixture shall be submitted for tests in the quantities required by the OWNER. No material that has in any way become unfit for use after approval shall be used in the work. Approval of both the materials and sources of supply must be obtained from the OWNER prior to delivery of the material. 302.9.2.2. Asphaltic Materials. Material shall conform to the applicable paragraphs of Item 302.3. Bituminous Materials. Only one grade of asphalt shall be required for all the types of mixtures unless otherwise shown on the plans or required by the OWNER. 302.9.2.2.1. Paving Mixture. Asphaltic materials for the paving mixture shall be the type and grade specified, shown on the plans, or as designated by the OWNER after design tests have been made, using the mineral aggregates proposed to be used in the mixture, and shall meet the requirements of Item 302.3.2. Performance Graded (PG) Asphalt Binders or Item 302.3.3. Asphalt Cement. If more than one type of asphaltic pavement mixture is Specified for the project, only one grade of asphalt shall be required for all types of mixtures, unless otherwise shown on the plans. The cONTRACTOR shall notify the OWNER of the source of asphaltic material prior to production of the asphaltic mixture and prior to the paving of this course of the project except on written permission of the OWNER. 302.9.2.2.2. Prime Coat. Prime coat shall conform to the provisions of item 302.7. Prime Coat. 302.9.2.2.3. Tacit Coat. The liquid asphalt material used for tack coat should be MS -2 or SS -1 in Item 302.3.4. Emulsified Asphalt, Restorative Seal in Item 302.3.6. Specialty Emulsions or one of the other various grades of materials (selected by the OWNER) listed under Item 302.3.4. Emulsified Asphalt. 302.9.2.3. Cellulose Fiber. Cellulose fiber may be used in the mixture to prevent excessive draindown. The cellulose fiber shall be of the type shown on the plans and shall meet the requirements of Item 302.4. Fibrous Reinforcement for Asphalt. 302.9.3. Paving Mixture. The paving mixture shall consist of a uniform mixture of coarse aggregate, fine aggregate, mineral filler, when required, and asphaltic material, accurately proportioned by weight. The grading of each constituent shall be such as to produce, when properly proportioned, a mixture conforming to the following limitations for grading the type specified. The exact proportions of each constituent producing the total aggregate within these limits shall be as directed by the OWNER, and when tested by standard laboratory methods, the mixture shall meet the requirements listed in Tables 302.9.3,(x) through (f). The OWNER shall specify or approve a mixture within the specified limits for all types of mixtures, which shall be suitable for the work in which the asphaltic pavement shall be used. The percentages of asphalt shall not vary more than 0.4 -percent from the proportions established by the OWNER. Table 302.9.3.(a) Dense Graded Hot Mix' Master Grading Sieve Size A Coarse Base B Fine Base Type of Mixture C D F Coarse Fine Fine Surface Surface Mixture Percent Passing by Weight CMHB -- C Coarse Surface CMHB — F Fine Surface 1'/2" 100 11/4" 95-100 100 -11, W, 70-90 95-100 100 98-100 %11 75-95 95-100 95-100 1/z" 50-70 100 98-100 %11 60-80 70-85 85-100 100 50-70 85-100 1/q" 95-100 ' No. 4 30-50 40:-60. :43-63 50-70 30-45 40-60 No. 10 20-34 27-40 30-40 32-42 32-42 15-25 15-25 No. 40 5-20 10-25 10-25 11-26 9-24 6-20 6-20 No. 80 2-12 3-13 3-13 4-14 3-13 6--18 6-18 No. 200 2-8 2-8 2-8 2-8 2-8 5-8 5-8 VMA % minimum 11 12 13 14 15 14 15 1. These mixtures shall be designed using a Texas Gyratory Compactor (TGC) and in accordance with Test Method Tex -204-F Design of Bituminous Mixtures. Design must be researched and based on intended use. Table 302.9.3.(b) Superpave Hot Mix' Master Grading Sieve Size, inches (Centimeters) Coarse Base Nominal Maximum Aggregate Size, inches (centimeters) 1 2.54) 3/a (1.90) '/2(1.27) %(0. 5 Fine Coarse Fine Fine Base I Surface t Surface I Mixture Percent Passing By Weight 2(5-08) 100.0 0.6-1.8% 12.0% 67-77% 1'/2 (3.81) 90.0-100.0 100.0 0.6-1.6% 14.0% 1 2.54 0.6-1.6% 90.0-100.0 100.0 73-800/. 0.6-1.6% 3/4 1.90 90.0-100.0 100.0 '/z 1.27 90.0-100.0 100.0 'la 0.95 90.0-100.0 No. 4 No.8 15.0-41.0 19.0-45.0 23.0-49.0 28.0-58.0 32.0-67.0 No. 16 No. 30 No. 50 No. 100 No. 200 0.0-6.0 1.0-7.0 2.8-8.0 2.0-10.0 2.0-10.0 VMA % minimum 11 12 13 F14 15 1. These mixtures shall be designed using a Superpave Gyratory Compactor (SGC) and in accordance with the . AASHTO Standard Practice for Designing Superpave Hot Mix Asphalt (PP28-99). Design must be researched and based on intended use. Mable. 302.9.3.(c) Superpave - Plant Produced Mixture Requirements VMA (MIN) VFA Dust/Asphalt Ratio 11.0% 64-77% 0.6-1.8% 12.0% 67-77% 0.6-1.6% 13.0% 69-80% 0.6-1.6% 14.0% 71-80% 0.6-1.6% 15.0% 73-800/. 0.6-1.6% Table 302.9.3.(d) Cellulose Modified Mixtures Master Grading Sieve Size Stone Mastic Asphalt (SMA) Permeable Friction Course (PFC) Jc Mcsc:c "se:s Coarse Fine Coarse Fine Su,faa-- Surface Surface Surface F-eficent Passing By Weight 3/a° 1 DD_0 4.0 Lab Molded 20.0 Min. Lab Molded Cellulose Fibers, % /z" 99.0-100.0 100.0 90.0-100.0 85.0-100.0 W 70.0-85.0 70.0-90.0 35.0-60.0 55.D-75.0 No. 4 30.0-42.0 30.0-50.0 10.0-25.0 15.0-25.0 No. 8 20.0-33.0 201.0-30.0 5.0-10.0 5.0-1 D.0 No. 16 21.0 max No. 30 18.0 max No. 50 15.0 max No. 100 No. 200 8.0-11.0 5.0-12.0 1.0-4.0 .2.0-4.0 1. These mixtures shall be designed using a Superpave Gyratory Compactor (SGC) and in accordance with the AASHTO Standard Practice for Designing Superpave Hot Mix Asphalt (PP28-99). Design must be researched and based on intended use. Table 302.9.3.(e) Cellulose Modified Mixture Properties Property Requirements Stone Mastic Asphalt SMA Permeable Friction Course(PFG) Air Voids, % 4.0 Lab Molded 20.0 Min. Lab Molded Cellulose Fibers, % 0.4 0.4 VMA, Percent Min. 17.0 (Plant); 17.5 Desi ri UCA Mix 'Percent Less Than VCA DRC TSR, Percent 80.0 Min. ex -531-C Draindown @ Production Temp., % 0.3D Max_ 305 0.30 Max. 305 Asphalt Content, Percent 6.0 Min. 6.0 Min. N Des 100 20 1. See NCHRP Report 425 for definition and calculation of VGA (Voids in Coarse Aggregate). 302.9.3.1. Extraction Test. When required by the OWNER, samples of the asphaltic mixture may be taken from the plant, trucks or finished pavement for check tests.' The minimum weight of the test specimen in grams shall be 3000 times the maximum size of aggregate in inches, and when tested in accordance with Recovery of Asphalt from Solution by Abson Method and Quantitative Extraction. of Bitumen from Bituminous Paving Mixtures, ASTM Designations D1856 and D2172, respectively, it shall not vary from the grading proportions specified for the mixture being used by more than 5 -percent. 302.9.3.2. Stability. The asphaltic mixture from the weight -batching plant and from the continuous mixing type plant, when tested in accordance with the current methods outlined in the TxDOT Test Method Tex - 208 -F Test for Stabilometer Value of Bituminous Mixtures, shall have the laboratory density and stability indicated in Table 302.9.3.(f) Asphalt Pavement Mixture Stability. If the mixture produced does not have the specified qualities, the mixture shall be changed until it conforms to the specified qualities. Table 302.9.3.(f) Asphalt Pavement Mixture Stability Property Value Density (%) 96 ±1 Stability (%) Hveem Stabilometer Unless otherwise shown on the plans, Not less than 40 applied on arterials with truck traffic, and Not less than 35 for residential applications 302.9.4. Equipment. All equipment necessary for the construction of the hot -mix asphalt pavement shall be on the project and shall be approved by the OWNER as to condition before the CONTRACTOR shall be permitted to begin construction operations on which the equipment is to be used. All equipment shall be maintained in good repair and operating condition. i 302.9.4.1. Bins. Bin storage shall be provided with tight cut-off gates to prevent leakage of aggregates or mineral filler into the weight box. The weight box for aggregates shall be of sufficient capacity to hold a complete batch of aggregates and mineral filler without wasting or leveling and shall be so designed that it shall quickly discharge the entire batch into the mixer. The weight box shall be provided with a close fitting and quick operating cut-off gate so that there: shall be no leakage of the aggregates into the mixer and shall be satisfactorily attached to the batching scales. 302.9.4.2. Scales. Scales used for weighing different grades of mineral aggregates maybe either the springless dial type or the multi -beam type. AN scales must be a tare beam for balancing. The beam scales must also be equipped with a telltale indicator of the springless dial type indicating over -and -under loads of at least 50 - pounds (23 -kg). Scales shall be accurate within 4 -pounds -per -1000 -pounds (2 -kg -per -454 -kg). if plant vibration interferes with accurate weighing, the scales shall be insulated against shock or vibration. 302,9.4.3. Material Bucket. The asphaltic material bucket shall be of sufficient size to hold the necessary asphaltic material for one batch.. If the material is measured by weight, the bucket shall be properly attached to the scales herein specified. if the proportioning -is by volume based on weight, the measuring bucket used shall be of the overflow type and shall meet the requirements of the OWNER. 302.9.4.4. Asphalt Storage. Asphalt storage shall be sufficient to meet the requirements of the plant. Asphalt in storage shall be heated by steam coils, absolutely tight to prevent leakage of moisture into the asphalt; the steam for heating shall not be at a temperature in excess of 400'F (204'C); direct fire heating of the asphalt shall not be permitted. Agitating asphalt with steam or air shall not be permitted. 302.9.4.5. Steam Heating Systems. The steam heating system shall insure the maintaining of the asphalt at a Uniform draw -off temperature at the asphalt bucket of between 275'F and 375'F (135'C - 1900C). The temperature shall be maintained with an efficient positive control of heat at all times as directed or approved by the OWNER. Asphalt heated beyond 375'F (190'C) either before or during mixing with the mineral aggregate shall be rejected. The draw -off at the asphalt bucket shall be of a quick cut-off type which shall not leak. The asphalt supply line shall be of circulating type, and equipped with a recording thermometer indicating the temperature of the asphalt at the draw -off valve. This thermometer may be combined with the one used in recording the temperature of the aggregate. 302.9.4.6. Weight Bucket. The asphalt weight bucket shall be of an approved type. The scales of weighing the asphalt shall be either the springless dial type or the multi-bQarn type. The dial type shall be arranged for rapid adjustment at zero and shall be provided with a pointer to indicate the weight of the asphalt required in one batch. The bears type shall have a tare beam for balancing and shall be equipped with a telltale indicator of the springless dial type. If plant vibration interferes with accurate weighing, the scales shall be insulated against shock or vibration. The asphalt shall be sprayed into the mixer through an approved spray bar that shall distribute the asphalt uniformly throughout the length of the mixer. 302.9.4.7. Mixer. The mixer shall be of the pugmill type and shall have a capacity of not less than 1,000 - pounds (450 -kg) in a single batch. The number of blades and their positions shall give a uniform and complete circulation of the batch. A mixer that segregates mineral aggregate or fails to secure a thorough and uniform mixing with the asphalt and mineral filler shall not be permitted to be used. The adequacy of the mixer to produce a successful mix shall be determined by mixing the standard batch for the required time, then dumping the batch, and taking samples from different parts of the batch; the samples shall be tested by the extraction test and shall show that the batch is uniform throughout. All mixers shall be provided with an automatic time lock on the discharge gates of the mixer and the weigh box; and shall be locked for a period of 45 -seconds after all the mineral aggregates have been introduced into the mixer. When discharged, the mixture shall have a temperature of 2250F to 350'F (1070C - 177`C). The dump doors of the mixer shall be tight to the dry mineral aggregate or dust so that there shall be no spilling from the pugmill or drum_ in introducing the batch into the mixer, all mineral aggregates shall first be introduced. Aggregates shall be thoroughly mixed for a period of 5- to 10 -seconds before the asphalt is added; then the total mixture shall be mixed for the time required to produce a homogeneous mixture, in which all particles of the aggregates are uniformly coated. 302.9.4.8. Spreading and f=inishing Machine. The spreading and finishing machine shall be of a type approved by the OWNER and capable of producing a surface that shall meet the requirements of the typical cross section and surface test_ 302.9.4.9. Rollers. Rollers shall meet the governing specifications for Item 301.1.2. Rolling of Embankment, Subgrade or Flexible Base. 302.9.4.10. Straightedges. The CONTRACTOR shall provide acceptable 16 -ft. (5m) straightedges for the surface testing. Satisfactory templates shall be provided as required by the OWNER. 302.9.4.11. Vehicles for Transporting Mixture. Asphaltic concrete shall be transported from the plant to the .site of the work in tight vehicles with metal bottoms previously cleaned of all foregoing substances. The OWNER may require that the vehicles be suitably insulated, and each load shall be covered with canvas or other suitable material of sufficient size to protect the asphaltic concrete from the weather and to prevent loss of material. 302.9.5. Mixing Plants. Mixing plants may be either the weight -batching plant, the continuous mixing type plant or the drum mixing type plant as hereinafter described. All types of plants shall be equipped with satisfactory conveyors:, power units, aggregates handling equipment, hot -aggregates screens and bins and dust collectors. Temporary storing or holding of the asphaltic mixture by a surge -storage system is permitted during the normal days operation. Overnight storage shall not be permitted. 302.9.5.1. Weight Batching Plant. The proportioning of the various materials entering into the asphaltic mixture shall be as approved or directed by the OWNER. The OWNER shall have access at all times to all parts of the paving plant. The plant shall be of the batch type provided with separate storage bins and chambers for heating and mixing the materials. The various sizes of mineral aggregates as received shall be stored or stockpiled separately, and the feeding of all sizes of mineral aggregates to the dryer shall be done by mechanical means that shall give a uniform and continuous feed to each of the sizes incorporated in order to give a control of the temperature and grading of the mineral aggregates. The drying of the mineral aggregates shall be done in such a manner that the finer particles shall not escape with the furnace gases. if forced draft is used, a dust collector system shall be installed. If natural draft is used, the OWNER may require a dust collector system to prevent loss of the finer particles. The aggregate shall be heated in a suitable apparatus that continuously agitates the aggregate during the heating and in which the temperature can be efficiently and positively controlled so that the aggregates shall not be damaged and the mixture produced shall have a temperature between 225'F and 350'F (107'C and 177'C). A recording thermometer shall be provided which shall record the temperature of the aggregates as they leave the dryer. The recording thermometer shall be provided with a 24-hour chart and may be so equipped that it shall record both the temperature of the aggregates and the temperature of the asphalt incorporated into the batch. The drying apparatus shall be of sufficient size to dry and heat the amount of aggregates required to maintain the plant in continuous operation. The screening capacity and size of the bins shall be sufficient to screen and store the amount of aggregates required to properly operate the plant and keep the plant in continuous operation at full capacity. Provisions shall be made to enable inspection forces to have easy and safe access to the proper location on the mixing plant where representative samples may be taken from the hot bins for testing. The aggregates shall be separated into at least four bins when producing Type "B" mixtures and at least three bins when producing Type "D" mixtures. if mineral filler is needed, an additional bin shall be provided. These bins shall contain the sizes of aggregates as shown in Table 302.9.3.(a) Dense Graded Hot Mix Master Grading. 302.9.5.2. Continuous Mixing Plant. Cold -aggregates bin and proportioning devices, dryer, and screening and proportioning shall conform to the requirements hereinabove for the weight -batching type of plant. The hot -aggregates proportioning device shall be so designed that when properly operated, a uniform and continuous flow of aggregates into the mixer shall be maintained. An accurate asphaltic material meter shall be installed in the asphalt line leading to the spray bar, so that the amount of asphalt being used can be accurately determined. The asphaltic material spray bar shall be so designed that the asphalt shall be uniformly and continuously sprayed into the mixture_ The mixer shall be of the pugmill continuous type and shall have a capacity of not less than 40 -tans -per - hour (1,450 -metric -tans -per -hour) of mixture. Any mixer that segregates the aggregates or fails to secure a through and uniform mixing of the aggregates or fails to secure a thorough and uniform mixing of the aggregates with the asphaltic material shall not be used. This shall be determined by taking samples from different parts of a truckload and testing by the extraction test. These tests must show that the load is uniform throughout. The amount of aggregates and asphaltic materiai entering the mixer and the rate of travel through the mixer shall be so coordinated that a uniform mixture of the specified grading and asphalt content shall be produced. The mixture shall not vary from the specified mixture by more than the specified tolerances. The asphaltic mixture shall be at a temperature of between 225'F and 350'F (147°C and 177°C) when dumped from the mixer. The OWNER shall determine the lowest temperature, within the above limitations, at which the material can be satisfactorily dried, mixed, transported, spread and compacted, and the mixture furnished by the CONTRACTOR shall be between this determined temperature and 30°F (17°C) higher. 302.9.5.3. Drum Mixing Plant. The plant shall be adequately designed and constructed for the process, of mixing aggregates and asphalt in the drum mixer. The plant shall be equipped with satisfactory conveyors, power units, aggregates -handling equipment and feed controls and shall consist of the following essential pieces of equipment. The number of compartments in the cold -aggregates bin shall be equal to or greater than the number of stockpiles of individual materials to be used. The bin shall be of sufficient size to store the amount of aggregates required to keep the plant in continuous operation and of proper design to prevent overflow of material from one compartment to another. The feed system shall provide a uniform and continuous flow of aggregates in the desired proportion to the drum mixer. A surge -storage system shall be required. It shall be adequate to minimize the production interruptions during the normal day's operations and shall be constructed to minimize segregation. A device such as gob hopper or other similar device approved by the OWNER to prevent segregation in the surge -storage bin shall be required. The system shall provide positive weight measurement of the combined cold -aggregates feed by use of belt scales or other approved devices. Provisions of a permanent nature shall be made for checking the accuracy of the measuring device as required by Item 302.9.4. Equipment_ When a belt scale is used, mixture production shall be maintained so that the scale normally operates between 50 -percent and 100 -percent of its rated capacity. Belt scale operation below 50 -percent of the rated capacity may be allowed by the OWNER if accuracy checks show the scale to. meet the requirements of Item 302.9.4. Equipment at the selected rate, and it can be satisfactorily demonstrated to the OWNER that the mixture uniformity and quality have not been adversely affected. An asphaltic material measuring device meeting the requirements of Item 302.9.4. Equipment shaft be placed in the asphalt line leading to the drum mixer so that the cumulative amount of asphalt used can be accurately determined. Provisions of a permanent nature shall be made for checking the accuracy of measudng device output. The asphalt measuring device and line to the measuring device shall be protected with a jacket of hot oil or other approved means to maintain the temperature of the line and measuring device near the temperature specified for the asphaltic material. Unless otherwise shown on the plans, the temperature of the asphaltic material entering the measuring device shall be maintained at ±10°F (±5.5`0) of the temperature at which the asphalt measuring device was calibrated and set. The asphaltic material feed -control shall be coupled with the total aggregate weight measuring device in such manner as to automatically vary the asphalt -feed rate as required to maintain the required proportion. A scalping screen shall be required, unless otherwise shown on the plans, and shall be located ahead of any weighing device. The asphaltic mixture shall be at a temperature of between 225'F and 3509F (107°C and ITM) when dumped from the mixer. The OWNER shall determine the lowest temperature, within the above limitations, at which the material can be satisfactorily dried, mixed, transported, spread and compacted, and the mixture furnished by the CONTRACTOR shall be between this lowest determined temperature and 30'F (17°C) higher. The drum mix system shall be of the type that continually agitates the aggregates and asphalt mixture during heating and in which the temperature can be so controlled that aggregates and asphalt shall not be damaged in the necessary drying and heating operations required to obtain a mixture of the specified temperature. A continuously recording thermometer shall be provided which shall indicate the temperature of the mixture as it leaves the drum mixer. Scales may be standard platform truck scales, belt scales or other equipment such as weigh hopper (suspended) scales approved by the OWNER. All scales shall conform to Item 302.9.4. Equipment. If truck scales are used, they shall be placed at a location approved by the OWNER. it other weighing equipment is used, the OWNER may require weight checks by truck scales for the basis of approval of the equipment. 302.9.5.4. Special Instructions for Cellulose Fiber. A separate dry storage area or silo shall be required for cellulose fiber. All equipment used in the storage and handling of cellulose fibers shall be kept a clean condition at all times and shall be operated in such a manner that there will be no contamination with foreign matter. Cellulose fibers shall be added at 0.3% ±0.1% by mass of the mixture. Drainage shall be tested according to Tex -235-F Determination of Draindown Characteristics in Bituminous Materials. Draindown shall not exceed 0.3% -per -hour. The cellulose fiber feed system shall supply the proper amount of cellulose fiber to the weigh box. Feeding of the cellulose fiber shall be performed in a manner such that the fibers are not damaged during the feeding and mixing processes and in a manner such that a uniform and constant flow of materials in the required proportions is maintained. The cellulose fiber storage capacity shall be ample to meet the requirements of the plant. Cellulose fiber shall not be allowed in the hot bins. Mixing system shall control temperature so that the cellulose fiber will not be damaged in drying, heating and mixing operations. 302.9.5.4.1. Weight Batching Plant. Cellulose fiber shall be introduced into the pugmilf during the dry mixing of the aggregates, prior to injection of the asphalt. In introducing the batch into the mixer, all aggregates and then all cellulose fiber shall be introduced first and shall be mixed thoroughly for a minimum period of 5 -seconds to uniformly distribute the various sizes of the aggregate and cellulose fiber throughout the batch before asphaltic material is added. The asphaltic material shall then be added and the mixing continued for a wet mixing period of not less than 15 -seconds. The mixing period shall be increased if, in the -opinion of the Engineer, the mixture is not uniform or the aggregates are not properly coated. 302..9.5.4.2. Continuous Mixing Plant. The mixing requirements shall be the same as is required for a standard Weigh -Batch Plant. 302.9.5.4.3. Drum -Mix Plant. Cellulose fiber shall be added to the mixture during the dry mixing process, unless otherwise approved by the Engineer. Cellulose fiber shall be uniformly dispersed in the mixture. Engineer may require that fiber be introduced into the drum dryer at the recycle pori by use of a vane feeder. The amount of aggregate, cellulose fiber and asphaltic material entering the mixer and the rate of travel through the mixing unit shall be so coordinated that a uniform mixture of the specified grading, cellulose fiber content and asphalt content is produced. 302.9.6. Construction Methods. Asphalt materials shall be handled in accordance with item 302.5. Storage, Heating and Application Temperature of Bituminous Materials. The prime coat, tack coat or the asphaltic mixture shall not be placed when the' air temperature is below 50'F (100C). and is falling but may be placed when the air temperature is above 40'1= (50C) and is rising, the temperature being taken in the shade and away from artificial heat; with the provision that the asphaltic mixture shall be placed only when the humidity, general weather conditions and temperature and moisture condition of the base, in the opinion of the OWNER, are suitable. 302.9.6.1. Prime Coat. If required, a prime coat shall be applied to the completed subgrade, subbase or base, in accordance With Item 302.7. Prime Coat. The type and grade of asphaltic material and the application rate shall be as shown on the plans or as directed by the OWNER. 302.9.6.2. Tack Coat. A tack coat shall be applied when the surface to be paved is Portland cement concrete, brick or asphaltic pavement_ When a tack coat is required, it shall consist of an application of the asphaltic material indicated and shall be at the rate specified on the plans or as directed by the OWNER, but not to exceed 7110, (0.10) gailons-per-square-yard (0.5 -L -per -m2) of surface area. The surfaces of curbs, gutters, vertical faces of existing pavements and all structures in actual contact with asphaltic mixes shall be painted with a thin, complete coating of asphaltic material to provide a closely bonded, watertight joint. 302.9.6.3. Compacted Thickness of Hot -Mix Asphalt Pavement Surface Courses and Base Courses. 302.9.6.3.1. Base Courses. The compacted thickness or depth of each base course shall be as shown on the plans. Where the plans require a depth or thickness of the course greater than 4 -in. (loom), same shall be accomplished by constructing multiple lifts of approximately equal depth, each of which shall not exceed 4 -in. (10cm) compacted depth. If, in the opinion of the OWNER, an additional tack coat is considered necessary between any of the multiple lifts, it shall be applied as in Item 302.9.6.2. Tack Coat and at the rate as directed. 302.9.6.3.2. Surface Courses. The compacted thickness or depth of the asphalt pavement surface course shall be as shown on the plans. Where the plans require a depth or thickness of the surface course greater than 2-1n. (5Gm) compacted depth, same shall be placed in multiple courses of equal depth, each of which shall not exceed 2 -in. (5cm) compacted depth. If, in the opinion of the OWNER, an additional tack coat is considered necessary between any of the multiple courses, it shall be applied as in Item 302.9.62. Tack Coat and at the rate as directed. 302.9.6.4. Transporting Hot -Mix Asphalt Pavement Material. The mixture shall be hauled to the job site in tight vehicles previously cleaned of all foreign material. The dispatching of vehicles shall be arranged so that all material delivered shall be placed and all rolling shall be completed during daylight hours. In cool weather, or for long hauls, canvas covers may be required. The inside of the truck body may be given a light coating of an approved release agent, if necessary, to prevent the mixture from adhering to the body. 302.9.65. Temperature. The hot -mix asphalt mixture shall be at a temperature between 275' and 350'1= (135' to 177°C) when dumped from the mixer. The OWNER shall determine the temperature, within the above limitations_ The mixture when dumped from the mixer shall not vary from this selected temperature more than 30°F (17°C). Restrictions on maximum mixture temperatures placed by environmental regulatory agencies supersede the maximum temperature listed above. 302.9.6.6. Placing- The hot -mix asphalt mixture shall be placed on the approved base course with the specified spreading and finishing machine in such manner that, when properly compacted, the finished course shall comply with the maximum thickness requirements, be smooth and of uniform density, ,and meet the requirements of the typical cross sections and the surface test. During the placing and spreading of the hot -mix asphalt material, care shall be taken to prevent the spilling of the material onto adjacent pavement, gutters or structures. In small areas, which are inaccessible to the spreading and finishing machine, hand spreading may be authorized by the OWNER; provided an acceptable surface can be obtained. 302.9.6.7. Compaction. Rolling with the 3 -wheel and tandem roller shall start longitudinally at the sides and proceed toward the center of the surface course, overlapping on successive trips by at least half the width of the rear wheels. Alternate trips of the roller shall be slightly different in length. Rolling with the pneumatic tire roller shall be done as directed by the OWNER. Rolling shall continue until no further compression can be obtained and all roller marks are eliminated. The motion of the rollers shall be slow enough at all times to avoid displacement of the asphaltic surface material. If displacement should occur, it shall be corrected at once by the use of rakes and fresh asphaltic mixtures where required. The roller shall not be allowed to stand on the surface course when it has not been fully compacted and allowed to cool. To prevent adhesion of the surface course to the roller, the wheels shall be kept thoroughly moistened with water, but an excess of water shall not be permitted. All rollers must be in good mechanical condition_ All necessary precautions shall be taken to prevent the dripping of gasoline, oil, grease or other foreign matter on the surface course while the rollers are in motion or when standing. In areas where the surface course cannot be compacted with the rollers, hand tamps, lightly oiled, shall be used to secure the required compaction. With approval by the OWNER, the vibratory steel wheel roller may be substituted for the 3 -wheel roller and tandem roller. Each course, after final compaction, shall have a relative density of not less than 92 -percent. The relative density will be determined using Tex -207-F Determining Density of Compacted Bituminous Mixtures and Tex -227-F Theoretical Maximum Specific Gravity of Bituminous Mixtures. 302.9.6.8. Surface Tests. The finished surface of the pavement after compression shall be smooth and true to the established line, grade and cross section. When tested with a 16 -ft. (5m) straightedge placed parallel to the centerline of the roadway, the finished surface shall have no deviation in excess of '/,s -in -per -foot (5 -mm - per -m) from the nearest point of contact. The maximum ordinate measured from the face of the straightedge shall not exceed Y -in. (6mm) at any point, Any point in the pavement surface not meeting these requirements shall be immediately corrected. 302.9.6.9. Pavement Thickness Test. Upon completion of the work and before final acceptance and final payment shall be made, pavement thickness test shall be made by the OWNER or its authorized representative unless otherwise specified in the special provisions or in the plans. The number and location of tests shall be at the discretion of the OWNER. The cost for the initial pavement thickness test shall be at the expense of the OWNER. In the event a deficiency in thickness of pavement is revealed during normal testing operations, subsequent tests necessary to isolate the deficiency shall be at the CONTRACTOR'S expense. The cost for the additional coring test shall be at the same rate charged by commercial laboratories. 302.10. MEASUREMENT AND PAYMENT Prime coat .and tack coat shall not be measured for direct payment but shall be considered as subsidiary work pertaining to the placing of hat -mix asphalt mixtures of the type specified. Hot -mix asphalt pavement material shall be measured complete in place by the ton (2,OD0-lb. (900 -kg)) computed at 110 -ib. per S.Y. surface area per inch thickness of course, or by the S.Y. (m2)of the type(s) and grade(s) used in the completed and accepted work. Weight shall be determined by a certified scale approved by the OWNER and recorded on serially numbered weight tickets, identifying the vehicle and presented to the OWNER's representative on the job. Work performed and materials furnished as prescribed by this Item and measured as specified in this Item shall be paid for at the contract unit price bid for the type or types of courses and mixtures as shown in the proposal, which price shall be payment in full for quarrying, furnishing all materials, heating, mixing, hauling, cleaning existing base course or pavement, placing asphaltic mixtures, rolling and finishing, and all labor, tools, equipment and incidentals necessary to complete the work, including the work and materials involved in the application of prime coat and tack coat. SPECIAL CONDITIONS L Owner: 1) The Owner as referred to in these documents (also known as the Town) is Town of Westlake 3 Village Circle, Suite 207 Westlake, Texas 76262 THE OWNER may elect to use any combination of bid items in this proposal. The Standard Specifications for Public Works Construction as published by the North Central Texas Council of Governments will be a part of these specifications as if they were bound within. The Contractor will be required to be familiar with these specifications that may be purchased through: North Central Texas Council of Governments, P.O. Drawer COG, Arlington, Texas 76005-3300 Phone (817) 640-3300. THE CONTRACTOR will then have full responsibility for proper construction as required to obtain final Certificate of Acceptance from the Town Engineer. The successful bidder shall enter into a contract with the Owner to perform the specified work. II. The Enzineer: Graham Associates, Inc., 600 Six Flags Drive, Suite 500, Arlington, Texas 76011, has been retained by the Town to prepare the Specifications, and Contract Documents for the 2011 CIP Paving Project. They are responsible also for final measurements, approving final and partial pay estimates, and for the general administration of the project during the construction. They are the "Engineer" referred to in the "General Conditions of Agreement" contained in these Contract Documents. However, they are not responsible for on-site inspections and laboratory testing, which are provided for elsewhere by the Owner. III. Inspections: All work shall be subject to approval by the Town Inspector. The Town Inspector has the authority to inspect and perform any tests he deems necessary. The Contractor shall notify the Town Inspector 24 hours prior to beginning construction. The Contractor shall notify the Town Inspector 72 hours prior to any construction on weekends or holidays. IV. Insurance• The Contractor will carry Workmen's Compensation Insurance, Public Liability and Property Damage Insurance, and Automobile Insurance sufficient to provide adequate protection against damage claims which may arise from operations under this Contract in compliance with the following: SC -1 XIII. Traffic Control Plan The Contractor shall be responsible for developing and maintaining a traffic control plan for this project. This plan shall accommodate one thru lane of traffic during normal construction hours (7:00 a.m. to 6:00 p.m.) and two lanes during non -construction hours (6:00 p.m. to 7:00 a.m.) and all day on weekends. There shall also be two lanes maintained during school days (7:00 a.m. to 8:30 a.m. and 2:30 p.m. to 6:00 p.m.). All cost associated with the implementation of this plan including all required materials and labor (i.e., crushed stone base material for temporary roadway, flagmen, etc.) shall be included under the bid item for traffic control plan in the proposal. All traffic control shall be in accordance with the 1980 Texas Manual of Uniform Traffic Control Devices. XfV. Storm Water Pollution Prevention Plan The Contractor shall be responsible for the preparation of a "Storm Water Pollution Prevention Plan" and Notice of Intent in accordance with the Environmental Protection Agency (EPA), National Pollutant Discharge Elimination System (NPDES) General Permit Requirements. The Contractor shall provide copies of the Storm Water Pollution Prevention Plan., N.O.I., and Inspection Reports, and N.O.T. to the Engineer. All costs associated with the preparation and implementation of this plan, including all required materials, labor, supervision, etc. shall be included under the bid item for "Erosion Control Plan" in the proposal. XV. The contractor shall be responsible for providing all construction water. XVI. Project Sign The Contractor shall be responsible for the materials, labor, construction, installation and maintenance of a project sign for each roadway. Each project sign shall be per the detail included in these documents. Placement location shall be coordinated with the Town. The sign shall be in place a minimum of fourteen (14) calendar days prior to commencing construction and be maintained until final acceptance of the improvements_ Contractor shall also be responsible for the disposal of the sign at the completion of the project. All costs associated shall be included under the bid item for project sign in the proposal. SC -2 LANOTEC, V111111174E] Mr. Jeffery M. Winkler, P.E. Senior Project Manager Graham Associates, Inc. 600 Six Flags Drive, Suite 500 Arlington, TK 76011 Dear Jeff: Geotechnical & Environmental Engineering Construction Materials Testing Caboratorg Testing May 19, 2011 Project No. 1629 GEOTECHNICAL ENGINEERING REPORT PAVEMENT EVALUATION AND RECOMMENDATIONS CAPITAL ROADWAY PROJECTS TOWN OF WESTLAKE, TEXAS Submitted here is our geotechnical engineering report for the pavement evaluation of selected streets in the Town of Westlake, Texas. Results of the field exploration and laboratory testing are included along with recommendations concerning treatment of the existing asphalt pavement, base and subgrade along the following streets. The street projects include the following. 2. Aspen Ll 1A laf�n� h 3. Stagecoach Hills Streets — 4,500 LF (7 borings) C) 4. Roanoke Road — 4,750 LF (0 borings) 2 - The The purpose of the geotechnical investigation has been to determine the asphalt, base and subgrade conditions and provide recommendations for a new pavement section with appropriate options including reclamation I recycling the existing asphalt and base; { providing 5 and 20 year pavement designs for asphalt sections, and subgrade H preparation recommendations. Specifically, we looked at reclamation and recycling of the street pavement by processing the pavement, base material and underlying subgrade with a reclaimer machine, adding cement as the stabilization additive, and creating a new base for support of the new pavement section. CAIN®TEC ENGINEERS, CCC 1700 Robert Rd. Suite 101 Mansfield, Texas 76063 817-572.2848 Fax 817.453.9984 1629 Westlake Streets-Pvrnt.doc Westlake Streets —Geotechnical Engineering Report May 2011 1. INTRODUCTION Sections of pavement are in various stages of undergoing cracking and rutting. This is due in part to increased traffic volume and loading, aging pavement, and thin sections of asphalt and base overlying variable subgrade conditions. The subgrade typically consists of a wide range of soils including relatively non to low plasticity sandy soils to highly plastic clays. The plan includes improving the existing subgrades and repaving the streets. To accomplish the intended purpose of our work scope, the study was conducted in the following phases: ® Drill and sample a series of relative shallow borings along the selected streets. Perform a limited laboratory study to determine soil moisture conditions, relative consistency and Atterberg Limits of the soils recovered in the field, and; Perform engineering analysis of the field and laboratory data to develop opinions and recommendations for the reclamation of the streets. 2. FIELD ExPLORATION, LABORATORY TESTING, AND GENERAL FINDINGS The subsurface materials along the selected streets were explored by 22 borings drilled to a depth of approximately 5 -feet below existing grades. The borings were located in the field by visual referencing to available landmarks and were marked by spray paint on the pavement surface. Utility clearance was provided by appropriate utility suppliers prior to drilling. Borings were backfilled and the surface was patched on completion. The approximate location of the borings is provided on the attached Boring Location Plan, Al. STREET BORING NO. �la�rertea-e�i� �1°r�3�- Stagecoach Hills Streets 8, 9, 10, 11, 12, 21 and 22 Roanoke Road -48, 44, 16,-16-'"-7 19 and 20 (19 and 20 are north of SH 170) WO?IW1 E5 DrK; 9. 0�Cc1t0 C;� 1629 Westlake streets-Pvmt.doc 2 Westlake Streets — Geotechnical Engineering Report May 2011 Boring logs for each boring are attached in Appendix A. The pavement, base and soil descriptions provided on the logs are a compilation of field and laboratory data. The stratification lines represent the approximate boundary between the soil types and the transition can be gradual. In general, the asphalt pavement ranges in thickness from approximately 1 to 3 inches on Mahotea Boone Trail, Aspen Lane, the streets in Stagecoach Hills and Roanoke Road (north of SH 170). The section of Roanoke Load south of SH 170 has asphalt pavement thickness of approximately 4 to 5 inches. The asphalt pavement sections were underlain by approximately 4 to 10 inches, average 6 -inches, of a wide range of base materials. Sand and gravel base material with some clay binder was encountered on Mahotea Boone Trail and in Stagecoach Hills; limestone screenings with some limestone aggregate was encountered on Aspen Lane. Stabilized subgrade (either lime or cement) was encountered on Roanoke Road, north and south of SH 170. Underlying the base sections, the subgrade soils consist of a wide range in materials including non -plastic sand and silty sand, low to medium plastic clayey sand and sandy lean clay, to highly plastic clays. Plasticity Indices (PIs) typically ranged from non -plastic to 45 on Mahotea Boone Trail; non -plastic to 20 on Aspen Lane; non -plastic to 50 in Stagecoach Hills; and, non -plastic to 33 on Roanoke Road. Fill material was observed in several of the borings along Roanoke Road, south of SH 170. Approximately 2 feet of clayey sand fill was encountered in Boring 13; approximately 2 feet of sandy lean clay fill in Boring 14; approximately 2.5 feet of sandy lean clay and lean clay fill in Boring 15; approximately 4 feet of clayey and silty sand fill in Boring 16; approximately 1.5 feet of clayey sand fill in Boring 17; and, approximately 5 feet of silty, clayey sand fill in Boring 18. Shallow subsurface seepage was not observed during the course of sampling. However, shallow seepage can vary with time, geologic conditions, construction activity, rainfall, landscape irrigation and otherfactors. The following Table 1 provides a general summary of the pavement, base and soil conditions for each of the streets. IAN®TEC ENGINEERS 1629 Westlake Streets-Pvmt.doc Westlake Streets — Geotechnical Engineering Report May 2011 TABLE 'I SUMMARY OF EXISTING CONDITIONS Boring Street Asphalt Base Mat'l Thickness Subgrade Soil Unified Soil Plasticity No. Thickness Range Types Classification Index (PI) Range (USC) Range 1,2&3 Mahotea Boone Trail 2" to 2.5" 2" to 6" Sand, silty sand, SP, SM, Non Plastic Sand & Gravel Typical clayey sand, lean SC -SM, CL to 45 clay & clay & CH (No base in Boring 2) 4, 5, 6, 7 Aspen Trail 1" to 2" 4" to 9" Sand, silty sand, SP, SM, Non Plastic Limestone Screenings clayey sand SC -SM, CL to 20 wlsome aggregate typical 8, 9, 10, Stagecoach Hills 1" to 3" 2" to 10° Sand, silty sand, SP, SM, Non Plastic 11, 12, Streets Sand & Gravel wlsome clayey sand, lean SC -SM, CL to 50 21 &22 limestone aggregate clay & clay & CH typical 13, 14, Roanoke Road 15, 16, 17, 18, (Borings 13 to 18 South of SH 170) 4" to 5" 4.5" to 6" (South of 170) Silty sand, clayey SC -SM, SC, Non Plastic 19 &20 (South of 170) Treated subgrade; lime or sand, lean clay & CL & CH to teens & cement clay mid twenties to 33 (Borings 19 & 20 North 1.5" 6" to 6.5" (North of 170) of SH 170) ('North of 170) Treated subgrade; lime or cement LANDTEC ENGINEERS 1629 Westlake Streets- Pvmt.d oc Westlake Streets --Geotechnical Engineering Report May 2011 Some areas of the asphalt exhibited significant surface fatigue, generally termed alligator cracking. This type of cracking is generally associated with loss of strength in the subgrade and a thin section of asphalt pavement. Alligator cracking was observed on Mahotea Boone Trail, Aspen Lane and significant cracking is occurring on the streets in Stagecoach Hills. These streets, as well as Roanoke Road, have longitudinal cracks typically along the outer one-quarter of the street. This type of crack pattern is often caused by shrinkage and swelling of the soils below the outer edge of pavement, as well as shrinkage due to extreme moisture loss caused by large trees and/or dense tree growth. While much of the pavement drains to swales and ditches located on both sides of the street, there are areas where poor surface drainage is present. Surface drainage appears to be problematic on Aspen Lane in the area of Borings 6 and 7 and on many of the streets in Stagecoach Hills. Rutting in the pavement was observed in a few locations along the outside edge of the pavement. Depressions in the pavement allow ridges to form along the edge of the pavement which in turn allows ponding or standing water. Poor drainage coupled with weak subgrade soils allows progressive failure of the pavement structure. 3. ANALYSIS AND RECOMMENDATIONS General Traffic Information Specific traffic data for the initial four streets is not currently available. Recent traffic data for Dove and Ottinger Road was provided. The traffic information indicates the AADT count for these streets ranges from under 1,000 to over 2,100 (one way) with approximately 4 percent trucks and buses and approximately 1 percent tractor trailers. Although, this traffic information is not specific for the streets in this study, the information does provide a general range of traffic intensity and is most helpful for Roanoke Road, which will be similar to Dove and Ottinger Roads in the future. The traffic on Mahotea Boone Trail, Aspen Lane and the streets in Stagecoach Hills is primarily residential with only cars, pickup trucks, SUV's, garbage trucks, school buses and occasional delivery trucks. Some of the streets could also receive construction, traffic including concrete trucks and various other tractor -trailer combinations. Full -Depth Reclamation (FDR3 Reconstruction of the streets addressed in this report should consider use of a heavy duty reclaiming mixer to process the existing asphalt pavement into the underlying base material and subgrade materials. This blend of asphalt, base and subgrade should be treated with Portland cement to a minimum depth of 8 inches. The amount of cement to be applied will depend on the final mix of site materials, i.e., percentage of asphalt, base and underlying soil. It will be necessary to sample the processed materials to determine the optimum cement stabilization content. 1629 Westlake Streets-Pvmt.doc Westlake Streets —Geotechnical Engineering Report May 2011 For estimating purposes, consider Portland cement applied at the rate of 3 to 5 percent, approximately 30 to 40 pounds per square yard per 8 -inch mixed depth. As referenced previously, the amount of stabilization will be based on sampling the typical mix of reclaimed materials and performing laboratory tests to determine the optimum amount of stabilization additive. The treated mix of materials should be compacted to a minimum of 98 % of Standard Proctor, ASTM D698. The stabilized subgrade should extend a minimum of 12 inches outside the limits of the asphaltic pavement. In some areas where the asphalt is thicker,. generally 3 inches or more, the asphalt may need to be milled to a thinner section, prior to use of the heavy duty reclaiming machine. We recommend contacting a paving or reclaiming contractor to discuss reclaiming depths and milling for various equipment. The FDR process is fast and straightforward. A reclaimer machine pulverizes and mixes the existing asphalt and base material, creating a strong new base. Once the material is processed to the desired gradation, the chemical stabilization additive (cement) is applied in the desired arnount per square yard, and mixed. The reclaimer is typically followed by a grader, a water truck, and various compactors. It can be used to depths of 12 inches or more; the most typical applications involve depths of 6 to 9 inches. It also allows for cross -slope and profile grade adjustments, and road widening is easily accomplished. The FDR method recycles the materials; no need to haul in aggregate or haul out old materials for stockpiling or disposal. Typically there is no need for detours since FDR can be accomplished under traffic, making the process more convenient for local residents. At least one lane of traffic is open at all times. The contractor will pulverize the existing asphalt surface and base to a pre -determined depth and then blend in 3 to 5 -percent (by dry weight) cement. After adding water to adjust the moisture content of the mixture, the street is shaped, compacted and bladed' to final grade. The cement stabilized base layer is moist cured and a prime coat added. An asphalt layer is then added to finish the street. Micro -Cracking is a technique of creating a network of hairline cracks to reduce stress on cement treated materials and reduce typical macro -cracking. Micro -Cracking is accomplished approximately 24 to 72 -hours after compaction and final shaping. Running a 10 to 20 -ton vibratory roller over the stabilized subgrade induces a series of "micro -cracks" that translate the normal shrinkage cracks and mitigate reflective cracking through the asphalt surface. The continued hydration of the cement restores the design strength in a short time. An article on Micro -Cracking from the Texas Transportation Institute (TTI) is included in Appendix C. New Asphalt Surface The new asphalt pavement section, placed atop the processed and stabilized subgrade materials, can consist of an HMAC Type D surface course or a combination of Type D and HMAC Type B, base course. The minimum section of HMAC pavement recommended is 2 -inches of Type D, surface course, with a service life of approximately 20 years. Table 2, included herein, provides a summary of the pavement options. LANDTEC ENGINEERS 1629 Westlake Streets-Pvmt.doc 6 Westlake streets — Geotechnical Engineering Report May 2011 The long-term performance of the reconstructed pavement sections will depend on maintaining proper surface drainage along the street. This could involve designing the street with a slight crown to speed the flow of water off the street, providing drainage swales along the street right of way, and installation of storm drains. Keeping cracks, which develop during the life of the pavement, sealed is also an important maintenance item. LANDTEE ENGINEERS 11620 Westlake Streets- Pvmt.doc 7 Westlake Streets — Geotechnical Engineering Report May 2011 Street Mahotea Boone Trail Aspen Lane Stagecoach Hills Streets Roanoke Road (North) Roanoke Road (South) 1629 Westlake Streets- Pvmt.d cc TABLE 2 Summary of Pavement Options 5 Year Plan Process existing asphalt, base & subgrade to 8" depth; stabilize wlcement (30 to 40#/sy); add 2" HMAC and 2" HMAC overlay after 5 to 10 years Process existing asphalt, base & subgrade to 8" depth; stabilize wlcement (30 to 40#/sy); add 2" HMAC and 2" HMAC overlay after 5 to 10 years Process existing asphalt, base & subgrade to 8" depth; stabilize wlcement (30 to 4.0#/sy); add 2" HMAC and 2" HMAC overlay after 5 to 10 years Process existing asphalt, base & subgrade to 8" depth; stabilize wlcement (30 to 40#sy); add 4" HMAC Repair/Seal cracks & potholes; overlay existing pavement w/2" HMAC 20 Year Plan Process existing asphalt, base & subgrade to minimum 8" depth; stabilize w/cement (30-40 #/sy); add 4" HMAC Process existing asphalt, base & subgrade to minimum 8" depth; stabilize wlcement (30-40 #/sy); add 4" HMAC Process existing asphalt, base & subgrade to minimum 8" depth; stabilize wlcement (30-40#/sy); add 4-" HMAC Process existing asphalt, base & subgrade to minimum 8" depth; stabilize w/cement (30-40#lsy); add 3" HMAC Type B & 2" HMAC Type D LANDTEC ENGINEERS Westlake Streets — Geotechnical Engineering Report May 2019 Thank you for allowing us to be of service on this project. If you would like to meet to discuss the report in greater detail, please let us know. The following information is attached and completes this report. Attachment A - Boring Location Plan, Boring Logs and General Notes Attachment P — Photographs Attachment C — Artilcle on Micro -Cracking from Texas Transportation Institute We appreciate the opportunity to provide geotechnical engineering services to Graham Associates and the Town► of Westlake. If you have any questions, please call. Sincerely, fLaANDTEC ENGINEERS, LLC ...................... 55 1�' Thomas D. Baker, P.E. Sr. Geotechnical Engineer/ Principal TBPE Firm No. F-000329 Distribution: Four (4) Hard Copies + PDF LANDTEC EIIIGIIIIEEF 1629 Westlake Streets-Pvmt.doc 9 Westlake Streets ---Geotechnical Engineering Report May 2011 NOTES AND CONDITIONS The services described in this report were performed consistent with generally accepted geotechnical engineering principles and practices. No other warranty, express or implied, is made. These services were performed consistent with our agreement with our client. This report is solely for the use and information of our client unless otherwise noted. Any reliance on this report by a third party is at such party's sole risk. Opinions and recommendations contained in this report apply to conditions existing when services were performed and are intended only for the client, purposes, locations, time frames, and project parameters indicated. We do not warrant the accuracy of information supplied by others, and the use of segregated portions of this report. The conclusions and recommendations in this report are invalid if • The report is used for adjacent or other property or streets • Traffic type, loading and frequency change from estimated information. • Grades, shallow subsurface seepage levels, or both, change between the issuance of this report and construction • Any other change is implemented that materially alters the project from that proposed when this report was prepared The pavement and subgrade samples do not provide a warranty of the conditions that may exist over the entire street. The extent and nature of subsurface soil and groundwater variations may not become evident until construction begins. Variations in soil conditions between samples could possibly exist between or beyond the points of exploration or groundwater elevations may change, both of which may require additional studies, consultation, and possible design revisions. Reproduction of this report, or any part thereof, supplied to persons other than the client, should indicate that these tests and subsequent report of findings and recommendations are soil type specific only and may not represent other roadway conditions and soil types. The scope of our services did not include any environmental assessment or Investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, shallow subsurface wateror air, on or below or around this site. The analysis, opinions and recommendations contained in this study are based on site conditions as they existed at the time of the field exploration and further on the assumption that the exploratory borings are representative of the subsurface conditions throughout the site, that is, the subsurface conditions everywhere are not significantly different from those disclosed by the borings at the time they were completed. If, during construction, different subsurface conditions are observed, this office should be contacted so that the recommendations presented in this study can be reviewed in light of the `changed conditions.' IANDTEC ENGINEERS 1629 wesflake Streets-Pvmt.doc 10 ATTACHMENT A Boring Location Plan, Boring Logs and General Notes Quo -. �4�j"' P 1 r F _ Y5 � � �l�} a '-E ,� :+ * :`►'s ff. `°�• _ - t,+'.I.ifr;�Mr+�S'i►`� Ib, r c , ^i G _ - r Si 1. � .gyp. i:'y•� �-2.' n - � - I �' - _r. a ,--.� • i` . 1 _ , ' r - . d : S f• 'til _ -° ' r i`;, .. , � �� .. a .� .. - . I s '•' i a a .�1�+_ �I '4 J a i'r '}J.p , � � ,+ . I �• � •' ': A : ' x „y� � r, . 6.' 1. A Y 1 : d 5 , WA, 4 all fill! z X n. ; SS fWl L�if�jl R I �� ; I •Yi 9 7'/: � 1' : _ ' - , '�:i�,a� 'r t.�J,.}q�ti5 'a3 'PS5 �'�a• � �,/p"s � .. R � ]fl�ti 1Ll��r' # r s jL .i IS t } t r 3, �' tsyi. , •'p ._ -17 17 Ty b _ , 4 t .' 1 i - -; �.. 1s' .a -r 1 a.• ,d .i. { •.i �l - ..�. _ _.I _ '4t,� a �r 1 q - a T9T3, �.." 7 �. t .- �b +f, 6 � rui;wz a+�3"�3d��"'Y �` 7aa,Y'r j ?e. y-ry g .Y ,� �s .., bi'. .t. � �� - �F•• ,,{ s +5:e : k t..b 1 � ,' .- ,_._ J .ti .r i?}c' 1'.- 4 �'' '•,t. � �y� + � {�_ ,. .'� 'r.�l�yti.3 h. , ,•• ,�•..;viv�JB:xi a .' ,._., -. .a _.. ,- .. - :. :.. .- �a r .CI -i -pi .fi` ,a _ _ - .. -:. ..� .� :'+�51`.��:3..�°i�-..i?..1, 5._. i��]' I1 Project: Westlake Streets Town of Westlake, Texas BORING LOG B-08 Project Number: 1629 Sheet 1 of 1 Location: See Plan of Borings. A Surface El,: NIA n o .�� a x Y n bw 1>1 A 3w N� P. A MATERML DESCRIPTION 1" Asphalt pavement & 6" sand & gravel base Al 0.6 4.5+ SANDY LEAN CLA'Y', dark brown, stiff, dry 14.3 32 13 19 54 to moist U2 , dark brown, stilt to very U3 U4 US 5 3.0 1 1 1 113.51 1 1 1 1 50 2.5 1 1 1 1 15.1 1 1 55 1 21 1 34 1 84 2.5 3.5 Completion Depth: 5 ft Remarks: Stagecoach Hills Streets I No seepage observed during Date: 41I5111 drilling. Soil and rock descriptions on this Orin$ log are a compbRdon of data collected in both the field and the laboratory. The stratification lines represent the approximate boundary between soil types and the transition can be gradual. rroject: westlaice ;itreets Town of Westlake, Texas BORING LOG B-09 Project Number: 1629 S eet 1 of I Location: See Plan of Borings. X Surface El.: N/A o o w col C Z W A+ A TERTAT. DESCRIMONM 1.5" Asphalt pavement & 8" sand w/pieces of 21.5 asphalt pavement w/some limestone aggregate A1 4A 0.8 CLAY, grayish brown, stiff, moist U2 4.0 20.8 103.5 50 18 32 83 2.0 CLAY, olive gray & brown, stiff, moist 6A 3.5 2.5 1 1 1 120.7 2.5 Completion Depth: 5 RI Remarks: Stagecoach Hills Streets / No seepage observed during Date: 4115/11 drilling. you ann roux ae,onp,,, on uns oormg iog arca cam Hanan ox Hera eonecmea m nom me nein ano me ra, stratif cation Imes represent the approwmate boundary etween soil types and the transition canbe gradual, FrqJ ect: Westlake Streets Town of Westlake, Texas BORING LOG B-10 Project Number: 1629 Sbeet 1 of I Location: See Plan of Borings. Surface El.: N/A �D > Cz '8 0 U, C' Cn E 0 U PL, e z M PA&TFIUAL DESCRIMON 3 Asphalt pavement & 2" sand & gravel base 0.4 Al SAND, silty, brown wilitnestone aggregate, dry 1.0 6.5 25 U2 1.0 3.6 20 2.0 CLAYEY SAND, tan, stiff, dry U3 4.5+ 1 1 1 5.1 17 11 1 6 1 25 1 SANDY LEAN CLAY, tan & orange, very stiff. dry U4 5F -10 1 1 1 Completion Depth: 5 ft Date: 4/15/11 npons on it represeLtfile drilling. wing log are a 4.5+ 1 1 1 1 9.7 1112.5 4,5+ seepage ,f data collected in both the field and the lab soil types and the transition can be gradual. 4.7 Project: Westlake Streets Town of Westlake, Texas BORING LOG B-11 Project Number: 1624 Sheet 1 of 1 rn Location: See Plan of Borings. Surface El.: N/A o �° x C.0 g j >a o f to o e l7. A 0 p c0 i P�. , U A o" iF+ c . MArr>H:rarAr. DESCRIPTION h4 2" Asphalt pavement & 10" brown sand w/ some fine gravel 12.4 20 A 1 3.0 1,0 LEAN CLAY, brown, verystiff; dry w/some calcareous nodules & iron ore particles U2 4.5+ 4,5+ 15.6 111.7 45 19 26 64 3.4 U3 4.5+ U4 4.0 CLAY, tan, very stiff, dry w/calcareous nodules U5 4.5+ 13.4 5.0 5 -10-LUL Completion Depth: 5 ftRemarks: Stagecoach-Ms Streets No seepage observed uring Date: 4/15111 drilling. 1 /A KIM"rMe Soil and rock descrinticns on this burin¢ lo¢ area comnliation of data collected in both the field and the labomtm. The _ GUP "� "•' ' stratfxcadon lines represent the approximate boundarybetween soil types and the wemsition can be gradual. rrolect: Westlake Streets Town of Westlake, Texas BORING LOG B-12 Project Number: 1629 Sheat 1 of 1 Location: See Plan of Borings. ,� v v Surface El.: N/A o o G to 49 45 Aa QQg toAg�`` MATERTAT. nVSi`.RTIr 2" Asphalt pavement & 4" sand, small pieces of asphalt pavement w/some crushed limestone Al base 0.5 CLAY, reddish orange, very stiff, dry 1$.3 58 22 36 82 CLAY, red, orange & gray, very stiff, dry whron ore Seams U2 4.5+ 17.1 104.8 53 21 32 84 6.4 U3 4.5+ U4 4.5+ 4.0 SAND, rusty brown, dry w/numeraus iron ore seams U5 : 4.5+ 5.0 5 's i i 3 i i a i 3 10 emar s: gecoac ee o seepage observeurtng > Completion Depth: 5 11 Date: 4115/11 drilling. 1 A M P9i=P Soil and rook descriptions on this boring log area compilation of data collected in both the field and the laboratory. The HGU E Al �' `®' stratification lines represent the approximate boundary between soil types and the transition can be gradual. Project: Westlake Streets Town of Westlake, Texas BORING LUG B-19 Project Number: 1629 Sheet l of 1 Location: See Plan of Borings. f ,� y Surface El.: NIA a Q o.9 _ g . > d p r1� o to a`3 y o CJ ai A C o o o 0 ty V 1-4 E O z� 6 n MATERIAL DESCRIMON 1.5" Asphalt & 6.5" treated subgrade w/gravel Al 4,0 8.0 20 19 1 0.7 SANDY LEAN CLAY, dark brown, very stiff, 7.4 120.6 40 16 24 17 1.4 dry w/gravel U2 4.5+ 18.3 2.0 CLAY, brown, very stiff, dry w/calcareous material U3 4.5+ U4 4.5+ 14.9 U5 4.5+ 5.0 5 10 Completion Depth: 5 ft Remarks: Roanoke Road / No seepage observed during drilling. Date: 4/20/11 1 ®TF—C Seil and rock descriptions on this boring log area comphation of data collected in both the held and the laboratory. l he NUU KN, ALU stratification lues represent the approximate brnmdarybetween soil types and the transition can be gradual. Project: Westlake Streets Town of Westlake, Texas BORING LOG B -2a Project Number: 1629 Sheet 1 of 1 U3 Location: See Plan of Borings. .� x Surface El.: N/A 0 4 E! W z; y n 3 ;> o ii N p e A p ' U' P-4 c4 a, J Cn MAT DUAL DESCRUMON x 1.5" Asphalt & 6" treated subgr-ade Al 4.5+ a.7 firm CLAY, dark brown, m to skiff, dry to moist U2 1.0 24.8 51 18 33 81 U3 2.0 30.0 87.8 0.8 U4 2.5 U5 2.0 26.8 5.0 5 l0 Completion Depth: 5 ft Remarks: Roanoke Road / No seepage observed during drilling. Date: 4/20/11 1 w kl [%lrCP Soil and rock descriofions on this boria¢ lo¢ are a eomoliation of data collected in both the 5eid and the laboratory The TTFW TRP. A21 sdatTication lines represent the approximate boundarybetween soil types and 9re transition can be gradual. rrolect: Westlake Streets Town of Westlake, Texas BORING LUG B-21 Project Number: 1629 Sheet 1 of 1 Location: See Plan of Borings. Surface El.: N/Ao o p v e �' rn Gt _O pvj O 15 C tV MATERIAL DESi:RIPTToIOT of � 2" Asphalt pavement & 6" tan to grayish tan limestone screenings Al 4.5+ 0.7 CLAY, brown, stiff, dry U2 3.5 36.0 86.2 78 28 50 89 1.3 2.0 CLAY, tan, stiff, moist w/calcareous material U3 3.0 2.5 19.1 51 16 35 94 U4 U5 3.5 5.0 5 i0 Completion Depth: 5 R Remarks: Stagecoach Hills Streets / No seepage observed during Date: 4/15/11 drilling. I A Kin-r=r Soil and rock descriutions on this borine lop: area camniiation of data collected inboth the field andihe laboratorv. The MIT TR -F. A ? 9 stratification lines represent the appmximatc boundary between sail types and the transition can be gradual. rro)ect: Westlake Streets Town of Westlake, Texas BORING LOG B-22 Project Number: 1629 Sheet 1 of 1 rn Location: See Plan of Borings. q ; Surface El.: NfAp o a z bA a o �3 c CY oc 04 U M w a zo ri MATERIAL DESC'RIY'i'ION 1.5" Asphalt pavement & 3.5" brown sand & von ore particles, dry 0.4 Al CLAYEY SAND, orange, stuff, dry 1.5 1.0 SAND, lightly cemented, orange, dry U2:;.:; 4.0 12.0 NP NP NP 33 U3 . 4.5+ U4 ;..;:;. 4.5+ 7.9 24 : 4.5+ US 5 10 Completion Depth:. 5 ft Remarks: StagecoaC s Streets o seepage o serveduring Date: 4115111 drilling. I A Rae"►-rCr finil and rock 6es7tions on this bnnna loa are a comnliation of data co ecte m a e an e a cratorv. c 1710711 HP, A l i stratification lines represent the approximate boundary between soil types and the tansition canbe gradual. GENERAL NOTES DRILLING AND SAMPLING SYMBOLS: U Thin -Walled Tube - 3" O.D., Unless otherwise noted A Auger Sample S Split Spoon - 2" O.D., Unless otherwise noted W Wash Sample C Double Tube Core Barrel P Packer Test T THD Cone Penetrometer D Denison Sample RELATIVE DENSITY OF COARSE-GRAINED SOILS:. CONSISTENCY OF FINE-GRAINED SOILS: Penetration Resistance Relative Unconfined Compressive Containing shrinkage cracks, frequently filled with fine sand or silt; usually more Blows/foot Densi Strength, On, tsf Consistency 0-4 Very Loose Less than 0.25 Very Soil 4-10 Loose 0.25 to 0.50 Soft 10-30 Medium Dense 0.50 to 1.00 Firm 30-50 Dense 1.00 to 2.00 Stiff over 50 Very Dense 2.00 to 4.00 Very Stiff 4.00 and. higher Hard TERMS CHARACTERIZING SOIL STRUCTURE: Slickensided Having inclined planes of weakness that are slick and glossy in appearance. Fissured Containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical. Laminated Composed of thin layers of varying color and texture. Interbedded Composed of alternate layers of different soil types. Calcareous Containing appreciable quantities of calcium carbonate. Well graded Having wide range in grain sizes and substantial amounts of all intermediate particle sizes. Poorly graded Predominantly of one grain size, or having a range of sizes with some intermediate size missing. NOTE: Slickensided and fissured clays may have lower unconfined compressive strengths because of planes of weakness or cracks in the soil. The consistency rating of such soils are based on penetrometer readings. DEGREE OF WEATHERING: Unweathered Rock in its natural state before being exposed to atmospheric agents. Slightly Weathered Noted predominantly by color change with no disintegrated zones. Weathered Complete color change with zones of slightly decomposed rock. Severely Weathered Complete color change with consistency, texture, and general appearance approaching soil. SUBSURFACE CONDITIONS: Soil and rock descriptions on the boring logs are a compilation of field data as well as from laboratory testing of samples. The stratification lines represent the approximate boundary between materials and the transition can be gradual. Water level observations have been made in the borings at the times indicated. It must be noted that fluctuations in the groundwater level may occur due to variations in rainfall, hydraulic conductivity of soil strata, construction activity, and other factors. LANDTEC ENGINEERS Figure A24 ATTACHMENT B Photographs Photo No. 3: Aspen Lane Photo No. 4: Stagecoach Hills Streets LANDTEC ENGINEERS Photo No. 5: Roanoke Road (South) Photo No. 6: Roanoke Road (North LANDTEC ENGINEERS ATTACHMENT C Artilcle from TTI on Micro -Cracking i �i 711W-32 qVIEMILIE; Is'VORIMP-1w Project Summary Report 0-4502-5 URL: http://tti.tamu.edu/documents/0-4502-5.pdf Project 0-4502: Microcracking Stabilizes Bases during Construction to Minimize Shrinkage Cracks Author: Stephen Sebesta Microcracking for Reduced Shrinkage in Cement -Treated Base Shrinkage cracking such as that illustrated in Figure l occurs in cement - treated bases (CTB) due to desiccation and cement hydration. Eventually these cracks start to reflect through the pavement surfacing. While initially cosmetic in nature, these cracks open the pavement to water infiltration and increase the likelihood of accelerated pavement distress. This project focused on evaluating the effectiveness of the microcracking concept for reducing shrinkage cracking in cement -treated bases. Microcracking can be defined as the application of several vibratory roller passes to the cement -treated base at a short curing stage, typically after 1 to 3 days, to create a fine network of cracks. The goal of microcracking is to prevent severe, wide cracks from forming and thus reduce the risk of problematic reflective cracking through the pavement surfacing. Figure 1. Shrinkage Cracking Resulting from Problems with Gement-'treated Base. What We Did... In this project, Texas Transportation Institute (TTI) researchers monitored performance of microcracking test sites on SH 47 and IH -45 frontage road projects. The research team also coordinated construction and monitored performance of controlled test sites constructed with two different cement contents, 4 and 8 percent, at Texas A&M University's Riverside Campus. Project 5ummory Report 0-4502-5 - I - January 2006 In addition to microcracking test sites, the riverside facility also included moist -cured, dry -cured, and asphalt - membrane -cured sites for comparison. The research team used falling weight deflectometer (FWD) tests to control the microcracking process, periodic crack surveys to monitor crack performance, and FWD tests through time to trach base moduli. What We Found... On SH 47, pre- and post- microcracking FWD testing revealed that microcracking typically resulted in an immediate and temporary decrease in base modulus by 60 percent. Additional monitoring showed the base modulus rapidly recovers by continued cement hydration, and currently no significant difference in modulus exists among any of the SH 47 test sites. The average base modulus is 801 ksi. The crack performance of the sites overall is good. After more than 3 years in service, the worst site has approximately 21 linear feet of cracking per 1000 ft, and the best site only 0.2 ft of cracking for the same area. The best opportunity to study microcracking occurred through the construction of test sites at Riverside Campus. For each of the sections, Figure 2 shoves both the average backcalculated modulus and the 95 percent confidence interval. For a given cement content, no difference exists in the average modulus values among the different treatments. Microcracking did not harm the long-term in-service modulus. At the Riverside Campus test sites, microcracking reduced crack severity (width) and crack length. Figure 3 illustrates the difference in crack severity between the moist -cured and the microcracked site with 4 percent cement. The cracks in the moist -cured sections are such that spalling is starting to occur. The best performance was at the 4 percent cement site 3000 .� 2500- 7 75 000 0 2000- 1500 1500-- y I .21000- U 000U 500 �s M 0____ �� — Dry Prime credo d @. Cmdwd g Cracked @ Maht Carel Cured Day 1 Dqy 2 Day 3 Cured —4 Percent Cement 951A Confidence Interval 9 Percent Cement 95% Confidence Interval ■ 4 Percent Cement Average Modulus 9 Percent Cement Average Modulus Figure 2. Backcalculated Moduli for Test Construction Sites. microcracked after 2 days of curing. On average, with a properly designed base, microcracking reduced the amount of cracking by 50 percent, with reductions ranging from 30 to 70 percent. Figure 4 illustrates the range of potential yearly net present value (NPV) savings to the Texas Department of Transportation (TxDOT) with varying levels of implementation of microcracking. The cost savings result from reduced amounts of crack sealing required on the section over the pavement life. A secondary topic that resulted from this project was the investigation of CTB modulus at early curing times. TxDOT specifications require a 3 -day 3a. Sample Cracking in Microcracked Pavement (fop) 3b. Sample Cracking in Moist -Cured Pavement (right) Figure 3. Differences in Crack Severity. Project Summary Report 0-4502-5 -2- 3a. 2- �.aoa.aaa -- – s,a�a.ax, -,aar�.aua N '( ])@l'C213t f@C]I7ChOn 711 Claf]Ca1H �� ��,, G,000,OaO br suic7ocrackimx z = y-UUO_UUO Shaded region is expected range of a I,UDa.fr]a yearly NPV savings z .sr 3,aoarxa ? i,oaa.aaa 34lxrce7rl redactiar7 u, cradiLtA In 6cfo craccitm ;I,ana,rina - - a 0 10 30 3a 40 :0 6". 'U 80 90 100 IN Percent of Statewide CTIR Projects Using N11cr acra€Icing Figure 4. Yearly Net Present Value Savings. then after 4 hours curing only 70 percent of the section would meet the desired modulus value. However, after 20 hours curing 90 percent of the section would exceed the minimum desired modulus. The data indicate that earlier trafficking of the cement -treated base than what is 100- oo90soao50so 4 r` 90- e FSter4 horns �vre aPproa�ffis7y 70 pelcem7 of . go- � as ham � vope�e� �- section tlrceeds 2Q9lcsi e s 70- 60-- 50- 40 V 30 20 ]0 0 0 200 400 600 800 1000 1200 1400 1500 1800 Base Modulus (ksi) -- �4 H. C= - - 20 Ho Cure then after 4 hours curing only 70 percent of the section would meet the desired modulus value. However, after 20 hours curing 90 percent of the section would exceed the minimum desired modulus. The data indicate that earlier trafficking of the cement -treated base than what is 4 r` e FSter4 horns �vre aPproa�ffis7y 70 pelcem7 of . � as ham � vope�e� �- section tlrceeds 2Q9lcsi e s Figure 5. Comparison of Field Modulus at Early Curing Times. moist cure as one option for curing; however, in some cases the road may need to be opened sooner. Figure 5 shows the cumulative distribution of the Riverside site with 4 percent cement at curing times of approximately 4 and 20 hours. If a minimum CTB modulus of 200 ksi was desired before allowing traffic on the section, typically allowed should not pose a problem. The Researchers Recammend..- Based upon the promising results from microcracking and the lack of negative impacts on pavement performance, microcracking provides a valid method for reducing the risk of problematic cracking in properly designed CTB. The research team recommends the following process for a successful microcracking project: -Design the cement content through laboratory tests to meet the following criteria for strength and moisture susceptibility: 0 7 -day unconf• ined compressive strength: >300 psi and final dielectric value after the tube suction test: :S1 Q. •After placement and compaction of the base to project specifications, moist cure the base to an age of 48 hours before microcracking. If performing construction in winter months with average daily temperatures below 60 °F, cure the base for at least 96 hours prior to microcracking. • Microerack the section by using the same (or equivalent) vibratory steel wheel roller that was employed for compaction. Aminimulxl 12 -ton roller should be used. •Perform three full passes (one pass is down and back) over the entire section traveling 2 to 3 mph with the roller vibrating on maximum - amplitude, unless otherwise directed by the engineer. •Follow curing requirements of Item 275 or 276 by sprinkling. Project Summary Report 0-4502-5 -3 For More Details... This information is documented in the following reports: Report 0-4502-1: Effectiveness of Minimizing Reflective Cracking in Cement -Treated Bases by Microcracking Report 0-4502-2: Continued Evaluation of Microcracking in Texas Research Supervisor: Stephen Sebesta, TTI, (979) 458-0194, s-sebesta@tarnu.edu Researcher: Tom Scullion, P.E., TTI, (979) 845-9910, t-scullion@tamu.edu TxDOT Project Director: Darlene Goehl, P.E., Bryan District, (979) 778-9650, dgoehl@dot.state.tx.us dot.state.tx.us TxDOT Research Engineer: German Claros, P.E., Research and Technology Implementation Office, (512) 465-7403, gclaros@dot.state.tx.us To obtain copies of reports, contact Nancy Pippin, Texas Transportation Institute, TTI Communications, at (979) 458-0481 or n-pippina*ttimail.tamu.edu. See our online catalog at http://tti.tamu.edu. YOUR INVOLVEMENT IS WELCOME! Disclaimer The contents of this report reflect the views of the author, who is responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official view or policies of the Texas Department of Transportation or the Federal Highway Administration. This U3 report does not constitute a standard, specification, or regulation. The research supervisor was Stephen C) Sebesta. 0- 0 - Texas Texas Transportation Institute/= Communications The Texas A&M University System 3135 TAMU College Station, TX 77843-3135