ZACATE CREEK CHANNEL IMPROVEMENTS (FROM …€¦ · 150447 – Zacate Creek Channel Improvements...

CITY OF LAREDOENVIRONMENTAL SERVICES DEPARTMENT

CONTRACT DOCUMENTS& SPECIFICATIONS

FOR

ZACATE CREEK CHANNEL IMPROVEMENTS(FROM MCPHERSON RD. TO GALE ST.)

PROJECT

Honorable Pete Saenz, Mayor

Juan NarvaezMayor Pro-Tempore

Rudy Gonzalez, Jr. Council Member

Vidal Rodriguez Council Member

Alejandro Perez, Jr.Council Member

Roque Vela, Jr.Council Member

Charlie San MiguelCouncil Member

George J. AltgeltCouncil Member

Roberto BalliCouncil Member

John Porter, CFM, CPM, REMActing Director of Envi. Services

619 Reynolds St.Laredo, TX 78040

(956) 794-1653

Jesus OlivaresCity Manager

Rogelio Rivera, P.E.City Engineer

1110 Houston StreetLaredo, Texas 78040

(956) 791-3746

TBPE FIRM NO. F-366

JUNE 2016

6/20/16

Table of Contents A00 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

TABLE OF CONTENTS

PART I – GENERAL PROVISIONS

Division A Procurement and Contracting Requirements

A01 Notice to BiddersA02 Information to BiddersA03 Advice to BiddersA04 Information to Contractors

Division A Procurement Forms

A05 Bid Proposal and Bid Schedule FormA06 Checklist for Bidders

Division A Contracting and Project Forms

A07 Construction Contract – Stipulated Sum A08 Notice of AwardA09 Notice to ProceedA10 Certificate of Owner’s AttorneyA11 Performance Bond & Payment Bond FormA12 Certificate of Insurance Form

Division B Supplementary Conditions

B01 Contract Time & Liquidated DamagesB02 Equal Opportunity ClauseB03 Wage Determination DecisionB04 Inspection by CityB05 Project SignB07 Illegal Dumping

Division C References

C01 Definitions of TermsC02 Definitions of Abbreviations C03 Instruction to BiddersC04 Award and Execution of Contract


Division C General Requirements

C05 Scope of Work – General RequirementsC06 Control of Work and MaterialsC07 Legal Relations and Responsibilities to the PublicC08 Prosecution and ProgressC09 Measurement and Payment

Project Acceptance RequirementsContractor’s Application for PaymentAffidavit of Payment of Debts and Claims and Release of LiensMaterials on Hand InventoryForm Letter for Certificate of WarrantyForm Letter for Engineering Completion Report

C10 Warranty Statement FormC11 Ethics Commission Rules


PART II – CONSTRUCTION SPECIFICATIONS

CITY OF LAREDO STANDARD TECHNICAL SPECIFICATIONSSECTION DESCRIPTION PAGE

128 Disposal of Waste Material and Salvageable Material CS-1302 Structural Excavation and Backfill CS-2304 Reinforced Concrete Storm Drain Pipe CS-6318 Channel Excavation and Embankment CS-12402 Clearing and Grubbing CS-15404 General Construction and Preparation of Site CS-17406 Concrete Structures CS-19410 Reinforcing Steel CS-24416 Expansion of Joint Materials CS-26420 Chain Link Fence CS-27426 Retaining Walls CS-32602 Silt Fence CS-34604 Erosion Control Blankets CS-36606 NPDES Requirements CS-37608 Hydro-Mulch Seeding CS-39610 Seeding CS-43712 Traffic Control and Regulation CS-46804 Work Performed on Non-Working Days CS-49812 Definitions CS-50

TXDOT STANDARD SPECIFICATIONSNUMBER DESCRIPTION PAGE

164 Seeding for Erosion Controls CS-55166 Fertilizer CS-63168 Vegetative Watering CS-64420 Concrete Substructures CS-65427 Surface Finishes for Concrete CS-81506 Temporary Erosion, Sedimentation, and Environmental Controls CS-87

SPECIAL SPECIFICATIONNUMBER DESCRIPTION PAGE

SS-1 Dewatering CS-99SS-2 Fabric Formed Concrete - Hydrotex FP300 US600 Hybrid CS-102

GEOTECHNICAL ENGINEERING REPORT

Notice to Bidders 150447 – Zacate Creek Channel Improvements Project

A01 - 1 06/20/2016

NOTICE TO BIDDERS

Sealed bids will be received at City Secretary's Office, 1110 Houston Street, 3rd floor, City Hall Building, Laredo, Texas, until 4:00 P.M. on Thursday, July 7, 2016, and publicly opened, read, and taken under advisement on Friday, July 8, 2016, at 10:00 A.M. for the furnishing of all necessary materials, machinery, equipment, labor, superintendence, and all other services and appurtenances required for certain improvements for the City of Laredo, and shall include acknowledgement of any addenda submitted, and all other documents included in said bid call. Said bid shall be marked,

"Zacate Creek Channel Improvements Project"

The project location is Zacate Creek from McPherson Road to Gale Street and consists of the following:

Clear and grub Zacate Creek and remove all vegetation, debris/rubble, and other deleterious material from the channel and channel banks. Dewater the channel as necessary to prepare the subgrade and meet compaction requirements as specified in the Geotechnical Engineering Report. Perform channel excavation, grading, and compaction of the channel. Install fabric formed concrete (FF A) per the approved manufacturer's specifications and per plans. Establish hydro-mulching and seeding vegetation for all disturbed areas and grass seeding for disturbed areas outside of the designated limits of construction per plans.

Construction contract time for the project is one hundred twenty (120) calendar days.

Each bid and a bid guaranty in the form of a bidder's bond having a minimum Best's Rating A according to Best's Key Rating Guide Latest Edition from a surety duly authorized and licensed in the State of Texas, certified check, or cashier's check must be originals and must be submitted in a sealed envelope plainly marked with the name of the project as shown above, and the name and address of the Bidder. When submitted by mail, this envelope shall be placed in another envelope addressed as indicated in this Notice to Bidders and shall be marked as a bid for the project above referred.

Further, on federally funded projects, contractor must comply with the Federal Labor Standards Provision, Davis Bacon Act, Equal Opportunity Clause, Wage Determination and HUD and Urban Development Federal Requirements specially as it regards payrolls and basic records.

Only the bids and bid guaranties actually in the hands of the designated official at the time set in this Notice to Bidders shall be considered. Bids submitted by telephone, telegraph, or fax, will not be considered.

Notice to Bidders 150447 – Zacate Creek Channel Improvements Project

A01 - 2 06/20/2016

Bidders are expressly advised to review Section C-3.10 of the General Conditions of the proposed Contract as to the causes which may lead to the disqualification of a bidder and/or the rejection of a bid proposal. Unless all bids are rejected, the Owner agrees to give Notice of Award of Contract to the successful bidder within ninety (90) days of the bid opening.

Bidders are expected to inspect the site of the work and inform themselves regarding all local conditions.

Bidders are advised to review the Key Points of Public Right-of-Way Ordinance on Legal Relations and Responsibilities to the Public Division C-7.15. The entire ordinance may be viewed at the following website under Building Services Department. http://www.ci.laredo.tx.us/Building/

A pre-bid conference with prospective bidders will be held on Thursday, June 30, 2016, at 2:00 P.M. at the City of Laredo Environmental Department Conference Room, Located at 619 Reynolds, Laredo, Texas 78040.

Copies of the plans and specifications may be reviewed free of charge at the office of the City ~ngineer, 1110 Houston Street, Laredo, Texas, or copies may be obtained upon deposit of $50.00 for each set of documents. The entire amount of deposit will be refunded if the plans and specifications are returned in good order after the bid opening.

Publication Dates: Sunday,June12,2016 Sunday,June19,2016

City Secretary

Information to Bidders A02 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

INFORMATION TO BIDDERS

Sealed bids will be received at City Secretary’s Office, 1110 Houston Street,3rd floor, City Hall Building, Laredo, Texas, for the furnishing of all necessarymaterials, machinery, equipment, labor, superintendence, and all other services andappurtenances required for certain improvements in the City of Laredo and shall includeacknowledgment of addenda submitted, and all other documents included in said bid call.Said bids shall be marked,

“Zacate Creek Channel Improvements Project”

Bids shall be based on a per unit of work basis and shall include dollar amountsfor each specific unit in improvements listed including those items listed as alternativesas per the proposal sheet included in the specifications of this project.

Each proposal and a proposal guaranty must be originals and must be sealed in anenvelope plainly marked with the name of the project as shown above, and the name andaddress of the Bidder. When submitted by mail, this envelope shall be placed in anotherenvelope addressed as indicated in this Notice to Bidders and shall be marked as a bid forthe project above referred.

Further, on federally funded projects, contractor must comply with theFederal Labor Standards Provision, Davis Bacon Act, Equal Opportunity Clause,Wage Determination and HUD and Urban Development Federal Requirementsspecially as it regards payrolls and basic records.

Only the bids and bid guaranties actually in the hands of the designatedofficial at the time set in this Notice to Bidders shall be considered. Bids submittedby telephone, telegraph, or fax, will not be considered.

The City reserves the right to award the contract on the basis of the alternativewhich appears most advantageous to the City, to reject any or all bids, to waive objectionsbased on failure to comply with formalities, and to allow the correction of obvious orpatent errors. Bidders are expressly advised to review Section C-3 of the GeneralConditions of the proposed contract as to the causes which may lead to thedisqualification of a bidder and/or the rejection of a bid proposal. Unless all bids arerejected, Owner agrees to give Notice of Award of contract to the successful bidderwithin ninety (90) days from the date of the bid opening.

Bidders for the construction work must submit a satisfactory cashier’s or certifiedcheck, or bidder’s bond having a minimum Best’s Rating A according to Best’s KeyRating Guide Latest Edition from a surety duly authorized and licensed in the State ofTexas, payable without recourse to the order of the City of Laredo, Texas, in an amountnot less than five percent (5%) of the total bid based on the bid which check or bond shallbe submitted as a guarantee that the bidder will enter into a contract, and execute


performance and payment bonds within ten (10) days after Notice of Award of contract isgiven to him for contracts in excess of $50,000.00. Bids without the required check orbond will NOT be considered.

The successful bidder for the construction of the improvements must furnish aCertificate of Insurance, and a satisfactory Performance Bond in the amount of 100% ofthe total contract price, and a satisfactory Payment Bond in such amount, duly executedby such bidder as principal and by a corporate surety duly authorized so to act under thelaws of the State of Texas. The successful bidder will be required to providePerformance and Payment Bonds issued by an insurance company which meets theminimum State requirements and is licensed in the State of Texas, and has a Best’s Keyaccording to Best’s Key Rating Guide Latest Edition as follows:

Construction Contract Minimum Best’s Rating50,001 - 250,000 A250,000 - 1,000,000 AOver 1,000,000 A

All lump sum and unit prices must be stated in both script and figures.

Relevant experience working with wetlands and/or wetland restorations isrequired. Bidders are expected to inspect the site of the work and to inform themselvesregarding all local conditions.

The Instructions to Bidders, Forms of Bid, Form of Contract, Plans,Specifications, Form of Bid Bond, Performance and Payment Bonds and other contractualdocuments may be examined free of charge at the City of Laredo EngineeringDepartment, 1110 Houston Street, Laredo, Texas 78040.

Copies of the plans and specifications may be reviewed free of charge at the officeof the City Engineer, 1110 Houston Street, Laredo, Texas, or copies may be obtainedupon deposit of $ for each set of documents. The entire amount of deposit will berefunded if the plans and specifications are returned in good order within five (5) workingdays after the bid opening.

Bid proposals over $50,000.00 shall comply with all conditions of the biddocuments. A Contingency Fee of $30,000 may be added to bid proposals formodifications or changes in the scope of work or to pay for items resulting fromconditions not identified at the time of the Invitation for Bids.

In the event the base bid amount is $50,000.00 or LESS than $50,000.00, a PaymentBond and Performance Bond will NOT BE REQUIRED. A Bid Guarantee in theform of a Cashier’s or Certified Check or Bid Bond and the Certificate of Insurancehowever, WILL BE REQUIRED. Under the above conditions, the successful bidderfor the Zacate Creek Channel Improvements Project is hereby advised


that the total contract price will be paid in ONE PAYMENT upon completion andacceptance of the project by the City of Laredo. Cashier’s checks are not to bereleased until a contract for the project has been approved by City Council andsigned by the City Manager.

Any other division or section of this project’s specifications having reference toBid Guarantee, Cashier’s or Certified Check, Bid Bond, Payment Bond, or PerformanceBond, or having mention at all, to the requirements of bonds, is hereby amended toconcur with the above conditions ONLY when the base bid is LESS THAN $50,000.00.

Bidders are advised to contact the City Environmental Services Department Office, 619 Reynolds St., Laredo, TX 78040, telephone number (956) 791-1653, forvisits to project site, and for any additional information required on the project.

Contractor’s attention is directed to Special Provision 000-6233, “ImportantNotice to Contractors” and “Statement of Materials and Other Charges” which will beincluded in all projects, beginning with the September 1991 letting. These establish theprocedures whereby the Contractor will be permitted to obtain an exemption from thesales tax on certain materials. See Comptroller’s Rule 2.291 and Texas Tax CodeChapter 151, as mended by House Bill Number 11, Acts 1991, 72nd Legislature, Firstcalled Session. The Contractor will be required to separate the charges for materials fromall other charges and will be furnished an Exemption Certificate of reach contract theDepartment. Also, the Contractor must issue resale certificates to suppliers. Sales taxpermit applications and information regarding resale certificates may also be obtained bycalling the State Comptroller’s toll free number 1-800-252-5555.

Advice to Bidders A03 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

ADVICE TO BIDDERS

Project:

The Contractor’s attention is directed to the State of Texas Comptroller of Public Accounts Limited Sales Excise and Use Tax Rules and Regulations, Paragraph 3 of Ruling No. 9. Repairmen and Contractors (amended April 3, 1972). Reference Article 20.01 (T). Upon compliance with certain conditions, this ruling provides for exemption from this tax of materials incorporated into work done for an exempt agency under a Contract. The City is an exempt agency.

Any Bidder may elect to exclude this sales tax from his bid. If the Bidder submitting the lowest acceptable bid for performing the work on this project elects to comply with the above ruling on any bid item included in this Contact by obtaining any necessary permit or permits from the State Comptroller allowing the purchase of material for incorporation into this project without having to pay the Limited Sales, Excise and Use Tax at the time of purchase, he shall upon Award of Contract submit a statement in satisfactory form in which his bid prices to the City for materials are listed separately from all other charges, either by bid item or by total as required by the comptroller. This statement shall be included in and made part of the Contract.

The City will furnish the Contractor with its exemption certificate for those materials incorporated in the project for which the above required statement is submitted.

The City will make no further allowance for and will make no price adjustment above or below the originally bid unit price on account of this tax. It shall be the Contractor’s sole responsibility, if he elects to exclude the sales tax from his bid, to comply with the aforementioned Ruling No. 9 and with any other applicable rules, regulation, or laws pertaining to the Texas Limited Sales, Excise and Use Tax which may now or at any time during the performance of this Contract be in effect, and the City shall have no responsibility for any sales or use tax which the Contractor may be required to pass as a result of his failure or the City’s failure to comply with said rules, regulations or laws, or as the result of the performance of the Contract or any part thereof by the Contractor.

Bidders are cautioned that materials which are not permanently incorporated into the work are not eligible for exemption and are not to be included in the statements as “Materials” (example: fuel, lubricants, tools, forming materials, etc.).


SPECIAL PROVISIONNo. 000-6233

IMPORTANT NOTICE TO CONTRACTORS

The Contractor’s attention is directed to Rule 3.291, paragraphs (a) (1), defining separated contracts, subsection (b) (3) discussing separated contracts, and subsection (c) discussing exempt contracts. Reference: Texas Tax Code, Chapter 151.

Contractors should note those organizations in subsection (c) that the rule shows as being exempt no longer qualify for the exemption. The rule states that contractors improving realty for organizations listed in Texas Tax Code 151.309 and 151.310 are exempt from tax. THIS IS NO LONGER TRUE EFFECTIVE WITH CONTRACTS SIGNED ON OR AFTER AUGUST 15, 1991.

Only those contracts with school districts and nonprofit hospitals qualify for the exemption discussed in subsection (c) of Rule 3.291.

The Comptroller is amending the rule to reflect this change.

If the low bidder elects to operate under a separated contract as defined by Rule 3.291, by obtaining the necessary permits from the State Comptroller’s office allowing the purchase of materials for incorporation in this project without having to pay the Limited Sales and Use Tax at the time of purchase, the low bidder shall identify separately from all other charges the total agreed contract price for materials incorporated into the project. This form shall be filled out by the low bidder in each of the two bound copies of the contract. Total materials shall only include materials physically incorporated into the realty.

If the Contractor operates under a “separated contract”, the Department will furnish the Contractor with an exemption certificate for the applicable materials.

In order to comply with the requirements of Rule 3.291, as mentioned above, it will be necessary for the Contractor to obtain a sales tax permit.

It will also be necessary that the contractor issue resale certificates to his suppliers.


Sales tax application for a sales tax permit and information regarding resale certificates may be obtained by writing to:

Comptroller of Public AccountsCapital StationAustin, Texas 78774

The Contractor may also receive information or request sales tax permit applications by calling the State Comptrollers’ toll free number 1-800-252-5555.

Subcontractors are eligible for sales tax exemption if the subcontract is made in such manner that the charges for materials is separated from all other charges. The procedure described above will effect a satisfactory separation. When subcontractors are handled in this manner, the Contractor must issue a resale certificate to the subcontractor and the subcontractor, in turn, must issue a resale certificate to his supplier.

Information to Contractors A04 - 1 150447 – Zacate Creek Channel Improvements Project 06/20/2016

INFORMATION TO CONTRACTORS

PROJECT: Zacate Creek Channel Improvements Project

The Contractor’s attention is directed to Special Provision 000-6233, “Important Noticeto Contractors”, and “Statement of Materials and Other Charges” which will be includedin all projects, beginning with the September, 1991 letting. These establish theprocedures whereby the Contractor will be permitted to obtain an exemption from thesales tax on certain materials. See Comptroller’s Rule 3.291 and Texas Tax Code,Chapter 151, as amended by House Bill Number 11, acts 1991, 72nd Legislature, FirstCalled Session. The Contractor will be required to separate the charges for materialsfrom all other charges and will be furnished an Exemption Certificate for each contract bythe Department. Also the Contractor must issue resale certificates to suppliers. Sales taxpermit applications and information regarding resale certificates may be obtained bycalling the State Comptrollers’ toll fee number 1-800-252-5555.

Issued 10/29/91

Proposal and Bid Schedule A05 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

BID PROPOSAL

To: The City of Laredo, Texas

Honorable Pete Saenz, Mayor

From:Contractor

Address:Phone:Fax: ________________________

Project:

Pursuant to Notice to Bidders, the undersigned bidder hereby proposes to furnish the labor, materials, and equipment in accordance with the plans and specifications, general conditions of the agreement, special provisions of the Agreement, and Addenda, if any. The bidder binds himself upon acceptance of his proposal to execute a contract and bonds accompanying form of performing and completing the said work within the time stated as required by the detailed specifications at the following unit prices. The quantities shown below are based on the Engineer’s estimate of quantities and it is agreed that the quantities may be increased or diminished, and may be considered necessary in the opinion of the City of Laredo, Texas to complete the work fully as planned and contemplated, and that all quantities of work, either increased or decreased, are to be performed at the unit prices set forth below (except as provided in the General Conditions of the Agreement or the specifications, the contract documents).

Acknowledgment of Addenda: (Please initial and date):

Addendum No. 1: Addendum No. 2: Addendum No. 3: Addendum No. 4: Addendum No. 5: Acknowledgment of other documents: (Please initial and date):Wage Determination: Labor Provisions: Affirmative Action Program:


Project: Zacate Creek Channel Improvements

Form of Non-Collusive Affidavit

A F F I D A V I T

STATE OF TEXAS {}COUNTY OF WEBB {}

being first duly sworn, deposes and says

That he is(a Partner of Officer of the firm of, etc.)

the party making the foregoing proposal or bid, that such proposal or bid is genuine and not collusive or sham; that said Bidder has not colluded, conspired, connived or agreed, directly or indirectly, with any Bidder or Person, to put in a sham bid or to refrain from bidding, and has not in any manner, directly or indirectly, sought by agreement or collusion, or communication or conference, with any person, to fix the bid price or affiant or of any other Bidder or to fix any overhead, profit or cost element of said bid price, or of that of any other Bidder, or to secure any advantage against the City of Laredo or any person interested in the proposed Contract; and that all statements in said proposal or bid are true.

Signature of

Bidder, if the Bidder is an individualPartner, if the Bidder is a PartnershipOfficer, if the Bidder is a Corporation

Subscribed and sworn before me this day of , 20 .

Notary PublicMy Commission expires


STATEMENT OF MATERIALS AND OTHER CHARGES

PROJECT: Zacate Creek Channel Improvements

MATERIALS INCORPORATED INTO THE PROJECT: $

ALL OTHER CHARGES: $

*TOTAL: $

*This total must agree with the total figure shown in the Item and Quantity Sheets in the bound contract.

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 less than the invoice price for such material to the Contractor.

NOTE:ONLY THE COPY OF THIS FORM IN THE BOUND CONTRACTS IS TO BE FILLED OUT.


INFORMATION FROM BIDDERSMUST BE COMPLETED AND SUBMITTED WITH BID PROPOSAL

Project: Zacate Creek Channel Improvements Project

Statement of Qualifications: (Similar Projects Completed by Bidder)

1. Name of Project:

Value of Contract:

Date Completed:

2. Name of Project:

Value of Contract:

Date Completed:

3. Name of Project:

Value of Contract:

Date Completed:

Experience Data: (Include name and experience record of the Superintendent)

Financial Status: A confidential financial statement will be submitted by the apparent successful low Bidder only if the Owner deems it necessary.

NOTE: TO BE SUBMITTED UPON REQUEST

IS NOT AN ACCEPTABLE ANSWER.



Proposed Progress Schedules:

Data on Equipment to be used on the Work: (Include the number of machines, the type, capacity, age and conditions and location)

Subcontractors: (Submit a list of proposed Subcontractors. List sources, types and manufacturers of proposed materials)

NOTE: TO BE SUBMITTED UPON REQUEST

IS NOT AN ACCEPTABLE ANSWER.


CITY OF LAREDOENVIRONMENTAL SERVICES DEPARTMENT

BID SCHEDULE

PROJECT: ZACATE CREEK CHANNEL IMPROVEMENTSBASE BID

Item No.

Description of item withUnit Price Written in Words Unit Estimated

Qty.Unit Bid

Price Amount

1

Storm Water Pollution Prevention Plan (SWPPP) and

National Pollutant Discharge Elimination System

(NPDES) Permit for the lump sum of

_______________________________________dollars

and ____________________________________cents.

LS

2

Implement traffic control, signing, and barricading along

with all other incidentals necessary according to the plans

for the lump sum of ______________________dollars

and ____________________________________cents.

LS

3

Any and all dewatering necessary to complete project for

the lump sum of _________________________dollars

and ___________________________________cents.LS

4

Any and all clearing, grubbing hauling, disposal of

surplus and other preparation of the Right-Of-Way

necessary to complete project for the lump sum of

________________________________________dollars

and ______________________________________cents.

LS

5

Removal, haul off, and disposal of reinforced concrete

pipe (30") for the linear foot value of

_______________________________________dollars

and ____________________________________cents

LF

6

Removal, haul off, and disposal of concrete headwall

for the each value of _____________________________

________________________________________dollars

and ______________________________________cents.

EA


Item No.


Qty.Unit Bid

Price Amount

7

Remove existing chain link fence in place for the lump

linear foot value of ________________________ dollars

and _____________________________________ cents.LF

8

Unclassified channel excavation, all clearing, hauling and

disposal of surplus for the cubic yard value of

________________________________________ dollars

and _____________________________________ cents.

CY

9

For compaction of fill dirt in all areas designated on

the plans to 95% standard proctor density at optimum

moisture content and including all hauling and placement

for the cubic yard value of

_________________________ dollars and

_______________________________cents.

CY

10

Fabric Formed Concrete Erosion Control Lining System

(FP300/US600), fine aggregate concrete, geotextile filter

fabric and incidentals related to the construction and

installation of the fabric form concrete channel protection

for the square yard value of

______________________________________ dollars

and ______________________________________

cents.

SY

11

Furnish and install reinforced concrete pipe (Class IV)

(30") for the linear foot value of _________________

_______________________________________dollars

and _____________________________________cents.

LF

12

Concrete retaining wall to be constructed in

place for the square foot value of ___________________

_______________________________________ dollars

and _____________________________________cents.

SF


Item No.


Qty.Unit Bid

Price Amount

13

Topsoil to be placed at a depth of 4" for the cubic yard

value of _________________________________ dollars

and _____________________________________ cents.CY

14

Hydro-mulching including all incidentals according to

plans for the square yard value of ___________________

________________________________________ dollars

and _____________________________________ cents.

AC

15

Seeding including all incidentals for all disturbed areas

outside of the limits of the channel drainage easement for

the square yard value of __________________________

_________________________________________dollars

and _____________________________________ cents.

SY

16

Temporary sediment control fence to be installed

according to the plans and specifications for the linear

foot value of _____________________________ dollars

and ____________________________________ cents.

LF

17

Install and remove rock filter dams, and all incidentals

according to the plans and specifications for the linear

foot value of ___________________________ dollars

and ___________________________________ cents.

LF

18

Construction exits (install/remove) in accordance with

plans and regulations for the square yard value of

______________________________________ dollars

and ___________________________________ cents.

SY

19

For unforeseen items or additional quantities of work to

construct the project, to be used at the discretion of the

Owner, for the lump sum value of

______________________________________ dollars

and ___________________________________ cents.

LS 1 $50,000.00 $50,000.00


ALTERNATE I BidItem No.

Description of item withUnit Price Written in Words Unit

Estimated Qty.

Unit Bid Price Amount

21

Concrete mixing and staining of Fabric Form Concrete

fine aggregate mix for the cubic yard value of

________________________________________ dollars

and _____________________________________cents.

CY

TOTAL BASE BID AMOUNT_____________________________________________

TOTAL BASE BIDWRITTEN INWORDS:

TOTAL ALTERNATE I BID AMOUNT_____________________________________________

TOTAL ALTERNATE I BIDWRITTEN INWORDS:

Contractor

Signature Title

Address City/State Zip Code

Telephone Number:( ) _____

Fax Number:( ) _____

Date:

NOTE: ALL BID ITEMS WILL BE PAID FOR WHEN COMPLETE IN PLACE, TESTED, AND ACCEPTED BY THE OWNER.


BID BOND

Project:

KNOW ALL MEN BY THESE PRESENTS, that we, the undersigned

as Principal, and asSurety, are hereby held and firmly bound unto

as Owner in the penal sum of for payment of which, well and truly to be made, we hereby jointly an severally bid ourselves, our heirs, executors, administrations, successors and assigns.

Signed, this day of , 20 .

The condition of the above obligation is such that whereas the Principal has submitted to

a certain Bid,attached hereto and hereby made a part hereof to enter into a Contract in writing for the

NOW, THEREFORE,

(a) If said Bid shall be rejected, or in the alternate,(b) If said Bid shall be accepted and the Principal shall execute and deliver a

Contract in the Form of Contract attached hereto (properly completed in accordance with said Bid) and shall furnish a bond for his faithful performance of said Contract, and for the payment of all persons performing labor or furnishing materials in connection therewith, and shall in all other respects perform the Agreement created by the acceptance of said Bid,

then this obligation shall be void, otherwise the same shall remain in force and effect; it being expressly understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event, exceed the penal amount of this obligation as herein stated.

The Surety, for value received, hereby stipulates and agrees that he obligations of said Surety, and its bonds shall be in no way impaired or affected by any extension of the


time within which the Owner may accept such Bid; and said Surety does hereby waive notice of any such extension.

IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands and seals and such of them as are corporations have caused their corporate seals to be hereto affixed and these presents to be signed by their proper officers, the day and year first set fourth herein.

(L.S.)Principal

Surety

By:

Checklist for Bidders A06 - 1150447 – Zacate Creek Channel Improvements Project 6/20/2016

CHECKLIST FOR BIDDERS

Project:

All information required by the terms of the Bid Documents must be furnished. MISTAKES OR OMISSIONS CAN BE COSTLY AND CAN RESULT IN THE REJECTION OF YOUR BID. Important items for you to check are included in but not limited to, those listed below. This checklist is furnished only to assist you in submitting a proper bid. Check as you read. DO NOT INCLUDE THIS CHECKLIST WITH YOUR BID.

[ ] Have you acknowledged receipt of all addenda to the plans and specifications?

[ ] Is your bid properly signed? (Refer to Bid Documents)

[ ] If a bid guarantee is required, is it included in your bid? (A late bid guarantee is treated the same as a late bid)

[ ] Is your bid guarantee in the proper amount? (Usually 5% of total bid price)

[ ] Your bid guarantee must be in the form of a Bidder’s Bond, a Certified Check or Cashier’s Check.

[ ] If your bid guarantee is in the form of a Bidder’s Bond, is the bond properly signed by both the bidder and surety and are all required seals affixed?

[ ] Is the surety company qualified and licensed by the State of Texas as required by the provisions of the bid documents?

[ ] Is the name in which you submitted the bid the same on your bid proposal as on the Bidder’s Bond?

[ ] If required have you entered a unit price for each bid item?

[ ] If required have you entered the unit price or lump sum price in both words and figures? (Unit Price or Lump Sum price in words govern)

[ ] Are decimals in unit prices in the proper places? Are your figures legible?

[ ] Are the extensions of your unit prices, and your total bid price correct?

[ ] Is proposal being submitted complete together with Information from Bidders?

[ ] Are all erasures or corrections initialized by the person signing the bid or by an authorized representative of the person signing the bid.

Checklist for Bidders A06 - 2150447 – Zacate Creek Channel Improvements Project 6/20/2016

[ ] Do not restrict your bid by altering any provisions of the Bid Document or by attaching any documents to the Proposal that takes exception to the Bid Documents.

[ ] Have you included all pages of the Proposal with your bid? Are all blanks in the Proposal properly completed (equipment brands, alternate materials, etc.)?

[ ] Is the envelope containing your bid properly identified that it is a sealed bid and does it contain the correct project name and bid opening date?

[ ] Will your bid arrive on time? Late bids will not be considered. Generally, bids must be received by the City Secretary, City Hall on the date and time specified in the Notice to Bidders. (Other times or dates will be clearly specified in the Notice).

[ ] On Federally Funded Projects, contractor must submit certified weekly payrolls with a copy to City Engineering Files.

Construction Contract A07 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

CONSTRUCTION CONTRACT

Agenda Item: _____________STATE OF TEXASCOUNTY OF WEBB

THIS AGREEMENT, made this _____ day of _______________by and between the City of Laredo, Texas, acting by and through its duly authorized City Manager hereinafter termed the Owner, and ________________________ of the City of ____________, County of ___________, State of __________, his/their executors, administrators, heirs, successors, or assigns, hereinafter termed the Contractor.

WHEREAS, the Owner desired to enter into Contract forthe __________________________________ in accordance with the provisions of the Invitation for Bids, the Specifications and Plans titled as above, and published by City of Laredo, Texas, 1110 Houston Street, (mailing address: P.O. Box 579), Laredo, Texas 78040 all of which are a part thereof; and,

WHEREAS, the Contractor has been engaged in and now does such work and represents that he is fully equipped, competent and capable to perform the above desired and outlined work, and is ready and willing to perform the work in accordance with the provisions of the Invitation for Bids, the Specifications and Plans, titled, “Zacate Creek Channel Improvements Project.”

WITNESS:THAT for and in consideration of the payments and agreements hereinafter mentioned to

be made and performed by the Owner, the Contractor hereby agrees at the unit price set forth in his Bid, made a part thereof totaling the sum of_____________________________________________($______________) based on the Engineer's estimate of quantities, payable in the manner set out in Division C, Section 9, General Provisions of the Contractual Documents to commence and complete the Zacate Creek Channel Improvements Project in the City of Laredo, Tx, in accordance with Instructions to Bidders, Special Provisions, General Provisions, Technical Provisions, and all other requirements of the contractual Documents, and in accordance with the Specifications and Plans (including all maps, plats, blueprints, and other drawings and printed or written explanatory matter thereof) prepared by the Owner's Engineer, a part thereof and collectively, together with this Agreement constitute the entire Contract; and the Contractor agrees to furnish all the materials, supplies, machinery, equipment, tools, superintendence, labor, bonds, insurance and other accessories and services, and whatever else may be necessary to complete the said construction in accordance with said specifications, plans, and other contractual documents including such proposal.

Further, on federally funded projects, contractor must comply with the Federal Labor Standards Provision, Davis Bacon Act, Equal Opportunity Clause, Wage Determination and HUD and Urban Development Federal Requirements specially as it regards payrolls and basic records herewith attached.


Project: Zacate Creek Channel Improvements

Said Contractor further agrees to begin the work on orbefore the tenth day following the date set by the Owner in the written notice to proceed and to complete the work within ____________________.

The Contractor further agrees to pay the sum of $_________ for each consecutive day there-in-after as herein provided in Division B, Section 1.

And the Owner in consideration of the full and true performance of the said work by said Contractor hereby agrees to and binds itself to pay the said Contractor the unit price set forth in the attached Bid, and in the manner provided in the Specifications.

IN WITNESS WHEREOF, the OWNER AND THE CONTRACTOR havehereunto set their hand this_____ day of ______________.

WITNESS: Contractor/Firm (Typed)

_________________ ______________________Name Signature

________________ _______________________Address Signature (Typed)

Title: _________________

___________________________Address___________________________City/State/Zip Code

___________________________Telephone Number:___________________________Fax Number

ATTEST: CITY OF LAREDO, TEXAS

______________________ __________________________GUSTAVO GUEVARA, JR., Jesus M. Olivares

City ManagerAPPROVED AS TO FORM:_______________________Raul Casso, City Attorney

Notice of Award A08 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

NOTICE OF AWARD Project: Zacate Creek Channel Improvements Project

To:

The City of Laredo has considered the bids submitted for the above described project in response toits advertisement for bids dated related information to Bidders.

, 2016, and , 2016, and

You are hereby notified that your bid in the net amount of $ has beenfavorable considered for the project by the City Council at its regular council meeting on

, 2016. Pursuant to the information to Bidders you are asked to sign theproposed Contract (in five duplicate originals) and to return the same, along with the required Certificate of Insurance, and Payment Bond and Performance Bond within ten (10) days of yourreceipt of this Notice, for the approval and signature of the City Manager.

For the purpose of effective date of the required Certificate of Insurance, and the PerformanceBond and the Payment Bond, the date of , 2016, may be considered the dateof the contract, if the Documents are approved by the City Manager.

If you fail to submit the signed Contract Performance and Payment Bonds, and theCertificate of Insurance within ten (10) working days from your receipt of this Notice, yourbid will be considered as withdrawn and your bid bond will be forfeited, unless an extensionfor submittals has been requested in writing and approved by the City.

The Construction Contract time of ( ) working/calendar days is to be strictly adhered to per Division B Section 1 and contractor agrees to pay liquidated damages for late completion an amount of $ for each consecutive day exceeding thecontract time allotted.

You are asked to acknowledge receipt of this Notice by signing in the appropriate place below.

Dated this the day of of 2016.

CITY OF LAREDO ENGINEERING DEPT. ACKNOWLEDGMENT:

Receipt of this Notice is hereby acknowledged

Rogelio Rivera, P.E.City Engineer

Dated this

Authorized SignatureTitle:Div-A Notice of Award

Notice to Proceed A09 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

NOTICE TO PROCEED Date:

To:


In accordance with the construction contract dated you are herebyauthorized to proceed on . Contracttime is . Completion date for the project is approximately , .

CITY OF LAREDO ENGINEERING DEPT.

Rogelio Rivera, P.E.,City Engineer

The above NOTICE TO PROCEED is hereby acknowledged by

on this the day of .

Authorized Signature

Typed Name:

Title:

Certificate of Owner’s Attorney A10 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

CERTIFICATE OF OWNER’S ATTORNEY


Awarded by the City Council:

I, the undersigned, Raul Casso, City Attorney the duly authorized and acting legal representative of THE CITY OF LAREDO, do hereby certify as follows:

I have examined the attached Contract(s) and Surety bonds and the manner of execution thereof, and I am of the opinion that each of the aforesaid Agreements has been duly executed by the proper parties thereto acting through their duly authorized representatives; that said representatives have full power and authority to execute said Agreements on behalf of the respective parties named thereon; and that the foregoing Agreements constitute valid and legally binding obligations upon the parties executing the same in accordance with terms, conditions, and provisions thereof.

Raul Casso,City Attorney

Date:

Performance Page 1 of 8

Performance Bond & Payment Bond A11 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

SECTION A-11PERFORMANCE BOND

(As required by Chapter 2253, Texas Government Code)

THE STATE OF {}COUNTY OF {}

KNOW ALL MEN BY THESE PRESENTS: That we (1)a (2)

of hereafter called Principal and (3)of , State of

, hereinafter called the Surety, are held and firmly bound unto (4) of

hereinafter called Owner, in the penal sum of ($ )

Dollars in lawful money of the United Stated, to be paid in (5)

WEBB COUNTY, TEXAS

for the payment of which sum well and truly to be made, we bindourselves, our heirs, executors, administrators and successors, jointly and severally,firmly by these presents.

THE CONDITIONS OF THIS OBLIGATION is such that Whereas, the Principal enteredinto a certain Contract with (6)the Owner, dated the day of a copyof which is hereto attached and made a part hereof for the Construction of:

(hereinafter called the “Work”)

These notes refer to the numbers in body of Contract above:

Date of Bond must not be prior to Date of Contract.

(1) Correct name of Contractor.



(2) A Corporation, or Partnership or an Individual, as case may be.(3) Correct name of Surety.(4) Correct name of Owner.(5) County and State.(6) Owner.

NOW THEREFORE, if the Principals shall well, truly and faithfully perform the work inaccordance with the Plans, Specifications and Contract Documents during the originalterm thereof, and any extensions thereof which may be granted by the Owner with orwithout notice to the Surety, and if he shall satisfy all claims and demands incurred undersuch Contract, and shall fully indemnify and save harmless the Owner from all costs anddamages which it may suffer by reason of failure to do so, and shall reimburse and repaythe owner all outlay and expense which the Owner may incur in making good any default,then this obligation shall be void; otherwise to remain in full force and effect.

PROVIDED FURTHER, that if any legal action be filed upon this Bond, venue shall lieWEBB County, State of Texas, and that the said surety, for value received herebystipulates and agrees that no change, extension of time, alteration or addition to the termsof the Contract or to the work to be performed thereunder or the Specificationsaccompanying the same shall in any wise affect its obligation on this Bond, and it doeshereby waive notice of any such change, extension of time, alteration or addition to theterms of the Contract or to the work or to the Specifications.

IN WITNESS WHEREOF, this Instrument is executed in six counterparts, each one ofwhich shall be deemed an original, this the day of .

ATTEST:

(Principal) Secretary PRINCIPAL

By:

(SEAL)Address (State and Zip Code)

Witness as to Principal Telephone Number

Address (State and Zip Code)



ATTEST:

SecretarySURETY: (Surety)

(SEAL)By:

(Surety) Secretary Address (State and Zip Code)

Telephone No. (Area Code)

(SEAL)

Witness as to Surety




PAYMENT BOND(As required by Chapter 2253, Texas Government Code)

THE STATE OF {}COUNTY OF {}

KNOW ALL MEN BY THESE PRESENTS: That we (1)(2)

of hereinafter called Principal and (3) of , State of , hereinafter calledthe Surety, are held and firmly bound unto (4) of

hereinafter called Owner, and unto allPersons, Firms, and Corporations who may furnish materials for, or perform labor uponthe building or improvements hereinafter referred to in the penal sum of

($ )Dollars in lawful money of the United Stated, to be paid in (5) WEBB COUNTY,TEXAS for the payment of which sum well and truly to be made, we bind ourselves, ourheirs, executors, administrators and successors, jointly and severally, firmly by thesepresents.

THE CONDITIONS OF THIS OBLIGATION is such that Whereas, the Principal enteredinto a certain Contract with (6)the Owner, dated the day of a copyof which is hereto attached and made a part hereof for the construction of:

(hereinafter called the “Work”)

These footnotes refer to the numbers in body of contract above:

Date of Bond must not be prior to Date of Contract.

(1) Correct name of Contractor.(2) A Corporation, or Partnership or an Individual, as case may be.(3) Correct name of Surety.(4) Correct name of Owner.(5) County and State.(6) Owner.



NOW THEREFORE, if the Principals shall well, truly and faithfully perform the work inaccordance with the Plans, Specifications and Contract Documents during the originalterm thereof, and any extensions thereof which may be granted by the Owner with orwithout notice to the Surety, and if he shall satisfy all claims and demands incurred undersuch Contract, then this obligation shall be null and void; otherwise to remain in fullforce and effect.

This Bond is made and entered into solely for the protection of all claimants supplyinglabor and material in the prosecution of the work provided for in said Contract, and allsuch claimants shall have a direct right of action under the Bond as provided in Section2253.073, Texas Government Code.

PROVIDED FURTHER, that if any legal action be filed upon this Bond, venue shall lieWEBB County, State of Texas, and that no change, extension of time, alteration oraddition to the terms of the Contract or to the work to be performed thereunder or theSpecifications accompanying the same shall in any wise affect its obligation on this Bond,and it does hereby waive notice of any such change, extension of time, alteration oraddition to the terms of the Contract or to the work or to the Specifications.

PROVIDED FURTHER, that no final settlement between the Owner and the Contractorshall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied.

IN WITNESS WHEREOF, this instrument is executed in six counterparts, each one ofwhich shall be deemed an original, this the day of .

ATTEST:

(Principal) Secretary PRINCIPAL

By:


Witness as to Principal Telephone Number

(SEAL)

Surety



ATTEST:

(Surety Secretary) By:


Telephone Number

NOTE: If Contractor is Partnership, all Partners should execute Bond.



PERFORMANCE - PAYMENT BOND FORMM-24, 25, Attach. Sa

(SEAL)Individual Principal

Address (State and Zip Code) Business - Address

Telephone Number (Area Code) Telephone Number (Area Code)

ATTEST:Corporate Principal

(State and Zip Code) Business Address Name

Telephone Number (Area Code)

Address (State and Zip Code) (Affix Corporate Seal)

ATTEST:By:


SuretyCorporate

Business Address

(Affix Corporate Seal)

Telephone:



CERTIFICATE AS TO CORPORATE PRINCIPAL

I, , certify that I am the ,Secretary of the Corporation named as Principal in the within Bond; that

, who signed the said Bond on behalf of the Principal wasthen , of said Corporation; that Iknow his signature thereof is genuine; and that said Bond was duly signed, sealed, anattested for and in behalf of said Corporation by authority of its governing body.

Title

Date: (Affix Corporate Seal)

Telephone No.

The rate of premium on this Bond is per thousand. Total of premiumcharge

$

NOTE:The above must be filled in by Corporate Surety. Power-of-Attorney of personsigned for Surety company must be attached.

Certificate of Insurance A12 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

CONTRACTOR'S AND SUBCONTRACTOR'S INSURANCE

The Contractor shall not commence work under this Contract until he/she has obtained all theinsurance required under this paragraph and such insurance has been approved by the Owner, norshall the Contractor allow any subcontractor to commence work on his/her Sub-Contract until theinsurance required of the Subcontractor has been so obtained and approved.

a. Compensation Insurance: The Contractor shall procure and shall maintain during the life ofthis Contract Workmen's Compensation Insurance as required by applicable State orTerritorial law for all of his/her employees to be engaged in work at the site of the project underthis Contract and, in case of any such work sublet, the 5 Contractor shall require theSubcontractor similarly to provide Workmen's Compensation Insurance for all of the latter'semployees to be engaged in such work unless such employees are covered by the protectionafforded by the Contractor's Workmen's Compensation Insurance. In the case where any class ofemployees engaged in hazardous work on the project under this Contract and is not protectedunder the Workmen's Compensation Statute, The Contractor shall provide and shall cause eachSubcontractor to provide adequate employee's liability insurance for the protection of such ofhis/her employee as are not otherwise protected.

b. Contractor's Public Liability and Property Damage Insurance and Vehicle Liability Insurance:The Contractor shall procure and shall maintain during the life of his Contract: Contractor'sPublic Liability Insurance, Contractor's Property Damage Insurance and Vehicle LiabilityInsurance in the amount of not less than $200,000 for bodily injury, including accidental death,to any one person and an amount not less than $300,000 on account of any one occurrence:Property Damage in the amount not less than $100,000 per occurrence and $200,000 aggregate;and Vehicle Liability of $100,000 for any one person or $200,000 for each occurrence.

c. Subcontractor's Public Liability and Property Damage Insurance and Vehicle LiabilityInsurance: The Contractor shall either (1) require each of his/her Subcontractor to procure andshall maintain during the life of his /her Subcontractor, Subcontractor's Public Liability andProperty Damage Insurance and Vehicle Liability Insurance of the type and in the amountspecified in Subparagraph b. above or, (2) insure the activities of his/her Subcontractors inhis/her policy specified in Subparagraph b. above.

d. Scope of Insurance and Special Hazards: The insurance required under Subparagraph b. andc. above shall provide adequate protection for the Contractor and his/her Subcontractor's,respectively, against damage claims which may arise from operations under this Contract,whether such operations be by the insured or by any one directly or indirectly employed byhim/her and also against any of the special hazard which may be encountered in the performanceof this Contract.

e. Builder's Risk Insurance (Fire and Extended Coverage): The Contractor shall procure andshall maintain during the life of this Contract Builder's Risk Insurance (Fire and ExtendedCoverage on a 100 percent (100%) completed value basis on the insurable portion of the project.The Owner, the Contractor, and Subcontractor (as their interests may appear), shall be named asthe Insured.


f. Proof of Carriage of Insurance: The Contractor shall furnish the Owner with certificatesshowing the type, amount, class of operations covered, effective dates and dates of expiration ofpolicies. Such certificates shall also contain substantially the following statement: "TheInsurance covered by this certificate will not be cancelled or materially altered, except after ten(10) days written notice has been received by the Owner". The Owner, the Contractor, andSubcontractor (as their interests may appear), shall be named as the Insured.

g. The City of Laredo shall be named as an additional insured with respect to General Liabilityand Automobile Liability. A blanket waiver of subrogation in favor of the City of Laredo shallbe contained in the Workers Compensation, and all liability policies.


CERTIFICATE OF INSURANCE

To:CITY OF LAREDO_ Date:Owner

1110 Houston StreetLaredo, Texas 78040


This is to certify that

Name & Address of Insured and telephone number

is, at the date of this certificate, insured by this Company with respect to the businessoperations hereinafter described for the types of insurance and in accordance with theprovisions of the standard policies used by this company, and further, hereinafterdescribed. Exceptions to standard policies used by this company, and further, hereinafterdescribed. Exceptions to standard policy noted on reverse side hereof.

TYPE OF INSURANCE

Policy No. Effective Expires:

Limits of availability:

Workmen'sCompensation:

Public 1 Person: $Liability:

1 Accident: $ContingentLiability:PropertyDamage:Builder'sRisk:

Automobile:

Other:


The foregoing policies (do) (do not) cover all subcontractors

Locations covered:

Descriptions of Operations covered:

The above policies either in the body thereof or by appropriate endorsement provide that theymay not be changed or cancelled by the insurer in less than five days after the insured hasreceived written notice of such change or cancellation.

WITNESS:Contractor/Firm (Typed)

Name Signature

Address Signature (Typed)

Title:

Address

City/State/Zip Code

Telephone Number:

Fax Number

Contract Time and Liquidated Damages B01 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION BSECTION 1

CONTRACT TIME & LIQUIDATED DAMAGES


The Contract Performance for this project shall be one hundred twenty (120) calendar days defined in the Specifications under General Provisions, Division C, Section 1.

The time set forth in the proposal for the completion of the work is an essential element of the Contract. For each day under the conditions described in the preceding Paragraph that any work shall remain uncompleted after the expiration of the days specified in the Contract, together with any additional days allowed, the amount per day given in the following schedule will be deducted from the money due or to become due the Contractor, as liquidated damages for late completion of the specified work.

FOR AMOUNT OF CONTRACT

From More Than To and Including Amount of Penalty Per Day over Contract Time

$0 $100,000 $200100,000 500,000 400500,000 1,000,000 550

1,000,000 2,000,000 7002,000,000 5,000,000 8505,000,000 10,000,000 1,20010,000,000 15,000,000 1,50015,000,000 20,000,000 1,70020,000,000 Over 20,000,000 2,500

Equal Opportunity Clause B02 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION B SECTION 2

EQUAL OPPORTUNITY CLAUSE

PROJECT: Zacate Creek Channel Improvements Project

1. The Contractor will not discriminate against any employee or applicant for employment because of race, religion, color, sex or natural origin. The Contractor willtake Affirmative action to insure that applicants are employed, and that employees are treated during employment, without regard to their race, creed, color or national origin. Such action shall include, but not limited to, the following: employment, upgrading,demotion or transfer; recruitment or recruitment advertising; layoff or termination; rates of pay or other forms of compensation; and selection of training, including apprenticeship. The Contractor agrees to post in conspicuous places, available to employees and applicants for employment, notices to be provided by the contractingofficer setting forth the provisions of the non-discrimination clause.

2. The Contractor will, in all solicitations or advertisements for employees placed by or

on behalf of the Contractor, state that all qualified applicants will receive considerationfor employment without regard to race, religion, color, sex or natural origin.

3. The Contractor will send to each labor union or representative of workers with which

he has a collective bargaining agreement or other contract or understanding, a notice,to be provided by the agency contracting officer, advising the labor union or worker’srepresentative of the Contractor’s commitments under Section 202 of Executive OrderNo. 11246, as amended (3CFR 169 (1974) and shall post copies of the notice in conspicuous places available to employees and applicants for employment.

4. The Contractor will comply with all provisions of Executive Order No. 11246, as

amended, and of the rules, regulations and relevant orders of the Secretary of Labor. 5. The Contractor will furnish all information and reports required by Executive Order

No. 11246, as amended, and by the rules, regulations and orders of the Secretary of Labor, or pursuant thereto, and will permit access to his books, records and accounts by the contracting agency and the Secretary of Labor for purposes of investigation to ascertain compliance with such rules, regulations and orders.

6. In the event of the Contractor’s noncompliance with the nondiscrimination clauses of

this Contract or with any of such rules, regulations or orders, this Contract may be canceled, terminated, or suspended in whole or in part and the Contractor may be declared ineligible for further Government contracts in accordance with proceduresauthorized in Executive Order No. 11246, as amended, and such other sanctions may

Equal Opportunity Clause B02 - 2150447 – Zacate Creek Channel Improvements Project 06/20/2016

be imposed and remedies invoke as provided in Executive Order No. 11246, asamended or by rule, regulation or order of the Secretary of Labor, or as otherwise provided by law.

7. The Contractor will include the Provisions of Paragraph 1 through 7 in every

Subcontract or purchase order unless exempted by rules, regulations or orders of the Secretary of Labor issued pursuant to Section 204 of Executive Order No. 11246, asamended, so that such provisions will be binding upon each Subcontractor or Vendor. The Contractor will take such action with respect to any Subcontract or Purchase Order, as the contracting may direct as a means of enforcing such provisions, including sanctions for noncompliance: Provided, however, that in the event the Contractor becomes involved in, or is threatened with, litigation with a Subcontractor or Vendor as a result of such direction by the contracting agency, the Contractor may request the United States to enter into such litigation to protect the interest of the United States.

Wage Determination Decision B03 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION B

SECTION 3

Wage Determination Decision

State: Texas

Construction Types: Heavy and Highway

Counties: Cameron, Hidalgo and Webb Counties in Texas.

HEAVY & HIGHWAY CONSTRUCTION PROJECTS

Note: Under Executive Order (EO) 13658, an hourly minimum wageof $10.15 for calendar year 2016 applies to all contractssubject to the Davis-Bacon Act for which the solicitation wasissued on or after January 1, 2015. If this contract is coveredby the EO, the contractor must pay all workers in anyclassification listed on this wage determination at least$10.15 (or the applicable wage rate listed on this wagedetermination, if it is higher) for all hours spent performingon the contract in calendar year 2016. The EO minimum wage ratewill be adjusted annually. Additional information on contractorrequirements and worker protections under the EO is availableat www.dol.gov/whd/govcontracts.

Modification Number Publication Date0 01/08/2016

* SUTX2011-003 08/02/2011

Rates Fringes

CEMENT MASON/CONCRETE FINISHER (Paving & Structures)...$ 12.46

FORM BUILDER/FORM SETTER (Structures).....................$ 12.30

FORM SETTER (Paving & Curb)......$ 12.16

LABORER Asphalt Raker...............$ 10.61 Flagger.....................$ 9.10


Laborer, Common.............$ 9.86 Laborer, Utility............$ 11.53Pipelayer...................$ 11.87 Work Zone Barricade Servicer....................$ 12.88

POWER EQUIPMENT OPERATOR: Asphalt Distributor.........$ 13.48 Asphalt Paving Machine......$ 12.25 Broom or Sweeper............$ 10.33 Crane, Lattice Boom 80 Tons or Less................$ 14.39 Crawler Tractor.............$ 16.63 Excavator, 50,000 lbs or less........................$ 12.56 Excavator, over 50,000 lbs..$ 15.23 Foundation Drill, Truck Mounted.....................$ 16.86 Front End Loader Operator, Over 3 CY...................$ 13.69 Front End Loader, 3 CY or less........................$ 13.49 Loader/Backhoe..............$ 12.77 Mechanic....................$ 15.47Milling Machine.............$ 14.64 Motor Grader Operator, Rough.......................$ 14.62 Motor Grader, Fine Grade....$ 16.52 Scraper.....................$ 11.07

Servicer.........................$ 12.34

Steel Worker (Reinforcing).......$ 14.07

TRUCK DRIVER Lowboy-Float................$ 13.63 Single Axle.................$ 10.82 Single or Tandem Axle Dump..$ 14.53 Tandem Axle Tractor with Semi Trailer................$ 12.12

WELDER...........................$ 14.02 ----------------------------------------------------------------

WELDERS - Receive rate prescribed for craft performingoperation to which welding is incidental.


================================================================

Unlisted classifications needed for work not included withinthe scope of the classifications listed may be added afteraward only as provided in the labor standards contract clauses(29CFR 5.5 (a) (1) (ii)).

----------------------------------------------------------------

The body of each wage determination lists the classificationand wage rates that have been found to be prevailing for thecited type(s) of construction in the area covered by the wagedetermination. The classifications are listed in alphabeticalorder of "identifiers" that indicate whether the particularrate is a union rate (current union negotiated rate for local),a survey rate (weighted average rate) or a union average rate(weighted union average rate).

Union Rate Identifiers

A four letter classification abbreviation identifier enclosedin dotted lines beginning with characters other than "SU" or"UAVG" denotes that the union classification and rate wereprevailing for that classification in the survey. Example:PLUM0198-005 07/01/2014. PLUM is an abbreviation identifier ofthe union which prevailed in the survey for thisclassification, which in this example would be Plumbers. 0198indicates the local union number or district council numberwhere applicable, i.e., Plumbers Local 0198. The next number,005 in the example, is an internal number used in processingthe wage determination. 07/01/2014 is the effective date of themost current negotiated rate, which in this example is July 1,2014.

Union prevailing wage rates are updated to reflect all ratechanges in the collective bargaining agreement (CBA) governingthis classification and rate.

Survey Rate Identifiers

Classifications listed under the "SU" identifier indicate thatno one rate prevailed for this classification in the survey and


the published rate is derived by computing a weighted averagerate based on all the rates reported in the survey for thatclassification. As this weighted average rate includes allrates reported in the survey, it may include both union andnon-union rates. Example: SULA2012-007 5/13/2014. SU indicatesthe rates are survey rates based on a weighted averagecalculation of rates and are not majority rates. LA indicatesthe State of Louisiana. 2012 is the year of survey on whichthese classifications and rates are based. The next number, 007in the example, is an internal number used in producing thewage determination. 5/13/2014 indicates the survey completiondate for the classifications and rates under that identifier.

Survey wage rates are not updated and remain in effect until anew survey is conducted.

Union Average Rate Identifiers

Classification(s) listed under the UAVG identifier indicatethat no single majority rate prevailed for thoseclassifications; however, 100% of the data reported for theclassifications was union data. EXAMPLE: UAVG-OH-001008/29/2014. UAVG indicates that the rate is a weighted unionaverage rate. OH indicates the state. The next number, 0010 inthe example, is an internal number used in producing the wagedetermination. 08/29/2014 indicates the survey completion datefor the classifications and rates under that identifier.

A UAVG rate will be updated once a year, usually in January ofeach year, to reflect a weighted average of the currentnegotiated/CBA rate of the union locals from which the rate isbased.

----------------------------------------------------------------

WAGE DETERMINATION APPEALS PROCESS

1.) Has there been an initial decision in the matter? This canbe:

* an existing published wage determination* a survey underlying a wage determination* a Wage and Hour Division letter setting forth a position on

a wage determination matter* a conformance (additional classification and rate) ruling


On survey related matters, initial contact, including requestsfor summaries of surveys, should be with the Wage and HourRegional Office for the area in which the survey was conductedbecause those Regional Offices have responsibility for theDavis-Bacon survey program. If the response from this initialcontact is not satisfactory, then the process described in 2.)and 3.) should be followed.

With regard to any other matter not yet ripe for the formalprocess described here, initial contact should be with theBranch of Construction Wage Determinations. Write to:

Branch of Construction Wage DeterminationsWage and Hour DivisionU.S. Department of Labor200 Constitution Avenue, N.W.Washington, DC 20210

2.) If the answer to the question in 1.) is yes, then aninterested party (those affected by the action) can requestreview and reconsideration from the Wage and Hour Administrator(See 29 CFR Part 1.8 and 29 CFR Part 7). Write to:

Wage and Hour AdministratorU.S. Department of Labor200 Constitution Avenue, N.W.Washington, DC 20210

The request should be accompanied by a full statement of theinterested party's position and by any information (wagepayment data, project description, area practice material,etc.) that the requestor considers relevant to the issue.

3.) If the decision of the Administrator is not favorable, aninterested party may appeal directly to the AdministrativeReview Board (formerly the Wage Appeals Board). Write to:

Administrative Review BoardU.S. Department of Labor200 Constitution Avenue, N.W.Washington, DC 20210

4.) All decisions by the Administrative Review Board are final.================================================================

END OF GENERAL DECISION

Inspection by City B04 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION B

SECTION 4

INSPECTION BY CITY


The work covered by these Specifications shall at all times be subject to inspection by theCity of Laredo (City) authorized inspectors.

The Contractor shall furnish the City Inspector with every reasonable facility forascertaining whether the work performed is substandard and deviates from therequirements of the plans and specifications. The City Inspector shall have the authorityto halt the construction of any portion of the work not meeting requirements until suchtime as said work has been corrected to the satisfaction of the Inspector and the Engineer.

City’s normal working hours are Monday through Friday, not including Saturdays,Sundays, or legal holidays observed by the City from 8:00 A.M. to 5:00 P.M. Thecontractor shall notify the City at least twenty-four (24) hours in advance for any workthat is to be scheduled beyond the limits of the City’s working hours, and the Contractorshall not begin any such work scheduled unless proper inspection and/or testing has beenpre-arranged with the City, with the cost for such inspection beyond the City’s workinghours borne by the Contractor. However, should the City opt to expedite a project andchooses a calendar day contract for such endeavor, the City will bear the 8:00 A.M.to 5:00 P.M. inspection cost only, and the contractor pays for time beyond the city’sworking hours limit.

Payment due for overtime inspection is expected to be processed timely, otherwisethe City may elect to deduct said amount due from the contractor’s monthlyestimate. See Section C-9.02 Scope of Payment.

Project Sign B05 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION B

SECTION 5

PROJECT SIGN The general contractor shall erect two (2) signs, unless otherwise noted by the City Engineers, atthe project site identifying the project and indicating that the City of Laredo is participating in the development of the project.

The project signs shall be substantially in accordance with the drawing printed on the following page and shall be made from ¾ inch plywood, placed in a prominent location and maintained in good condition until completion of the project.

THE CONTRACTOR SHALL REMOVE AND DISPOSE OF THE PROJECT

CONSTRUCTION SIGN WHEN THE WORK HAS BEEN COMPLETED

Project Sign B05 - 2150447 – Zacate Creek Channel Improvements Project 06/20/2016

Project Sign

CITY OF LAREDO, TEXAS“Zacate Creek Channel Improvements Project”

Honorable Pete Saenz, Mayor Juan Narvaez Mayor Pro-Tempore Roque Vela, Jr. Council MemberRudy Gonzalez, Jr. Council Member Charlie San Miguel Council MemberVidal Rodriguez Council Member George Altgelt Council MemberAlejandro Perez, Jr. Council Member Roberto Balli Council Member

Jesus Olivares, City Manager(956) 791-7300

John Porter, CFM, CPM, REMActing Director of Environmental Services(956) 791-7346

LNV, Inc.6010 McPherson, Suite 110Laredo, Texas 78041956-462-5511

Contractor’s NameAddressCity, State, Zip CodeTelephone NumberFax Number

NOTE: Signs are to be installed in ground on 4” x 4” postsBlue borders White backgroundRed letterTwo (2) project signs are required - 4’ x 8’

CONTRACTOR TO REMOVE SIGNS UPON COMPLETION OF PROJECT

Illegal Dumping B07 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DIVISION B

SECTION 7

ILLEGAL DUMPING

The general contractor shall not dispose of any material whatsoever taken from theproject site, onto any areas not considered to be legal dump sites. Materials such asbroken concrete, asphalt, rebar, trash, etc. are to be disposed of properly, i.e. at the citylandfill or as directed by the city engineer. Unless otherwise noted, no material,including dirt, is to be dumped or place into an existing creek or channel.

The general contractor is hereby instructed to contact John Porter at the CityEnvironmental Dept. at 956-794-1650 for additional information on illegal dumping cityordinances.

*Building construction debris should be hauled to the Landfill only by a franchisedhauler.

Definition of Terms C01-1150447 – Zacate Creek Channel Improvements Project 6/20/2016

DEFINITION OF TERMS

C-1.01 DEFINITION OF TERMS:

Whenever the terms defined herein occur on the Plans, in any other documents or instrument herein contemplated or to which the Specifications apply, the intent and meaning shall be as follows:

C-1.02 OWNER: (Or Party of the First Party):

The individual, firm corporation or the political subdivision for whom the facilities covered by these Plans and Specifications are to be constructed.

C-1.03 CONTRACTOR: (Or Party of the Second Part):

The individual, firm or corporation with whom the Contract is made by the Owner.

C-1.04 ENGINEER:

City Engineer employed by the Owner, or such other Engineer, or Supervisor authorized by the City Engineer or the Owner to act on their behalf.

C-1.05 CONSULTANT:

Licensed Engineer or Architect employed by the Owner, and authorized by the City Engineer or the Owner to act on their behalf. The decisions by the City Engineer are final.

C-1.06 BIDDER:

An individual, firm or corporation submitting a proposal.

C-1.07 SUPERINTENDENT:

An authorized representative of the Contractor.

C-1.08 INSPECTOR:

An authorized representative of the Owner and Engineer

C-1.09 LABORATORY:

A testing laboratory approved by the Owner and Engineer.


C-1.10 CONTRACT:

The Agreement between the Owner and the Contractor covering the furnishing of all materials and labor necessary to complete the work and consisting of the Plans and Specifications, together with such supplemental agreements as may be made from time to time.

C-1.11 WORKING DAY:

A “Working Day” is defined as any day not including Saturdays, Sundays, or any legal holidays, observed by the City of Laredo, in which weather or other conditions, not under the control of the Contractor, will permit construction of the principal units of work for a continuous period of not less than seven (7) hours. If the contractor opts to work on Saturday, Sunday, or legal holiday requiring construction inspection, said days are considered working days and charged to the contract time, and the cost for such inspection borne by the contractor.

C-1.12 WORK:

All structures, services, machinery, equipment, or other facilities that are described in the Plans and Specifications together with such additions or modifications as may be ordered by the Owner from time to time.

C-1.13 WORK, ORDER, OR NOTICE TO PROCEED:

A document authorized by the Owner and issued by the Engineer directing the Contractor to proceed on all or part of the work and a specified date.

C-1.14 CHANGE ORDER:

A supplemental agreement adding to or modifying the Contract, including such additional Plans and Specifications as necessary to properly describe the required change.

C-1.15 SURETY:

The corporate body which is bound with the Contractor for the faithful performance of the work covered by the Contract.

C-1.16 PLANS:

The drawings published by the Engineer showing the locations, character, dimensions and details of the work which are part of the Contract.


C-1.17 SPECIFICATIONS:

The directions, provisions and requirements contained herein pertaining to the method and manner of performing the work, or to the quantities, or to the qualities of materials to be furnished under the Contract. The term “Specifications” shall be deemed to include the Contract Documents, the Special Provisions, the General Provision, and the Technical Provisions as contained herein, together with all supplemental agreements and change orders. Specifications are part of the Contract. Plans take precedence over Specifications if in conflict.

C-1.18 CALENDAR DAYS:

A “Calendar Day” is defined as any day of the week inclusive of Saturdays, Sundays, and legal holidays.

C-1.19 INSPECTION:

The periodic on site review of the progress of project construction, may be referred to as progress, pre-final, or final inspection, but in each case of inspection a “punch-list” of items requiring varying degrees of further work is prepared.

C-1.20 PROJECT ACCEPTANCE:

Condition resulting when all items of construction are complete, inspected for completion by inspector and engineering staff and approved by City Council.

Note: Items of construction may be approved by inspector and engineering staff as constructed in place for contractor progress payment purposes, but final acceptance of project is by City Council action.

Definitions of Abbreviations C02 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

DEFINITION OF ABBREVIATIONS

C-2.01 DEFINITION OF ABBREVIATIONS:

Whenever the abbreviations defined herein occur on the Plans, in the Specifications, Contract, Bond, advertisement, Proposal, or in any other Instrument herein contemplated or to which the Specifications apply or may apply, the intent and meaning shall be as follows:

A.S.H.O American Association of State Highways OfficialHP HorsepowerK.W. KilowattAm. or Amp. AmpereKVA KilovoltA.S.T.M. American Society for Testing MaterialsIn. or " Inch or InchesLin. LinearAsph. AsphaltLb. or # PoundAve. AvenueA.W.W.A. American Waterworks AssociationMax. MaximumMin. MinimumMH ManholeI.P. Iron PinB & S. Bell and SpigotMono. MonolithicBlvd. BoulevardNo. NumberB.T.U. British Thermal Unit% PercentB.M. Bench MarkPL Property LineC.I. Cast IronR. RadiusC.C.C. Center to CenterRein. Reinforced or reinforcingC/G Curb & GutterC.L. Center LineV.G. Valley GutterCon. or Conc. ConcreteRem. RemoveC.S.P. Concrete Sewer PipeRep. Replace

Definitions of Abbreviations C02 - 2150447 – Zacate Creek Channel Improvements Project 06/20/2016

C.M. Circular MilR.C.S.D.P. Reinforced Concrete Storm Drain PipeC.F.M. Cubic Feet per MinuteC.O. CleanoutR.P.M. Revolutions per minuteCond. Conduit MinuteCorr. CorrugatedROW or R of W Right of WayCu. CubicVol. VolumeCulv. CulvertS.S. Sanitary SewerDia. DiameterS.D. Storm DrainD.S. Double StrengthSq. SquareDr. DrivewayStd. StandardElev. or El. ElevationT.H.D. Texas Highway DepartmentF. FahrenheitV.C.P. Vitrified Clay PipeFt. or ' Foot or FeetV VoltGal. GallonYd. YardS.O.P . Secretaria de Obras Publicas (Mexican Secretaries

of Public Works)Tex. D.O.T., or TxDOT Texas Department of Transportation

Instruction to Bidders C03 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

INSTRUCTION TO BIDDERS

C-3.01 EXAMINATION OF PLANS, SPECIFICATIONS, SPECIAL PROVISIONS,AND SITE OF WORK:

Submission of a Proposal shall constitute prima facie evidence that the Bidder has carefully examined the site of the proposed work, the Proposal, Contract Forms, Plans and Specifications, and has satisfied himself as to the character, quality, and quantity of work to be performed, materials to be furnished, and as to the requirements of these Specifications, Special Provisions, and Contract.

Any information on the Plans or in the Specifications as to the soil, or material borings, or tests of existing materials, or location of existing utilities is for the convenience of the Bidder. The accuracy of the information is not guaranteed, and no claims for extra work or damages will be considered if it is found during construction that the actual conditions or locations vary from those indicated on the Plans or in the Specifications.

C-3.02 INTERPRETATION OF ESTIMATES:

Any estimate of quantities of work to be done and materials to be furnished in the proposal or on the Plans is given only as a basis of comparison of Proposals and the Award of the Contract. Such estimate is the result of careful calculation and is believed to be correct, but the Owner does not expressly, or by implication, agree that the actual quantities involved will correspond exactly therewith, nor shall the Bidder plead misunderstanding or deception because of such estimate of quantities, or of the character, location or other conditions pertaining to the work. Payment to the Contractor under unit price contracts will be made only for the actual quantities of work performed or materials furnished in accordance with the Plans and Specifications, and it is understood that the quantities may be increased or diminished as hereinafter provided without in any way invalidating the unit bid prices.

C-3.03 PREPARATION OF PROPOSAL:

The Bidder shall submit his proposal on the forms furnished by the Owner. All blank space in the proposal form shall be filled in for each and every item for which quantity is given, and the Bidder shall state the price (typed, or written in ink, both in words and numerals for which he proposed to do each item of work. In case of conflict between words and numerals, the words will govern.

The Proposal shall be signed in ink by the person or persons making, or authorized to make the bid. If the Proposal is offered by an individual, his name and post office address shall be given. If the proposal is offered by a firm or partnership, the name and post office address of each member of the firm or


partnership shall be given. If the Proposal is offered by a corporation, the name and title of the person signing the Proposal, and the post office address of thecorporation shall be given.

Any person signing a Proposal as agent must file with the Owner legal evidence that he has the authority to do so, and that the signature is binding upon the firm or corporation.

C-3.04 REJECTION OF PROPOSAL:A Proposal showing any alterations or of words or figures, erasures, additions not called for, alternate bids not called for, incomplete bids, condition bids, or proposals not accompanied by proposal guaranty as required, will be considered as an irregular bid and may be rejected. The Owner reserves the right to waive technicalities as to changes, alterations, or reservations, and to make the award to the best interest of the Owner.

C-3.05 PROPOSAL GUARANTY:

Each Proposal shall be accompanied a certified check, cashier’s check or bid bond in the amount of five (5%) percent of the total amount bid. Checks shall be made payable unconditionally to the Owner.

C-3.06 DELIVERY OF PROPOSAL:

Each Proposal must be an original and must be sealed, together with the proposal guaranty, in an envelope plainly marked with the name of the project as shown on the Notice to Bidders, and the name and address of the Bidder. When submitted by mail, this envelope shall be placed in another envelope addressed as indicated in the Notice to Bidders.

Only those proposals actually in the hands of the designated official at the time set in the Notice to Bidders shall be considered. Proposals submitted by telephone, telegraph or fax, will NOT be considered.

C-3.07 WITHDRAWAL OF PROPOSAL:

A Bidder may withdraw his proposal provided he submits to the official designated to receive bids his request in writing to do so prior to the time set for opening of proposals.

C-3.08 PUBLIC OPENING OF PROPOSALS:

Proposals will be publicly opened and read aloud at the time and place set in the Notice to Bidders.


C-3.09 COMPETENCY OF BIDDERS:

Before any Contract is awarded, the Owner may require the Bidder to furnish a complete statement of his financial resources. His experience in similar work, his equipment available for the work proposed, or any other information necessary to establish his competency and reliability as a Contractor.

C-3.10 DISQUALIFICATION OF BIDDER:

Any of the following causes may be considered as sufficient for the disqualification of the Bidder and the rejection of his Proposal:

More than one proposal for the same work from an individual or corporation under the same of different name.Evidence of collusion among Bidders.

An unbalanced Proposal.

Failure to submit a unit price for each item of work shown on the Proposal.

Lack of competency as revealed by the financial statement, experience record, or plant and equipment statement furnished.

Lack of responsibility as shown by past work judged from the standpoint of workmanship and progress.

Uncompleted work which, in the judgment of the Owner, might hinder or prevent the prompt completion of additional work if awarded.

Being in arrears on existing Contracts.

Having defaulted on a previous Contract.

C-3.11 MATERIALS GUARANTY:

Before any Contract is awarded, the Owner may require the Bidder to furnish a complete statement of the origin, composition or manufacturer of any and all materials proposed to be used in the work, together with samples, which may be subjected to tests to determined their quality and fitness for the work.

Award and Execution of Contract C04 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

AWARD AND EXECUTION OF CONTRACT

C-4.01 CONSIDERATION OF PROPOSALS:

For the purpose of award, after the proposals are opened and read, the bids considered the most advantageous to the Owner will be carefully studied. The bids will then be compared and the results made public. Until the award of the Contract is made, the Owner reserves the right to reject any or all proposals, to waiver technicalities, to advertise for new proposals, or to proceed to do the work otherwise when the best interests of the Owner will be thereby promoted.

C-4.02 AWARD TO CONTRACT:

Contract will not be awarded until the necessary investigations as to the competency of the low bidder are made. Award of Contract will be made by the Owner, upon recommendation by the Engineer, to the lowest responsible bidder meeting the requirements of the Owner. Award of Contract will be made within sixty (60) days after the opening of proposals, unless stated otherwise in the Notice to Bidders.

C-4.03 RETURN OF PROPOSAL GUARANTIES:

As soon as the proposal price has been compared the Engineer may, at his discretion, return the proposal guaranties accompanying in those proposals which, in his judgment, will not be considered in making the award. When award is made, the successful bidder’s proposal guaranty only will be retained until after Contract and Bond have been executed.

C-4.04 PERFORMANCE AND PAYMENT BOND:

With ten (10) days after Notification of Award of Contract, the successful bidder shall execute and file with the Owner a separate surety and payment bond as required by Chapter 93 of the Acts of the Regular Session of the 56th Legislature of Texas, in the full amount of the contract price as a guarantee of the faithful performance of the Contract and payment of all obligations which may be incurred for material and labor used in the work. Bonds shall be executed by a surety company authorized to do business in the State of Texas on the bond forms provided in these Documents. Any surety shall be subject to the approval of theOwner.

C-4.05 EXECUTION OF CONTRACT:

Within ten (10) days after Notification of Award of contract, the successful bidder shall sign and place in the hands of the Owner the necessary agreement entering into a Contract with the Owner.


C-4.06 NOTICE TO PROCEED:

The Notice to Proceed shall be issued within ten (10) days of the execution of the Agreement by the City provided that the Contractor has properly executed and submitted all Documents required by the City of Laredo within the same period of time. Should there be reasons why the Notice to Proceed cannot be issued within such period, the time may be extended by mutual agreement between the City and Contractor. If the Contractor has submitted all Documents required and the Notice to Proceed has not been issued within the ten (10) day period or within the time extension, the Contractor may terminate the Agreement without further liability on the part of either party. Furthermore, should the Contractor fail to execute all the requirements within this same ten (10) days period or within the time extension, the City may terminate the Agreement.

C-4.07

The City of Laredo may make such investigations as he deems necessary to determine the ability of the Bidder to perform the work, and the Bidder shall furnish to the City all such information and data for this purpose as the City may request.

C-4.08 APPROVAL OF CONTRACT:

No Contract shall be binding upon the Owner until it has been signed by the Owner and returned to the Contractor.

C-4.09 FAILURE TO EXECUTE CONTRACT:

Failure to comply with any of the requirements of these Specifications, to execute Contract within ten (10) days after notification of work, or to furnish surety as required, shall be just cause for the annulment of the award. In case of annulmentof award, the proposal guaranty shall become the property of the Owner, not as penalty, but as a liquidated damage.

C-4.10

After the Notice to Proceed is issued, the Owner shall provide the Contractor with three (3) complete sets of Plans and Specifications for Contractor’s use during construction. In the case that additional sets are required, the Contractor shall make arrangements to obtain the extra sets at his own expense.

C-4.11 RESPONSE TIME DURING THE PROSECUTION OF THE PROJECT:The contractor shall furnish the owner with three (3) local telephone numbers where contractor or a responsible representative of contractor can be reached at


any and all time during the prosecution of this project, and especially during weekends or holidays. Failure of contractor to respond to any such emergency which causes city personnel, equipment and materials to be used in such emergency will result in the contractor being charged an amount which shall be twice the cost incurred by the City in using personnel, equipment and materials to handle such emergency due to failure of the contractor to do so, and, in addition, the contractor will be charged a penalty of $500.00 for each emergency to which it does not respond. In this connection, “failure to respond” means the failure of the contractor to respond to telephone calls from the relevant staff or owner.

C4-12 – MOBILIZATION AND DEMOBILIZATION

Mobilization shall include all activities and associated costs for transportation of contractor’s personnel, equipment, and operating supplies to the site; establishment of offices, buildings, and other necessary general facilities for the contractor’s operations at the site and premiums paid for insurance, performance and payment bonds, as applicable; and demobilization for site cleanup of offices, buildings, and other facilities assembled on the site specifically for this contract.

This work includes mobilization and demobilization required by the contract at the time of award and which lump sum amount shall not be more than 5% of the adjusted contract amount of the project.

Payment will be made as the work proceeds up to 90% of the lump sum amount after presentation of paid invoices or documentation of direct costs by the contractor showing specific mobilization and demobilization costs and supporting evidence of the charges. The balance will be included in the final contract payment.

Scope of Work C05 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

SCOPE OF WORK

C-5.01 INTENT OF PLANS AND SPECIFICATIONS:

It is the intent of the Plans and Specifications to describe the complete work to be performed under the Contract. Except as provided on the Plans or in the Specifications, it is also the intent that the Contractor shall furnish all materials, supplies, tools, equipment, labor and incidentals necessary to complete the work.

C-5.02 CHANGES AND INCREASED OR DECREASED QUANTITIES OF WORK:

The Owner has the right to make such changes and alterations in the Plans or in the quantities of work as he may consider necessary or desirable, and such changes and alterations shall not be considered as a waiver of any condition of the Contract, nor shall they invalidate any provision thereof. The Contractor shallperform the work as increased or decreased, and no allowance will be made for anticipated profits.

Payment to the contractor will be made for the actual quantities of work done and materials furnished at the unit prices as set forth in the Contract, except as follows:

When the total cost of work to be done, or of materials to be furnished, is more than one hundred and twenty-five 125 percent of the total contract price for the items stated in the Proposal, then either party to the Contract, upon demand, shall be entitled to a revised consideration on that portion of the work above one hundred and twenty-five (125%) percent of the total contract price stated in the Proposal.

When the total cost of work to be done, or of materials to be furnished, is less than seventy-five (75%) percent on the total contract price for the items stated in the Proposal, then either party to the Contract, upon demand, shall be entitled to a revised consideration on the work actually done.

Revised consideration shall be determined by supplemental agreement between the parties, which supplemental agreement shall be included with, and shall become a party of, the Contract.

C-5.03 OMITTED ITEMS:

The Owner may, in writing, order the omission from the work of any item found unnecessary to the project. Such omission shall be subject to all provisions of Par.C-5.02.


C-5.04 EXTRA WORK:

When the proper completion of the project requires work for which no quantities or prices were shown in the Proposal, such work shall be called “EXTRA WORK” and shall be performed by the Contractor when so directed in writing by the Owner. “EXTRA WORK” shall be performed in accordance with these Specifications and as may be directed by the Engineer.

Prices for extra work shall be itemized and covered by a supplement agreement submitted by the Contractor and approved by the Owner prior to the starting of such work.

Claims for extra work not authorized in writing by the Owner prior to the performance thereof will be rejected.

C-5.05 MAINTENANCE OF TRAFFIC:

When the work requires partial or complete closing of any driveway, alley, street, or roadway, the Contractor shall so schedule and prosecute his work that traffic will be hindered to a minimum.

C-5.06 REMOVAL AND DISPOSAL OF STRUCTURES AND OBSTRUCTIONS:

All structures and/or obstructions on the site of the work, which are not to remain in place or which are not to be used in the new construction shall be removed as directed by the Engineer. Such items of removal are not listed in the Proposal will not be paid for as separate items; the cost of doing such work shall be included in the unit price bid for other items.

C-5.07 TOOLS AND ACCESSORIES:

When special wrenches, gauges, or other special tools or accessories are required to properly maintain and operate any machine or equipment furnished under this Contract, the furnishing of such tools and accessories shall be deemed to have been included in the Contract and they shall be furnished by the Contractor without extra cost to the Owner.

C-5.08 GUARANTEES:

All structural, mechanical and electrical equipment or instrument shall be guaranteed against mechanical and physical defects, leakage, breakage, or other damage occurring during normal operation for a period of one (1) year after such equipment or instruments have been accepted by the Owner. The Contractor shall promptly repair or make good, at his own expense, any defect in such equipment or instruments.


C-5.09 GENERAL GUARANTEE:

All work included in the Contract shall be guaranteed against faulty material or workmanship for a period of one (1) year after the work has been accepted by the Owner.

Neither final acceptance of the work, nor final payment thereof, nor occupancy and use of the work by the Owner shall constitute a waiver of the Owner’s right to require the Contractor to repair or make good any such faulty materials or workmanship.

C-5.10 FINAL CLEANING UP:

Upon completion of the work and before acceptance and final payment will be made, the Contractor shall remove from the site all machinery, equipment, tools, and materials and shall dispose of all rubbish, temporary structures, and surplus backfill. The site shall be left in a neat and presentable condition throughout. Any land area, driveway, sidewalk, alley, street or road (concrete or asphalt) which has been cut or disturbed during the prosecution of the work shall be repaired at the Contractor’s expense to a condition at least as good or better as originally existed.

C-5.11 EXISTING STRUCTURES:

The Plans show the locations of all known surfaces and subsurface structures. However, the exact location of gas mains, water mains, conduits, sewer etc., is unknown and the Owner assumes no responsibility for failure to show any of these structures on the Plans or to show them in their exact location. It is mutually agreed 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 necessitates, or requires the building of special work, provision for which is not made in the Plans and Proposal, in which case the provisions in these Specifications for extra work shall apply.

Control of Work and Materials C06 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

CONTROL OF WORK AND MATERIALS

C-6.01 AUTHORITY OF ENGINEER:

The work will be observed, tested and inspected by the Engineer, and performed to his satisfaction, in accordance with the Contract, Plans and Specifications. The Engineer will decide all questions which may arise as to the quality and acceptability of materials furnished and work performed, as to the manner of performance and rate of progress of said work, as to the interpretation of the Plans or Specifications relating to the work, as to the fulfillment of the Contract on the part of the Contractor and to the rights of different Contractors on the project.

The decisions of the City Engineer will be final.

C-6.02 CITY ENGINEER AS REFEREE:

The City Engineer will act as referee in all questions, arising under the terms of the Contract between the parties thereto, and his decisions shall be final and binding.

C-6.03 ADEQUACY OF DESIGN:

It is understood that the Owner selected the Engineer named herein to prepare the Plans and Specifications, and all supplements thereto, and it is agreed that the Owner will be responsible for the adequacy of the design, sufficiency of the Plans and Specifications, and safety of structures, provided the Contractor has complied with said Plans and Specifications, all modifications thereof, and additions and alterations thereto approved by the Engineer. The burden of proof shall be upon the contractor to show that he has fully complied with the Plans and Specifications, all modifications thereof, and all additions and alterations thereof.

C-6.04 PLANS:

Plans will show the lines, grades, cross sections, details and general features of the work. Where shop drawings or working drawings are required, they shall be furnished by the Contractor and approved by the Engineer. Authorized alterations to the Plans will be endorsed on approved copies of the Plans or shown on supplementary sheets.

The approval by the Engineer of the Contractor’s shop drawings or working drawings will not relieve the Contractor of any responsibility under the Contract.

The Contractor shall furnish the Engineer with such blue print copies of shop drawings or working drawings as may be required for approval and for the purposes of supervision.


The contract price shall include the cost of furnishing all such prints.

C-6.05 CONFORMITY WITH PLANS:

The finished work shall conform with the lines, grades, cross sections, details and dimensions shown on the Plans. Such deviations from the Plans as may be required will, in all cases, be determined by the Engineer and authorized in wiring.

C-6.06 COORDINATION OF PLANS AND SPECIFICATIONS AND SUPPLEMENTAL AGREEMENTS:

The Plans, Specifications, and supplemental agreements are essential parts of the Contract, and a requirement occurring in one is as binding as though occurring in all. In case of disagreement, Plans shall govern over “Technical Provisions,” and “Special Provisions” shall govern over “Technical Provisions.” The Contractor shall not take advantage of any apparent error or omission on the Plans or Specifications. In the event the Contractor discovers any apparent error or discrepancy, he shall immediately call upon the Engineer for his interpretation and decision, and such decision shall be final.

C-6.07 COOPERATION OF CONTRACTOR:

The Contractor shall give the work the constant attention necessary to facilitate the progress thereof and shall cooperate with the Engineer and with other Contractors in every way possible.

The Contractor shall have on the work at all times, a satisfactory and competent English-speaking Superintendent, authorized to receive order, and act for him as his agent. The Contractor shall designate to the Engineer in writing the name of such Superintendent, and the designated Superintendent may not be removed from the work without the written permission of the Engineer.

C-6.08 CONSTRUCTION STAKES:

The Contractor shall furnish and set at his own expense any and all construction stakes and blue tops as seems necessary for the satisfactory prosecution of the work.

Any missing construction stakes which have been destroyed by the different utility companies, vandals and/or the contractor at the time of construction will be replaced by the contractor at this own expense.


The Engineer may, at his option, make spot or complete checks on all constructionalignment and grades to determine the accuracy of the contractor’s survey work. These checks, however, will not relieve the Contractor of his responsibility of constructing the work to the lines and grades as shown on the plans or approved change orders. Computations, sketches, and other drawings used in the design and layout of this project will be made available to the Contractor, however these items will not relieve the contractor of his responsibility.

C-6.09 QUANTITIES OF MATERIALS:

It shall be the responsibility of the Contractor to verify all quantities of materials shown on the Plans before ordering such materials. Payment is provided for acceptable materials, and materials rejected due to improper fabrication or excess quantity or other reasons within the control of the Contractor will not be paid for regardless of the quantities or dimension shown on the Plans.

C-6.10 APPROVAL OF MATERIALS:

The sources of supply of materials shall be subject to the approval of theEngineer. Representative samples of materials proposed for use shall be submitted, if required, for examination and testing by an independent testing laboratory selected by the City.

Results obtained from testing such samples may be used for preliminary approval, but will not be used as final acceptance of materials. All materials proposed for use may be inspected or tested at any time during their preparation or use.

If at any time, it is found that sources of supply which have been approved do not furnish a product of uniform quality, or if the product becomes unacceptable at any time, the Contractor shall furnish approved material from another source.

Any material, which after approval has for any reason become unfit for use, shall not be incorporated into the work.

C-6.11 SAMPLES AND TESTS:

Samples and testing procedures shall conform to the requirements of appropriate designations of the American Association of State Highway Officials or the American Society for Testing Materials.

Test for determining the fitness of materials; tests for the purpose of obtaining preliminary approval of materials; tests for determining concrete mixes will be at the expense of the Contractor. Tests for the actual control of the work, such as soil compacting tests and concrete compressive strength test, will be at the expense of the Owner. Any and all retesting because of failure in soil compaction


or concrete compressive strength tests shall be done at the expense of the Contractor. Tested and accepted subgrade shall be covered and protected with the flexible base within a maximum of seven (7) days. Tested and accepted flexible base shall be primed and cured a minimum of seventy two (72) hours and shall be cured with asphalt within seven (7) days. Failure to comply with the seven (7) days limitations may result in the need for re-testing at the Contractors expense depending on weather conditions and at the discretion of the Engineer. The Contractor shall provide such facilities as the Engineer may require for conducting field tests and collecting and forwarding samples. All sampling and testing shall be under the control of the Engineer and shall be done in laboratories approved by him.

C-6.12 STORAGE:

Materials shall be stored as to insure the preservation of the quality and fitness for the work. Material which is not, in the opinion of the Engineer, properly stored and protected will not be included as material in hand in the estimates.

C-6.13 AUTHORITY AND DUTIES OF INSPECTORS:

Inspectors employed by the Owner shall be authorized to inspect all work done in any part of the project and all preparation, fabrication, or manufacturer of the materials to be used.

The Inspector shall be authorized to call to the attention of the Contractor any failure of the work or materials to conform to the Specifications or the Plans. He will in no case act as foreman or perform other duties for the Contractor, nor shall he interfere with the management of the work. In the event the Contractor does not comply with the requirements of the Owner and the Engineer, he may stop all work until the non-compliance is corrected.

If the progress of the work becomes unduly delayed because of negligence on the part of the Contractor, the Inspector shall notify the Owner and the Engineer, who may require the Contractor to give reasons for the delay. If it is found that the Contractor is at fault, then it is the prerogative of the Owner to demand correction.

Inspection as provided herein shall not relieve the Contractor from any obligation to perform the work in conformity with the requirements of the Plan and Specifications. No Inspector shall be authorized to revoke, alter, enlarge or release any requirements of the Plans and Specifications, or to issue instructions contrary to the Plans and Specifications, or to approve or accept any portion of the work.

The Contractor shall furnish every reasonable facility for ascertaining whether or not the work is performed in accordance with the Plans and Specifications.


No backfill shall be made unless inspected by the Engineer or the City’s representative designated in writing and verbal approval of field Engineer is given to such work; if the Contractor should backfill any work without such inspection and approval, the Contractor shall remove or uncover such portions of the finished work as may be directed. After examinations, the Contractor shall restore said portion of the work to the standard required by the Plans and Specifications. Should the work thus exposed and examined prove acceptable or unacceptable, the uncovering or removing and the replacing of the covering or making good of the parts removed shall be done at the Contractor’s expense.

C-6.14 SUSPENSION OF WORK:

In case of any dispute arising between the Contractor and the Inspector as to materials furnished or the manner of performing the work, the Inspector shall have authority to reject materials or suspend work until the question at issue can be referred to and decided by the Engineer.

If the Contractor refuses to suspend work on verbal order, the Inspector shall issue a written order to suspend work giving the reason for such suspension. After placing the order in the hands of the Contractor’s man in charge, the Inspector shall immediately leave the job. Work done during the absence of the Inspector shall not be paid for.

C-6.15 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK:

All work which has been rejected or condemned shall be repaired or removed and replaced as the Engineer may direct, at the expense of the Contractor. Materials not conforming to the requirements of the Plans and Specifications shall be removed immediately from the site of the work and replaced with satisfactory material at the expense of the Contractor.

Work done without lines and grades, work done beyond the lines and grade shown on the Plans, work done without inspection, or any extra or unclassified work done without written authority and prior agreement in writing as to the prices will be done at the Contractor’s risk and will be considered unauthorized. At the option of the Engineer, such work may not be measured and paid for, or may be ordered removed and replaced at the expense of the Contractor.

Upon the failure of the Contractor to repair satisfactorily or to remove and replace rejected, unauthorized, or condemned work or materials immediately after receiving formal notice from the Engineer, the Owner may at his own option:

a. Recover for such defective work or materials on the Contractor’s bond, or;


b. Recover from such defective work or materials by action in a court having proper jurisdiction in such matter, or;

c. Employ labor and equipment and satisfactorily repair, or remove and replace, such defective work or materials and charge the cost of same to the Contractor, which cost will be deducted from any money due him.

C-6.16 DISPUTED CLAIMS FOR EXTRA WORK:

In case the Contractor deems extra compensation is due him for work or materials not clearly covered in the Contract, or not ordered by the Engineer as “EXTRA WORK”, the Contractor shall notify the Engineer in writing of his intention to make claim for such extra compensation before he begins the work on which he bases the claim and shall afford the Engineer every facility for keeping actual cost of the work.

Failure on the part of the Contractor to give such notice or to afford the Engineer every facility for keeping account of actual cost of the work shall constitute waiver of the claim for extra compensation. The filing of such notice by the Contractor and the keeping of cost by the Engineer shall not in any way be construed to prove the validity of the claim. Extra work of any kind should only be performed by Contractor upon receipt of an approved Change Order issued by Owner. When the work has been completed, the Contractor shall within ten (10) day file claim for extra compensation with the Engineer, who will present it to the Owner for consideration.

C-6.17 FINAL INSPECTION

Whenever the work provided for under the Contract has been satisfactorily completed and the final cleaning up performed, the Contractor shall notify the Engineer to make the “Final Inspection”. Such inspection will be made within ten (10) days of such notification. After such final inspection, if the work is found to be satisfactory, the Contractor will be notified in writing of the acceptance of same. No time charge will be made against the Contractor between the date of notification of the Engineer and the date of the final inspection.

Legal Relations and Responsibilities to the Public C07 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC

C-7.01 LAWS TO BE OBSERVED:

The Contractor shall make himself familiar with and shall observe and comply with, all Federal, State, and local laws, ordinances and regulations which in any manner affect the conduct of the work, and shall indemnify and save harmless the Owner and the Owner’s representative against any claim arising from the violation of any such law, ordinance, or regulation whether by himself or by his employees.

C-7.02 PERMITS AND LICENSES:

The Contractor shall procure all permits and licenses, pay all charges and fees, and give all notices necessary to the due and lawful prosecution of the work.

C-7.03 PATENTED DEVICES, MATERIALS AND PROCESSES:

If the Contractor is required or desires, to use any design, device, material or process covered by letters, patent, or copyright, he shall provide for such use by suitable legal agreement with the patentee or Owner of such patent. The Contractor and his surety shall indemnify and save harmless the Owner from any and all claims for infringement by reason of the use of any such patented design, device, material, or process, or any trademark or copyright in connection with the work agreed to be performed under this Contract, and shall indemnify the Owner for any costs, expenses, and damages which it may be obliged to pay for reasons of any such infringement at any time during the prosecution, or after the completion of the work.

C-7.04 PUBLIC, SAFETY AND CONVENIENCE:

The safety of the public and the convenience of traffic shall be regarded as of prime importance during construction and provisions thereof, made necessary by the work, shall be the direct responsibility of the Contractor, and shall be performed at his own expense.

Where the Contractor is required to construct temporary crossings for streams, culverts, ditches or trenches, his responsibility for accidents shall include the approaches as well as the structures of such crossing.

C-7.05 SANITARY PROVISIONS:

The Contractor shall, at his own expense, provide and maintain in a neat, sanitary condition such accommodations for the use of his employees as may be necessary


to comply with the requirements or the State Department of Health and of other authorities having jurisdiction.

C-7.06 BARRICADES AND WARNING SIGNS:

The Contractor shall furnish and maintain adequate barricades, warning and directing signs, red flags, lights and other traffic control devices as are necessary to comply with the latest edition of the TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREET AND HIGHWAYS.

All provisions of barricades and warning signs shall be considered an incidental and necessary part of the work and no direct payment will be made therefore. All costs of providing such safe guards shall be included in the prices bid for other parts of the work.

C-7.07 USE OF EXPLOSIVES:

When the use of explosives is necessary in the prosecution of the work, the Contractor shall use the utmost care not to endanger life or property. All explosives shall be stored in a secured manner and all storage places shall be marked clearly with the words “DANGEROUS EXPLOSIVES”. The method of storing and handling explosives and highly inflammable materials shall conform to the requirements of Federal and State laws and regulations. The Contractor shall not use explosives until he has taken the legal precautions necessary to save harmless the Owner from any claims arising from such use of explosives.

C-7.08 PROTECTION AND RESTORATION OF PROPERTY:

The Contractor shall take all measures necessary to protect public or private property which might be injured by any process of construction, and in case of any injury or damage to said property, he shall restore at his own expense the damaged property to a condition similar or equal to the existing before such injury damage was done, or he shall make good such injury or damage in an acceptable manner.

Where the work involves excavation any public or private driveway, alley street or roadway, the Contractor shall do any work necessary to restore such driveway, alley, street or roadway to a condition similar or equal to that existing before such work was done. The Contractor shall be responsible for any subsidence of backfill or pavement failure due to such excavation, and shall promptly repair any such subsidence or failure.

C-7.09 PROTECTION OF EXISTING UTILITIES:The Contractor shall contact the utility company for exact location prior to doing any work that might interfere with or damage present utilities.


The Contractor shall take all measures necessary to protect existing surface drains, seers, underdrains, conduits, utilities, or similar underground structures, and to provide temporary service when service in any of these is interrupted.

When such facilities are encountered, the Contractor shall notify the Engineer who will arrange for their removal, if necessary. Any utility lines cut or damaged shall be repaired and restored to working conditions as determined by the Engineer.

C-7.10 RESPONSIBILITY FOR DAMAGE CLAIMS:

The Contractor shall save harmless the Owner from all suits, action in or claims brought on account of any injuries or damages sustained by any person or property in consequence of any neglect in safeguarding the work by the Contractor; or on account of any claim or amount recovered for any infringement of patent or reward under the “Workmen’s Compensation Laws” or any other laws. He shall be held responsible for all damage or injury to property of any character occurring during the prosecution of the work resulting from any omission, neglect, or misconduct on his part in the manner or method executing the work, or from defective work or materials.

C-7.11 RESPONSIBILITY FOR THE WORK:

Until acceptance of the work by the Engineer, in writing, it shall be under the charges and care of the Contractor. The Contractor shall rebuild and make good at his own expense all injuries and damage to the work occurring before its completion and acceptance. In case of suspension of work for any cause, the Contractor shall be responsible for all the preservation of all materials.

C-7.12 USE OF COMPLETED WORK:

Whenever, in the opinion of the Engineer, any portion of the work is in acceptable conditions, it may be entered upon and used by the Owner upon the written orderof the Engineer. Such use shall be held as an acceptance of that portion of the work, but not be considered as a waiver of any of the provisions of these Specifications. Pending final completion and acceptance of the entire work, all necessary repairs and renewal of any part of the work so used, due to defective material or work, to natural causes other than wear and tear, or to the operations of the Contractor, shall be performed by the Contractor at his own expense.

C-7.13 NO WAIVER OF LEGAL RIGHT:Inspection by the Engineer or by any of his duly representatives, any order, measurement, or certificate by the Engineer; any order by the Owner for the


payment of money, any payment for or acceptance of any of work, or extension of time; or any possession taken by the Owner shall not operate as a wavier of any provision of the Contract, or any power therein preserved to the Owner, or of any right to damages therein provided. A waiver of any breach of the Contract shall not be held to be a waiver of any other or subsequent breach.

The Owner reserves the right to correct any error that may be discovered in any estimate that may have been paid, and to adjust that or any subsequent estimate to meet the requirements of the Contract. The Owner reserves the right to claim and recover sums as may be sufficient to correct any error or make good any deficit in the work resulting from error, dishonesty, or collusion in the work after the final payment has been made.

C-7.14 RESPONSIBILITIES OF PARTIES AS TO UTILITY WORK:

It shall be the responsibility of the Contractor to check and coordinate his work with the public and private utility companies which have authority from the City of Laredo to own and operate lines, pipes, conduits, or other means of conveyance within the streets Right-of-Way. The Contractor shall contact the Engineer concerning any and all utility relocation work needed, and it shall be the responsibility of the Contractor to advise the Engineer of any lines or utility poles to be relocated. The Engineer shall assist in coordinating the various utility relocation activities but shall not be responsible for any delays occasioned by this work, although appropriate allowance for additional contract time will be made by the Engineer if warranted. The Owner shall not be responsible for any acts of the Contractor or any damages resulting from work done by the Contractor relating to the removal, alteration, or other activity concerning utilities.

C-7.15 KEY POINTS OF PUBLIC RIGHT-OF-WAY ORDINANCE:

1.) All projects in public R.O.W. must go through Utility Coordination Committee.2.) All Contractors must be registered at The Building Development Service Department at

794-1625 to be able to work in public R.O.W. 3.) All work in Public R.O.W. requires a permit from The Building Development Services

Department and subject to inspections by same. Any additional inspections requested after normal working hours of 8 am to 5 pm Monday to Friday and Saturday and Sunday and holidays are charged at premium rates. Permits must be secured prior to pre-construction meeting.

4.) All work done in Public R.O.W. that impedes the flow of traffic or pedestrian path requires a traffic control plan or pedestrian accessibility.

5.) Contractor must provide certificate of insurance. Insurance must be liability, workman compensation and performance bond.

Prosecution and Progress C08 - 1150447 – Zacate Creek Channel Improvements Project 06/20/2016

PROSECUTION AND PROGRESS

C-8.01 RIGHT-OF-WAY:

The Owner will furnish all and or right-of-way necessary for the performance of the contract and will use due diligence in acquiring land or right-of-way. Should all necessary land or right-of-way not be acquired prior to the beginning of construction, the Contractor shall begin with work upon such land or right-of-way as the Owner may have acquired.

C-8.02 DELAYS DUE TO OWNER:

Should the Owner be prevented or enjoined from proceeding with the work or authorizing its prosecution, either before or after its commencement, by reason of any litigation or by reason of the Owner’s inability to acquire necessary land or right-of-way, the Contractor shall not entitled to make or assert any claim for damage by reason of such delay, or to withdraw from the contract except by consent of Owner.

The time for completion of the work will be extended by such time as determined by the Engineer as will compensate for the time lost by reason of said delay.

C-8.03 SUBLETTING OR ASSIGNING OF CONTRACT:

The “City” does not allow, permit, negotiate, authorize nor approve any assignment of contract proceeds between the “City”, the “Contractor”, and/or with a bank, lending institution or any type of financial institution either before, during or after a contract award.

The “City” agrees to pay the “Contractor” for specified services as stated in the agreed contract. The “City” does not agree to pay any additional party either jointly or separately for the contract under discussion.

C-8.04 SUBCONTRACTING:

The Owner will not recognize any subcontractor on the work. The Contractor shall be fully responsible to the Owner for the acts and omissions of his subcontractors, and of persons either directly or indirectly employed by them.

C-8.05 PROSECUTION OF WORK:

Prior to beginning of the work, the Contractor shall submit to the Engineer such schedules, charts, or briefs as may be required, outlining the manner of prosecution of the work. The contractor shall begin the work within ten (10) calendar days after the date set in the “Work Order” or notice to proceed and shall continuously prosecute same with


such diligence as will enable him to complete the work within the time specified. Upon completion of work submit forms of Affidavit of Payment of Debts and Claims and Release of Liens and Letter for Certificate of Warranty.

The contractor shall notify the Engineer at least twenty-four (24) hours prior to the beginning at any point. He shall not begin new portions of the work to the detriment of portions already begun.

Owner’s normal working hours are Monday through Friday from 8:00 AM to 5:00 PM. The contractor shall notify the owner at least twenty-four (24) hours in advance for any work that is to be scheduled beyond the limits of the owner’s working hours, and he shall not begin any such work schedule unless proper inspection by the Contractor has been pre-arranged with the Owner, with the cost for such work beyond the owner’s working hours borne by the Contractor. For Clarification, See Division B - Section 4 “Inspection by City”.

If at any time the methods, equipment, or sequence of operations sued by the Contractor are found to be inadequate to secure the quality of the work or rate of progress required by the contract, the Engineer may in writing order such modifications in the Contractor’s methods, equipment, or sequence of operations as he may deem necessary and the contractor shall comply with such order.

C-8.06 WORKMEN AND EQUIPMENT:

All workmen employed by the Contractor shall be skilled and competent. Any person employed by the Contractor who in the opinion of the Engineer does not perform his work in a proper and skillful manner or who is disrespectful, intemperate, disorderly, or otherwise objectionable shall at the written order of the Engineer be immediately removed from the work and shall not be employed again on any part of the work without written consent from the Engineer.

The Contractor shall furnish and use such suitable machinery and equipment as may be required in the opinion of the Engineer to properly prosecute the work. The Contractor shall at the written order of the Engineer remove from the work any equipment found unsuited to properly perform the work.

Upon failure of the Contractor remove the work any person or equipment as ordered by the Engineer, the Engineer may withhold all estimates which have or may become due, or may suspend the work until such orders are complied with.

C-8.07 TEMPORARY SUSPENSION OF WORK:

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, or such other conditions as are considered unfavorable for the prosecution of the work or for such time


as is necessary due to failure on the part of the Contractor to comply with orders given or to perform any or all provisions of the contract.

If work is stopped for an indefinite period, the Contractor shall store all materials in such manner that they will not become an obstruction nor become damaged in any way, and he shall take every precaution to prevent damage or deterioration of the work performed.

The Contractor shall not suspend the work without written authority from the Engineer and shall proceed with the work promptly when notified by the Engineer to resume operations.

C-8.08 COMPUTATION OF CONTRACT TIME:

The Contractor shall complete the work within the number of days stated in the contract. The number of days used shall be the number of days from the first day of actualcommencement of operations or the 10th day after the date set in the Work Order or Notice to Proceed whichever comes first, and counting that day as the first elapsed day of contract time.

If the completion of the contract requires unforeseen work, or work and materials in greater quantities than those set forth in the proposal, then additional days or suspension of time charge will be allowed the Contractor equal to the time which in the opinion of the Engineers the work as a whole is delayed.

C-8.09 FAILURE TO COMPLETE THE WORK ON TIME:

The time set forth in the proposal for the completion of the work is an essential element of the contract. If the contractor fails to complete the work in the number of contract days specified, a time charge will be made for each day thereafter until the work has been satisfactorily completed.

An amount per day is set forth in the Division B Section 1, and said amount is to be deducted from the amount due the Contractor for each day charged in excess of the number specified, the time charge shall be based on the total days of such delay. Such deductions shall be considered liquidated damages and may be used as compensation to the Owner for the added expenses for engineering supervision, testing, inspection, and other costs.

C-8.10 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT:

The Engineer may give notice in writing to the Contractor and his surety of delay, neglect, or default stating which if the Contractor:

- Fails to begin work within the time specified, or fails to perform the work with sufficient workmen and equipment;


- Fails to provide materials of sufficient quantity to insure the completion of the work within the contract time; or

- Performs the work unsuitable; or

- Neglects or refuses to remove materials or perform new work such as may have been rejected; or

- Discontinues the work without authority; or

- Refuses to suspend or resume operations when so directed by the Engineer; or

- Becomes insolvent or is declared bankrupt; or

- Commits any act of bankruptcy insolvency; or

- Makes an authorized assignment for the benefit of any creditor; or

- Fails from any other cause whatsoever to carry out the work in an acceptable manner.

The ten (10) days after such notice if given, if a satisfactory effort has not been made by the Contractor or his surety to correct such delay, neglect, or default, the Owner may declare the work abandoned and so notify the Contractor and his surety.

After receiving such notification of abandonment, the Contractor shall not remove from the work any machinery, equipment, tools, materials or supplies then on the site. The Owner shall have the power and authority without violating the contract to take prosecution of the work out of the hands of the contractor and to appropriate or use any or all materials and equipment on the site as may be suitable and acceptable and enter into an agreement for the completion of the contract according to the terms and provisions thereof, or use such other methods as he may elect for the completion of the contract in an acceptable manner.

All costs and charges incurred by the Owner, together with the cost of completing the work under the contract shall be deducted from any money due or which may become due to the contractor. In the case the cost to the Owner is less than the amount which would have been payable under the contract if it had been completed by the Contractor, then the Contractor shall be entitled to receive the difference. In case the cost to the Owner exceeds the amount which would have been payable under the contract, if it had been completed by the Contractor, the Contractor and his surety shall be liable and shall pay the Owner the amount of such excess.

Measurement and Payment C09 - 6150447 – Zacate Creek Channel Improvements Project 06/20/2016

MEASUREMENT AND PAYMENT

C-9.01 MEASUREMENT OF QUANTITIES:

All work completed under the Contract will be measured in United States standard measures. Linear and surface measurements will be taken horizontally unless otherwise shown on the Plans. Structures will be measured to the neat lines shown on the Plans.

When any material is cubic yards in the vehicle, such measurement will be made at the point of delivery. The capacity of each vehicle shall be plainly marked on said vehicle and the capacity of marking shall not be changed without written permission of the Engineer. The Engineer shall have authority to require all vehicles to have uniform capacity.

C-9.02 SCOPE OF PAYMENT:

The Contractor shall accept the payment as provided in this Contract as full compensation for furnishing all materials, equipment, tools, labor and incidentals necessary to complete the work and for performing all work contemplated and embraced under this contract, as full compensation for loss or damage arising from the nature of the work, or from action of the elements, or from any unforeseen difficulties which may be encountered during the prosecution of the work; as full compensation for all expenses incurred in consequence of the suspension or discontinuance of the work; as full compensation for all expenses incurred in consequence of the suspension or discontinuance of the work herein specified; as full compensation for expenses incurred in any infringement of patent, trade-mark, or copyright; and as full compensation for completing the work in conformity with the requirements of the Plans and Specifications. Payment will be made only on items which are complete, in place, tested and accepted by the owner. Materials on hand shall be considered for payment ONLY when proper PAID invoices are submitted with Contractor’s pay estimates. Materials on hand must be placed in a secured area designed for the project under this contract and be available for inspection by City Engineers at all times. The Contractor must provide an inventory of all materials on a form acceptable to the City Engineer and which must accompany each pay request. The payment of any partial or current estimate shall in no way affect the obligation of the Contractor at his own cost to repair or renew any defective parts of the construction or to replace any defective materials used in the construction and to be responsible for all damages due to such defects. Any items to complete the work indicated on plan shall be considered subsidiary to include positions of work and no further compensation will be made.

No monies payable under this contract, except the estimate for he first month or period, shall become due and payable until the Contractor shall satisfy the Owner that he has fully settled and paid for all materials and equipment used in or upon the work and labor done in connection therewith and the Owner may if he so elects pay any or all bills wholly or in part, and deduct the amount or amounts paid from any estimate(s) except the first estimate.

In event the surety on any bond given by the Contractor becomes insolvent or is placed in the hands of a receiver or has its right to do business in the State revoked by Law, the Owner may if he so elects withhold payment of any or all estimates until the Contractor shall give a good and sufficient bond in lieu of the bond so executed by said surety.


C-9.03 PAYMENT FOR ALTERED QUANTITIES:

When alterations in the Plans or quantities of work not requiring supplemental agreements are ordered and performed, the Contractor shall accept payment in full at the contract price for the actual quantities of work done. No allowance for anticipated profits will be made. Increased or decreased work involving supplemental agreements will be paid for as stipulated in such agreements.

C-9.04 PAYMENT FOR OMITTED ITEMS:

When any item ordered omitted from the Contract, the Contractor shall accept payment in full at the contract price for any work actually performed on such item prior to the date of issuance of such order. No allowance will be made for anticipated profits on work ordered omitted. Acceptable materials ordered by the Contractor, or delivered on the work prior to the date of issuance of such order will be paid for at the actual cost to the Contractor and shall thereupon become the property of the Owner. The Contractor shall submit immediately certified statements covering all money expended in the preparation for any item ordered omitted and shall be entitle to reimbursement for any money expended in preparation for any items when such preparation is of no value to the remaining items of the Contract.

C-9.05 PAYMENT FOR EXTRA WORK:

Extra work performed under a supplemental agreement will be paid for according to the terms of such supplemental agreement.Extra work if performed on a force account basis will be paid for as follows:

For all labor and foreman, the Contractor will receive the wage paid on the project for each hour that said labor and foremen are actually engaged on such work to which shall be added the actual cost of premiums for public liability and workmen’s compensation insurance and social security taxes for the actual amount of such payroll.

For all materials used on such work the Contractor will receive the actual cost of such materials including freight charges.

For machinery and equipment used on such work the Contractor will receive an agreed rental price for each hour that such machinery and equipment is actually used on such work. The agreed price shall include the cost of fuel, lubrication and repairs.

To the sum of the foregoing an amount equal to fifteen (15) percent thereof will be added, as compensation for the use of small tools, Superintendent’s services, timekeeper’s services.

Premium on bond and all other overhead expenses incurred in the prosecution of the extra work including Contractor’s profit.

The sum of such payments provided for shall be accepted by the Contractor’s as full compensation as provided in C-9.02.

C-9.06 PARTIAL PAYMENTS:


Once a month and within the thirty (30) days after submittal of a correct and complete estimate, the Owner shall make a progress payment to the basis of a duly certified and approved estimate of the work performed during the preceding calendar month under this Contract. To insure the properperformance of the Contract, the Owner shall retain ten (10) percent ** of the amount of each estimate until final completion and acceptance of all work covered by this Contract.

**NOTE Retainage for construction contracts over four hundred thousand ($400,000) shall be five (5) percent.

In the event that the base bid is less than twenty-five thousand ($25,000) the total contract price will be paid in one payment upon completion and acceptance of the project.

Should any defective material or work be discovered or should a reasonable doubt arise as to the integrity of any part of the work completed prior to final acceptance and payment, there will be deducted from the first estimate presented after the discovery of such work, an amount equal to the value of the defective or questionable work. Such defective work will be made from all subsequent estimates until the defects have been remedied or the cause for doubt removed.

C-9.07 TERMINATION OF THE CONTRACT BY THE CONTRACTOR:

If the work is stopped for a period of thirty (30) days under an order of any court of other public authority having jurisdiction, or as a result of an act of government, such as declaration of a national emergency making materials unavailable, through no act or fault of the Contractor or subcontractor or their agents or employees or any other persons performing any of the work under a Contract with the Contractor, or if the work should be stopped for a period of thirty (30) days by the Contractor because the Engineer has not issued a Certificate for payment as provided in C-9.06 or because the Owner has not made payment within the ten(10) days after such stopping of work, then the Contractor may, upon seven (7) additional days written notice to the Owner and the Engineer, terminated the Contract and recover from the Owner payment for all work executed and for any proven loss sustained upon any materials, equipment, tools, construction equipment and machinery, including reasonable profit and damages.

C-9.08 TERMINATION OF THE CONTRACT BY THE OWNER:

If the Contractor is adjudged a bankrupt, or if he makes a general assignment for the benefit of his creditors, or if a receiver is appointed on account of his insolvency, or if he persistently or repeatedly refused or fails, except in cases for which extension of time is provided, to supply enough properly skilled workmen, or proper materials, or if he fails to make prompt payment to Subcontractors or for materials or labor, or persistently disregards laws, ordinances, rules, regulations or orders of any public authority having jurisdiction, or otherwise is guilty of a substantial violation of a provision of the Contracts Documents, then the Owner, upon certification by the Engineer that sufficient cause exists to justify such action, may without prejudice to any right or remedy and after giving the Contractor and his surety, if any, seven (7) days written notice, terminate the employment of the Contractor and take possession of the site and of all materials, equipment, tools, construction equipment and machinery thereon owned by the Contractor and may finish the work by whatever method he may deem expedient. In such case the Contractor shall not be entitled to receive any further payment until the work is finished.


C-9.09

If the unpaid balance of the Contract Sum exceeds the costs of finishing the work, including compensation for the Engineer’s additional services made necessary thereby, such excess shall be paid to the Contractor. If such costs exceed the unpaid balance, the Contractor shall pay the difference to the Owner. The amount to be paid to the Contractor or to the Owner, as the case may be, shall be certified by the Engineer, upon application, and this obligation for payment shall survive the termination of the Contract.

C-9.10 ACCEPTANCE OF FINAL PAYMENT:

When the work provided for in the contract has been completed and the final inspection has been made by the Engineer, and all parts of the work have been approved and accepted, the final estimate showing all sums due the Contractor shall be prepared. All prior partial estimates and payments shall be subject to correction in the final estimate and payment. No payment on the final estimate will be made until the Contractor furnishes satisfactory evidence that all claims growing out of lawful demands of laborers, work, men, mechanics, subcontractors, material, men, furnishers of machinery and parts thereof, and suppliers of all kinds have been satisfied. Upon final payment the Contractor shall execute a certificate and release upon the Owner on the form specified.

C-9.11 AFFIDAVIT OF PAYMENT OF DEBTS AND CLAIMS AND RELEASE OF LIENS:

Each and every pay estimate must be accompanied by an “Affidavit of Payment of Debts and Claims and Release of Liens” form (sample of which follows this Section).

C-9.12 MATERIALS ON HAND INVENTORY:

When materials on hand payment is requested, and “Inventory of Materials on Hand” is required and must be included with Contractor’s Pay Estimate. Proof of payment for materials on hand is also to be included with the Materials Inventory. A sample form follows this section.

C-9.13 PHOTOGRAPHS:The Contractor shall submit with each monthly progress pay estimate four (4) each 3 ½" x 5" color photographs depicting generally the work done during that month, and each photograph properly identified and dated.


Project Acceptance Requirements

Items required by The City of Laredo for Acceptance of the Project.

Project Name: Zacate Creek Channel Improvements Project

Consultant: LNV, Inc.

Contractor:

Date:

REQUIRED ITEMS SUBMITTED RESUBMIT COMMENTSYES N/A

Completion of Punch List

Engineers / Architects Completion Report

Affidavit of Payments of Debts & Claims & Releaseof Liens from the Contractor.

Warranty Letter from the Contractor to the City of Laredo

Warranty Statement Form

Certificate of Occupancy from BuildingDevelopment Services

Legal Description & Physical Address

Reproducible Record Drawings

Electronic Record Drawings (CD with PDF files /ACAD)

Final Payment Request


CITY OF LAREDOCONTRACTOR’S APPLICATION FOR PAYMENT

PROJECT: ESTIMATE NO.:DATE FROM:TO:

ORIGINAL CONTRACT: TOTAL WORK TO DATE: $CHANGE ORDERS: MATERIALS ON HAND: $

10% RETAINAGE: $TOTAL TO DATE: PREVIOUS PAYMENTS: $% COMPLETE: AMOUNT DUE: $CERTIFICATE OF CONTRACTOR:I certify that all items and amounts shown on this request for partial payment are correct and that all work has been performed and/or materials supplied in full in accordance with the requirements on the contract documents.(CONTRACTOR) By: ______________________________________

Signature Date

___________________________________Print Name

CERTIFICATE OF FIELD REPRESENTATIVE:I have checked this request for partial payment against the notes and reports of my inspections of the project and in my opinion the statement of work performed and/or material supplied is accurate and that the contractor is observing the requirements of the contract documents.(INSPECTOR ) By:_______________________________________

Signature Date

_______________________________________Print Name

CERTIFICATE OF ENGINEER:I certify that I have checked and verified the above and foregoing request for partial payment and that it is a true and correct statement of work performed and/or material supplied by the contractor and that same has been performed and/or supplied in full accordance with the requirements of the contract documents.(CONSULTANT) By:_____________________________________

Signature Date____________________________________

Print Name

RECOMMENDED FOR PAYMENT: VERIFIED FOR PAYMENT:

_______________________________________ ________________________Rogelio Rivera, P.E, City Engineer Engineering Project ManagerDATE: _________________________________ DATE:

APPROVED FOR PAYMENT: DATE:_____________________________________Finance Department


AFFIDAVIT OF PAYMENT OF DEBTS AND CLAIMS ANDRELEASE OF LIENS

TO: CITY OF LAREDOWEBB COUNTY, TEXAS

PROJECT: ZACATE CREEK CHANNEL IMPROVEMENTS PROJECT

By this instrument the undersigned contractor engaged in the construction of the aboveproject certifies that on this date, or anytime prior thereto, except listed below, contractorhas paid in full or has otherwise satisfied all obligations for all materials and for allknown indebtedness and claims against the project, its land, improvements andequipment of every kind.

The undersigned hereby certifies that he has received all payments currently due under hiscontract for work on the project above referred. Therefore, the undersigned does herebywaive and/or release any and all liens against the property, project and as of the

day of , .

Company Name

STATE OF TEXAS:

COUNTY OF :

Before me, the undersigned authority, on this day personally appeared, known to me to be the person whose name is subscribed to the

foregoing instrument, and being first duly sworn, acknowledge to me that he executed thesame for the purposes and consideration therein expressed and declared to me that thestatements therein are true.

SWORN AND SUBSCRIBED TO before me this day of ,.

NOTARY PUBLIC

MY COMMISSION EXPIRES:


MATERIALS ON HAND INVENTORY

Project: Zacate Creek Channel Improvements ProjectContractor:Estimate No. Dates: From to

No. Invoice No. Vendor Balance Last Period

ReceivedCurrent

PlacedCurrent

Balance


FORM LETTER FOR CERTIFICATE OF WARRANTY

Mr. Rogelio Rivera, P.E.City EngineerCity of Laredo1110 Houston St.Laredo, Texas 78040

DATE:

Re: Zacate Creek Channel Improvements Project

Dear Mr. Rivera:guarantees all materials and workmanship on the above

referred project to be free of defects for a period of one (1) year from the date ofacceptance by the owner. Upon notice, any defective materials or faulty workmanshipdeveloping within this period, will be replace at no cost to the owner.

Sincerely,

Company Name

ACKNOWLEDGEMENT

STATE OF TEXAS

COUNTY OF

Before me, Notary Public for and in County, State ofon this personally appeared

known to me to be person(s) whose name(s) subscribed to the foregoing affidavit andacknowledge to me that he executed the same for the purpose and considerationexpressed therein.

GIVEN UNDER MY HAND AND SEAL OF OFFICE, THIS DAY OF, .

Notary Public in and for

County, State of My Commission Expires:__________________


FORM LETTER FOR ENGINEERING COMPLETION REPORT

DATE:

Mr. Rogelio Rivera, P.E. CityEngineer1110 Houston StreetLaredo, Texas 78040

Re: Zacate Creek Channel Improvements Project

Dear Mr. Rivera:

In accordance with the contracts betweenand The City of Laredo, Webb County, Texas, and pursuant to the specifications in thecontract documents, I take this opportunity to file this Completion Report with reference to the above mentioned project as follows:

STATE OF

COUNTY OF

This is to Certify that I, Registered ProfessionalEngineer, have inspected the work accomplished by

and, under contract withThe City of Laredo, Webb County, Texas, found that workmanship and materials suppliedare in accordance with plans and specifications for said project, and as amended by the “AS-BUILT” drawings.

SIGNED THIS THE DAY OF , 201_.

, P.E.

P.E. SEAL

Measurement and Payment C10 - 1 150447 – Zacate Creek Channel Improvements Project 06/20/2016

City of Laredo WarrantyStatement Form

Project Information

Name: ______________________________ Location: _______

Cost:________ Start Date:_______

Contract/P.O. #:_____________________ Council Acceptance:_____

Contractor/Sub-Contractor/Vendor Information

CompletionDate:-----------

Name: ______________________________________ Address: ________ContactNumber: _______________ Email Address:-----------

Warranty Information

Coverage Type(Detail):------------------------

Required Maintenance (Detail):------------------------

ManualsReceived (ifapplicable):-------Expiration Date:----------

CopiesProvided To:-----------

Warranty Statement

Wearethe_____________________________contractor for the above indicated project. Weguarantee our workmanship, equipment and materials to be free from defects for a period of

from the completion date.

For Warranty Management Office Use Only:

Entered into Warranty Management Tracker? EnteredBy:--------

Date Entered:Warranty Management Act # Assigned:

Signature: ----------------- Date: ------------

1295 Information

Ethics Commission Rules Pagel of 6

Implementation of House Bill 1295

Certificate of Interested Parties (Form 1295):

In 2015, the Texas Legislature adopted House Bill 1295, which added section 2252.908 of the Government Code. The law states that a governmental entity or state agency may not enter into certain contracts with a business entity unless the business entity submits a disclosure of interested parties to the governmental entity or state agency at the time the business entity submits the signed contract to the governmental entity or state agency. The law applies only to a contract of a governmental entity or state agency that either (1) requires an action or vote by the governing body of the entity or agency before the contract may be signed or (2) has a value of at least $1 million. The disclosure requirement applies to a contract entered into on or after January 1, 2016.

The Texas Ethics Commission was required to adopt rules necessary to implement that law, prescribe the disclosure of interested parties form, and post a copy of the form on the commission's website. The commission adopted the Certificate of Interested Parties form (Form 1295) on October 5, 2015. The commission also adopted new rules {Chapter 46) on November 30, 2015, to implement the law. The commission does not have any additional authority to enforce or interpret House Bill 1295.

Filing Process:

Staring on January 1, 2016, the commission will make available on its website a new filing application that must be used to file Form 1295. A business entity must use the application to enter the required information on Form 1295 and print a copy of the completed form, which will include a certification of filing that will contain a unique certification number. An authorized agent of the business entity must sign the printed copy of the form and have the form notarized. The completed Form 1295 with the certification of filing must be filed with the governmental body or state agency with which the business entity is entering into the contract.

The governmental entity or state agency must notify the commission, using the commission's filing application, of the receipt of the filed Form 1295 with the certification of filing not later than the 30th day after the date the contract binds all parties to the contract. The commission will post the completed Form 1295 to its website within seven business days after receiving notice from the governmental entity or state agency.

Information regarding how to use the filing application will be available on this site starting on January 1, 2016.

Additional Information: .<

HB 1295

Certificate of Interested Parties (Form 1295)

New Chapter 46, Ethics Commission Rules: 46.1. Application

https://www.ethics.state.tx.us/tec/1295-Info.htm 3/4/2016

1295 Information Ethics Commission Rules Page 2 of 6

46.3. Definitions 46.5. Disclosure of Interested Parties Form

Last Revision: February 16, 2016

https://www.ethics.state.tx.us/tec/1295-Info.htm 3/4/2016

84(R) HB 1295 - Enrolled version- Bill Text

Ethics Commission Rules Page 3 of 6

H.B. No. 1295

AN ACT relating to the disclosure of research, research sponsors, and interested parties by persons contracting with governmental entities and state agencies.

BE IT ENACTED BY THE LEGISLATURE OF THE STATE OF TEXAS: SECTION 1. Subchapter Z, Chapter 51, Education Code, is

amended by adding Section 51.954 to read as follows: Sec. 51.954. DISCLOSURE OF SPONSORS OF RESEARCH IN PUBLIC

COMMUNICATIONS. (a) In any public communication the content of which is based on the results of sponsored research, a faculty member or other employee or appointee of an institution of higher education who conducted or participated in conducting the research shall conspicuously disclose the identity of each sponsor of the research.

(b) In this section: (1) "Institution of higher education" has the meaning

assigned by Section 61.003. (2) "Public communication" means oral or written

communication intended for public consumption or distribution, including:

{A) testimony in a public administrative, legislative, regulatory, or judicial proceeding;

(Bl printed matter including a magazine, journal, newsletter, newspaper, pamphlet, or report; or

(Cl posting of information on a website or similar Internet host for information.

(3) "Sponsor" means an entity that contracts for or provides money or materials for research.

(4) "Sponsored research" means research: (A) that is conducted under a contract with or a

grant from an individual or entity, other than the institution conducting the research, for the purpose of the research; and

(Bl in which payments received or the value of materials received under that contract or grant, or under a combination of more than one such contract or grant, constitutes at least 50 percent of the cost of conducting the research.

SECTION 2. Subchapter Z, Chapter 51, Education Code, is amended by adding Section 51.955 to read as follows:

Sec. 51.955. PROHIBITED STATE AGENCY ACTIONS RELATED TO DISCLOSURE OF PUBLICLY FUNDED RESEARCH. (a) In this section, "institution of higher education" has the meaning assigned by Section 61.003.

(bl A state agency that expends appropriated funds may not: (1) enter into a research contract with an institution

of higher education if that contract contains a provision precluding public disclosure of any final data generated or produced in the course of executing the contract unless the agency reasonably determines that the premature disclosure of such data would adversely affect public safety, the protection of intellectual property rights of the institution of higher education, publication rights in professional scientific publications, or valuable confidential information of the institution of higher education or a third party; or

(2) adopt a rule that is based on research conducted under a contract entered into with an institution of higher

http://www.legis. state. tx. us/tlodocs/84 R/billtext/html/HBO 1295F .htm 3/4/2016

84(R) HB 1295 - Enrolled version - Bill Text Ethics Commission Rules Page 4 of 6

education unless the agency: (A) has made the results of the research and all

data supporting the research publicly available; or (B} reasonably determines that the premature

disclosure of such data would adversely affect public safety, the protection of intellectual property rights of the institution of higher education, publication rights in professional scientific publications, or valuable confidential information of the institution of higher education or a third party.

(c} Subsection (bl (1) does not apply to a research contract between an institution of higher education and the Cancer Prevention and Research Institute of Texas.

(d) A response to a request for information regarding research described by Subsection (bl must be made in accordance with Chapter 552, Government Code.

(el This section does not require the public disclosure of personal identifying information or any other information the disclosure of which is otherwise prohibited by law.

SECTION 3. Subchapter Z, Chapter 2252, Government Code, is amended by adding Section 2252.908 to read as follows:

Sec. 2252.908. DISCLOSURE OF INTERESTED PARTIES. (a) In this section:

(1) "Business entity" means any entity recognized by law through which business is conducted, including a sole proprietorship, partnership, or corporation.

(2) "Governmental entity" means a municipality, county, public school district, or special-purpose district or authority.

(3l "Interested party" means a person who has a controlling interest in a business entity with whom a governmental entity or state agency contracts or who actively participates in facilitating the contract or negotiating the terms of the contract, including a broker, intermediary, adviser, or attorney for the business entity.

(4) "State agency" means a board, commission, office, department, or other agency in the executive, judicial, or legislative branch of state government. The term includes an institution of higher education as defined by Section 61.003, Education Code.

(b) This section applies only to a contract of a governmental entity or state agency that:

(1) requires an action or vote by the governing body of the entity or agency before the contract may be signed; or

(2) has a value of at least $1 million. (cl Notwithstanding Subsection (bl, this section does not

apply to: (1) a sponsored research contract of an institution of

higher education; (2) an interagency contract of a state agency or an

institution of higher education; or (3) a contract related to health and human services

(A} the value of the contract cannot be determined at the time the contract is executed; and

(Bl any qualified vendor is eligible for the contract.

(d) A governmental entity or state agency may not enter into a contract described by Subsection (bl with a business entity unless the business entity, in accordance with this section and rules adopted under this section, submits a disclosure of interested parties to the governmental entity or state agency at

http://www.legis.state.tx.us/tlodocs/84R/billtext/html/HBO l 295F .htm 3/4/2016

84(R) HB 1295 - Enrolled version - Bill Text Ethics Commission Rules Page 5 of 6

the time the business entity submits the signed contract to the governmental entity or state agency.

(el The disclosure of interested parties must be submitted on a form prescribed by the Texas Ethics Commission that includes:

(1) a list of each interested party for the contract of which the contracting business entity is aware; and

(2) the signature of the authorized agent of the contracting business entity, acknowledging that the disclosure is made under oath and under penalty of perjury.

(f) Not later than the 30th day after the date the governmental entity or state agency receives a disclosure of interested parties required under this section, the governmental entity or state agency shall submit a copy of the disclosure to the Texas Ethics Commission.

(g) The Texas Ethics Commission shall adopt rules necessary to implement this section, prescribe the disclosure of interested parties form, and post a copy of the form on the commission's Internet website.

SECTION 4. (a) Not later than December 1, 2015, the Texas Ethics Commission shall adopt the rules, prescribe the disclosure of interested parties form, and post the form on the commission's Internet website as required by Section 2252.908, Government Code, as added by this Act.

(bl Section 2252.908, Government Code, as added by this Act, applies only to a contract entered into on or after January 1, 2016.

SECTION 5. This Act takes effect September 1, 2015.

President of the Senate Speaker of the House

I certify that H.B. No. 1295 was passed by the House on May 11, 2015, by the following vote: Yeas 135, Nays O, 1 present, not voting; that the House refused to concur in Senate amendments to H.B. No. 1295 on May 28, 2015, and requested the appointment of a conference committee to consider the differences between the two houses; and that the House adopted the conference committee report on H.B. No. 1295 on May 31, 2015, by the following vote: Yeas 144, Nays O, 2 present, not voting.

Chief Clerk of the House

I certify that H.B. No. 1295 was passed by the Senate, with amendments, on May 25, 2015, by the following vote: Yeas 30, Nays 1; at the request of the House, the Senate appointed a conference committee to consider the differences between the two houses; and that the Senate adopted the conference committee report on H.B. No, 1295 on May 31, 2015, by the following vote: Yeas 30, Nays 1.

Secretary of the Senate APPROVED:

Date

Governor

http:/ /www.legis.state.tx.us/tlodocs/84 R/billtext/html/HBO 129 SF .htm 3/4/2016

Ethics Commission Rules Page 6 of 6

CERTIFICATE OF INTERESTED PARTIES FORM 1295

OFFICE USE ONLY Complete Nos. 1 - 4 and 6 if there are interested parties. Complete Nos. 1, 2, 3, 5, and 6 if there are no interested parties.

1 Name of business entity filing form, and the city, state and country of the busln&ss entity's place of business.

2 Name of governmental entity or state agency that Is a party to the contract for which the form Is being filed.

3 Provide the Identification number used by the governmental entity or state agency to track or Identify the contract, and provide a description of the goods or services to be provided under the contract.

i' "-' · \,s '.[',.: 4 '\/' . :.::. ·- ~.\,,~

Nature·of Interest {check applicable) Name of Interested Party

City, State, Country .. -~ .,._._.-;,,, ·.,,

(place of busines~). j:i 6ontrolllng \--~ .. -z:;::t ........ '·~~. .,,~~ .. Intermediary

;·( :,~·•,;, ·,'t ,-'•

,.:•:-· 't:.'

\,,-,,-··;- --''.f ,··.

,: 't .. >.:,· --\

__ }:<,'.:;,} ><'. ;if -,.

) { , ,. ..-. ·-··'.:/

.•.... ,,,,:- c"_,.-,·: ·,·

['.)·f.'" ,( . _._.,

t<'' ,·-:,

- ,_ ._---.-,-.-

'\.:::;\ .,->2:'.t;:·,··c,."

t, ;\(}

i ·, ,:;

<,-:''·,,,. ·t';\:;

\(-~:~:. ,,._.-

5 Check only If there Is NO lnte~e-ited Party. D -~-~.;~}:~t 6 AFFIDAVIT I swear, or affirm, under penally of perjury, lhat lhe above disclosure is true and correct

Signature of authorized agent of contracting business entily

AFFIX NOTARY STAMP / SEAL ABOVE

Sworn to and subscribed before me, by the said , this the day

of , 20 • to certify which, witness my hand and seal of office.

Signature of officer administering oath Printed name of officer administering oath Title of officer administering oath

ADD ADDITIONAL PAGES AS NECESSARY

Form provided by Texas Ethics Commission www.elhics.stale.lx.us Adopled 10/5/2015

SECTION 128 DISPOSAL OF WASTE MATERIAL AND SALVAGEABLE MATERIAL

D-128.01 GENERAL:

D-128.02 SUBMITTALS:

A.

B.

EXECUTION

D-128.03 SALVAGEABLE MATERIAL:

Excavated Material

Base, Surface, and Bedding Material:

Pipe Culvert:

Other Salvageable Materials:

D-128.04 EXCESS MATERIAL:

A.

B.

C.

D-128.05 MEASUREMENT AND PAYMENT:

Technical Specifications 150447 - Zacate Creek Channel Improvements

CS-1 6/20/2016

SECTION 302STRUCTURAL EXCAVATION AND BACKFILL

D-302.01 DESCRIPTION: This item shall consist of doing the excavation for the placing of structures; for the disposal of all material obtained from such excavation; for the backfilling around completed structures to the finished grade as called for on the plans. Work to be done shall include all the necessary pumping or bailing, sheeting, drainage, and the construction and removal of any required cofferdams. Unless otherwise provided, the work included herein shall provide for the removal of old structures or portions thereof, trees, and other obstructions necessary to the proposed construction.

D-302.02 DEFINITIONS: "Common Structural Excavation" shall include the removal of allmaterials regardless of its nature.

D-302.03 USE OF EXPLOSIVES: When the use of explosives is necessary for the prosecution of the work, the Contractor shall use the utmost care not to endanger life or property. All explosivesshall be stored in a secure manner, and all storage places shall be marked clearly "DANGEROUSEXPLOSIVES". The method of storing and handling explosives and highly flammable materials shall conform to Federal and State laws and regulations. Contractor shall provide permit from the appropriate agency. The Contractor shall not use explosives until he has taken the necessary legal precautions to save the Owner against any claims arising from such use of explosives.

CONSTRUCTION METHODS

D-302.04 EQUIPMENT: All equipment necessary and required for the proper construction of structures and appurtenances shall be on project site in first class working condition and shall be approved by the Engineer before construction is permitted to start.

The Contractor shall provide hand tamping devices and pneumatic tampers as may be necessary to obtain the proper compaction for the bed and backfill as specified.

D-302.05 COMMON EXCAVATION: Common excavation shall be done in accordance with thelines and depths indicated on the plans or as established by the Engineer. Unless written permissionto the contrary is given by the Engineer, no excavation shall be made outside a vertical plan threefeet from the footing lines and parallel thereto.

In order that the Engineer may judge the adequacy of a proposed foundation, the Contractor, if requested, shall make soundings to determine the character of the subgrade materials. The maximumdepth of such soundings will not be required to exceed five (5) feet below the proposed footing grade; it is the intent of this provision that soundings shall be made at the time the excavation in each foundation is approximately complete.

The final elevation to which a foundation is to be constructed shall be as shown on the plans or asraised or lowered by written order of the Engineer when such alterations are judged proper to satisfactorily comply with the design requirements for the structure. Should it be found necessary in the judgment of the plans, the necessary alterations in the details of the structure shall be accomplished in a manner as directed by the Engineer.


CS-2 6/20/2016

When a structure is to rest on an excavated surface other than rock, special care shall be taken not to disturb the bottom of the excavation and the final removal of the foundation material to grade shall not be performed until just before the footing is placed.

D-302.06 ROCK EXCAVATION: All material encountered, regardless of its nature, shall be included as common structural excavation.

Unless written permission to the contrary is given by the Engineer, no excavation shall be made outside a vertical plane 3 (three) feet from the footing lines and parallel thereto.

Rock foundation material shall be freed from all loose material, cleaned and cut to a firm surface either level, stepped, or serrated as directed by the Engineer. All seams shall be cleaned out andfilled out with concrete at the time the footing is placed.

D-302.07 EXCAVATED MATERIAL: Excavated material required to be used for backfill may be deposited by the Contractor in storage piles at points convenient for rehandling. The location of storage piles shall be subjected to the approval of the Engineer who may require that survey points orlines be kept free from any obstruction.

Excavated material not required for backfill shall be disposed of by the Contractor as directed by theEngineer or as specified herein. If, in the opinion of the Engineer, the bottom of the ditch consists ofunstable soil, this soil shall be removed from the full width of the trench and replaced with a-pit-rungravel. Pit-run gravel shall vary in size from 3/4" to 3 1/2". The material shall be free from largeamounts of organic material such as grass, roots, etc. The Engineer shall determine the depth of removal or unstable soil and the amount of backfill necessary. The cost of removing this unstable soil and replacing it with approved material shall be covered by a supplemental agreement. The sides of the trench shall be vertical unless otherwise approved by the Engineer. The Contractor shallinstall such trench bracing and sheeting as is necessary to protect the excavation also as required for the safety and to conform with governing laws.

Unless otherwise provided, the bracing and sheeting shall be removed by the Contractor after the backfilling has been replaced to a point at lease 12 (twelve) inches above the top of the structure. Inno case shall any sheeting or bracing be removed until the backfilling conditions have been met. Thecost of bracing and sheeting shall be included in the unit price per linear foot for the structures.

The Contractor shall take adequate precautions to prevent damage to all existing utilities. Any utility lines cut or damaged shall be repaired or restored to their former condition.

D-302.08 DEWATERING TRENCH: Removal of water may be accomplished by bailing,pumping, or by a well-point installation as conditions warrant. Pumping or bailing from any excavation shall be done through or alongside any concrete being placed. No pumping or bailing will be permitted during the placing of concrete or for a period of at least 24 hours thereafter, unlessit is done from a suitable sump separated from the concrete work by a watertight wall.

1. Minor water seepage or pockets of saturated soil may be effectively controlled through

bailing or pumping. This control shall be accomplished without removing any adjacent


CS-3 6/20/2016

soil that could weaken or undermine any access pit, its supports, or other nearby structure.

2. Larger volumes of ground water shall be controlled with one or more well points or with staged deep wells. Well points and staged deep well pumping systems shall be installed and operated without damage to property or structures, and without interference with therights of the public, owners of private property, pedestrians, vehicular traffic, or the work of other contractors. Any pumping methods used for de-watering and control of ground water and seepage shall have properly designated filters to ensure that the adjacent soil isnot pumped along with the water. Well diameter, well spacing and the pump’s pumping rate, shall provide adequate draw down of the water level. Wells shall be located to intercept ground water that otherwise would enter the access pit excavation and interferewith the work. Upon removal of a well, the hole shall be filled and grouted according to the specifications identified as flowable fill, and plug drill holes as directed by the Engineer.

3. Existing storm sewers shall only be used to discharge water from the dewatering operation in accordance with a permit obtained from the appropriate storm sewer owner.Filters or sediment control devices shall be required to ensure that the existing system is not adversely affected by construction debris or sediment.

4. If grouting is used to prevent ground water from entering the area of the access pit, the grouting shall be installed without damage to property or structures and without interference with the rights of the public, owners of private property, pedestrians, vehicular traffic, or the work of other contractors. The material properties of the grout shall conform to the specifications identified as flowable fill.

D-302.09 BEDDING: The structure shall be bedded as shown on plans on fine granular materials over an earth foundation accurately shaped to fit the lower part of the structure exterior for at least15% of its overall height. Selected material from excavation or borrow shall then be placed along both sides of the structure equally in layers not more than six (6) inches thick and compacted by mechanical tamps or rammers for the remainder of the lower 30% of the overall height of the structure.

D-302.10 BACKFILLING: As soon as practicable, all portions of excavation not occupied by the permanent structure shall be backfilled. Backfill material shall be free from large or frozen lumps, wood or other extraneous material, placed in successive layers of not more than 6" in depth (loose measurement) for the full width of the cross section. The material and the layers shall have the proper moisture content before tamping or rolling. Wetting or drying of the material and manipulations to secure a uniform moisture content throughout the layer will be required. Should the material be too wet to permit proper compaction or rolling, all work on all positions of the fillthus affected shall be corrected. Unless otherwise provided by the plans or special provisions, hand tamping will not be accepted as an alternate for mechanical compaction.

As a general rule, material used in filling or backfilling the portions described in this paragraph shall be an earth free of any appreciable amount of gravel or stone particles more than 4 (four) inches in greatest dimension and of a gradation that permits thorough compaction. When, in the opinion of the Engineer, such material is not readily available, the use of rock or gravel mixed with earth will be permitted provided no particles larger than 12 (twelve) inches in the greatest and 6 (six) inches in the


CS-4 6/20/2016

least dimensions may be used. The percentage of fines shall be sufficient to fill all voids and insure auniform and thoroughly compacted mass of proper density. No backfill shall be placed adjacent toor over single and multiple boxes until the top slab has attained 500 psi flexural strength.

All backfill as specified above shall be compacted to not less than 95% of the maximum density atoptimum moisture content as determined by procedures set out under Tex-113-E or Tex-114-E. Thecompaction shall extend to the entire depth of each layer as specified or shown on the plans and the backfill, when completed, shall be a homogenous and uniformly compacted mass. Water jetting inbackfill operations will not be permitted.

D-302.11 CLEANING AND RESTORATION OF SITE: After the backfill is completed, the Contractor shall notify the Environmental Services Department before the disposal of all surplus material, dirt, and rubbish from the site and shall restore all disturbed areas to their originalcondition. After all work is completed, the Contractor shall remove all tools and other equipment used by him, leaving the entire site free, clear, and in good condition.

D-302.12 MEASUREMENT AND PAYMENT

Items of work to be performed in conformance with this specification and the construction details therefore are:

a. Bid Item 7: Removal, haul off, and disposal of reinforced concrete pipe (30”)

b. Bid Item 8: Removal, haul off, and disposal of concrete headwall

c. Subsidiary Item, Structure Excavation and Backfill

1) All rock riprap and broken concrete in the existing channel shall be removed as designated by the Engineer.

2) The rock riprap and broken concrete shall be removed from the site and disposed of properly in accordance with local rules and regulations.

3) Separate payment will not be made for this item. Compensation for this item will be included in the payment bid item for Channel Excavation and Embankment.


CS-5 6/20/2016

SECTION 304REINFORCED CONCRETE STORM DRAIN PIPE

D-304.01 DESCRIPTION:

MATERIALS

D-304.02 REINFORCED CONCRETE STORM DRAIN PIPE:

D-304.03 JOINTS MATERIAL:

D-304.04 CONCRETE:


CS-6 6/20/2016


D-304.05 EQUIPMENT:

D-304.06 EXCAVATION:


CS-7 6/20/2016

D-304.07 TUNNELING:

D-304.08 EXCAVATION IN STREETS:

D-304.09 REMOVING OLD STRUCTURES:

D-304.10 DEWATERING TRENCH:


CS-8 6/20/2016

D-304.11 CRADLES:

D-304.12 CONNECTIONS:

D-304.13 INSTALLATION AND BACKFILL:


CS-9 6/20/2016


CS-10 6/20/2016

D-304.14 BACKFILL-UTILITIES:

D-304.15 TELEVISING PIPE

D-304.16 MEASUREMENT:

D-304.17 PAYMENT


CS-11 6/20/2016

SECTION 318CHANNEL EXCAVATION AND EMBANKMENT

D-318.01 DESCRIPTION Shall consist of required excavation for all channels proposed in theplans; the removal and proper utilization or disposal of all excavated materials; and constructing, shaping and finishing all earthwork involved in conformity with the required lines, grades and typicalcross sections and in accordance with specifications requirements herein outlined.

D-318.02 METHODS All suitable materials removed from the excavation shall be used, insofar aspracticable, in the formation of embankments as required by the Item, “Embankment”, or shall beotherwise utilized or satisfactorily disposed of as indicated on plans, or as directed, and completedwork shall conform to the established alignment, grades and cross sections. During construction, thechannel shall be kept and drained, insofar practicable, and the work shall be prosecuted in a neatworkmanlike manner.

Unsuitable channel excavation in excess of that needed for construction shall be as known as“WASTE” and shall become property of the Contractor to be disposed of by him outside the limits ofthe right of way.

Payment will not be allowed for excavation of any material which is used for purposes other thanthose designated, except as provided in the governing specifications under the item “Scope of Work.”

D-318.03 MEASUREMENT All channel excavation will be measured in its original or final, fullycompacted position and the volume computed in cubic yards by the method of average in end areas.

D-318.04 PAYMENT All work performed as required herein and in the Item, “Embankment” andmeasured as provided under “Measurement” will be paid for at the unit price bid under the followingmethod:

Items of work to be performed in conformance with this specification and the construction details therefore are:

a. Bid Item 10: Unclassified channel excavation

1) This item shall consist of all common excavation required to construct the drainage channel to the lines and grades as shown on the drawings.

2) Prior to performing designated excavations, the ground surface shall be stripped of vegetation and topsoil. The depth of the stripping shall be sufficient to remove soil containing significant vegetative or organic matter. The depth of stripping is estimated to be 6 inches. The pay limit determination shall be the ground surface, as it exists prior to stripping the surface vegetation and topsoil.

3) Suitable materials resulting from the required excavations shall be used to construct the specified earth fill. Materials suitable for topsoil shall be stockpiled at the location designated by the City’s Inspector.

4) Unsuitable surplus materials shall be hauled and disposed of in a manner approved by the City Engineer.Technical Specifications

150447 - Zacate Creek Channel ImprovementsCS-12

6/20/2016

5) Items of work subsidiary to this bid item are:i. Clearing and Grubbing as specified in Construction Specification Section 402

as it applies to this bid item.

b. Bid Item 11: Earth fill and compaction of fill dirt

1) This item shall consist of all earth fill required for fill and backfill for the completion of the following items:

i. Earth fill required for the completion of the Fabric Formed Concrete channel as specified on the drawings.

ii. The maximum layer thickness shall be 6 inches before compaction and the maximum allowable particle size shall be 3 inches in diameter beneath the Fabric Formed Concrete channel liner material. Backfill adjacent to concrete works shall not contain particles larger than 3 inches in diameter.

iii. Immediately prior to placement of the initial fill layer on earthen foundations, the stripped foundation shall be loosened to a depth of approximately 6 inches and moistened to within negative 2 to positive 3 percentage points of the optimum moisture content, and then compacted to at least 98 percent of the maximum dry density obtained during tests performed in accordance with the procedures contained in ASTM D698 (Laboratory Compaction Characteristics of Soil Using Standard Effort) using Procedure A.

iv. After being deposited on the fill, each lift of fill material shall be spread, bladed, and smoothed to the extent necessary to insure that the surface is free of abrupt mounds, depressions, or windrows to provide a smooth surface for operation of plowing and compaction equipment.

v. After proofrolling and the replacement of weak yielding zones, scarify and moisture condition the top 8 inches of subgrade to between negative 2 and positive 3 percentage points of the optimum moisture content. Compact the subgrade to at least 95 percent of the maximum dry density determined in accordance with ASTM D 698.

vi. Each lift of fill material shall not exceed 8 inches loose measure or 6 inches compacted measure. Each lift of on-site soils or imported fill should be moisture conditioned to between negative 2 and positive 3 percentage points of optimum and compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D 698.

vii. All foundation and embankment surfaces shall be closely examined immediately prior to the placement of all earth fills and backfills. All materials that exhibit drying cracks, slaking, or other evidences of being unstable or unsuitable, shall be removed or reworked by scarification, wetting, and compaction to the affected depths prior to the placement of fill. Additional compensation will not be made for removing or reworking the foundation or fill materials to meet the requirements herein specified.Technical Specifications

150447 - Zacate Creek Channel ImprovementsCS-13

6/20/2016

The prices bid for channel excavation or embankment shall each be full compensation for furnishingall labor, materials, tools, equipment and incidentals necessary to complete the work. Payment forunauthorized work will not be made.

All work required for disposing of waste, including haul, will not be paid for directly, but shall be considered subsidiary work pertaining to the various contract items, and such cost shall be included in the unit prices for these items.

When specified on the plans, and hauling of materials will not be paid directly, but shall be considered as subsidiary work pertaining to the various contract items, and such cost shall be included in the unit prices bid.


CS-14 6/20/2016

SECTION 402CLEARING AND GRUBBING

D-402.01 DESCRIPTION: "Clearing and Grubbing” shall consist of the removal and disposal of trees, stumps, brush roots, vegetation, logs, rubbish, and other objectionable matter. Full compliancewith NPDES (National Pollution Discharge Elimination System) permitting & Drainage Standardshall be maintained.

D-402.02 CONSTRUCTION METHODS: The right-of-way shall be cleared of stumps, brush, logs, rubbish, trees, and shrubs, except such trees and shrubs and certain areas designated by the Engineer for preservation. Those trees, shrubs, and other landscape features specifically designed bythe Engineer for preservation shall be carefully protected from abuse, marring, or damage during construction operations. Continual parking and/or servicing of equipment under the branches of trees designated for preservation will not be permitted. Trees and shrubs designated for preservationthat must be pruned shall be trimmed as directed and all exposed cuts over two (2) inches in diameter shall be treated with an approved material.

Areas required for embankment construction, for roadway, channel and structural excavation, andfor borrow sites and material sources shall be cleared and grubbed. On areas required for roadway,channel, or structural excavation, all stumps, roots, etc., (except for designated trees and brush) shallbe removed to a depth of at least two (2) feet below the existing ground surface. All holes remainingafter clearing and grubbing shall be backfilled and tamped as directed by the Engineer and the entirearea bladed to prevent ponding of water and to provide drainage, except, in areas to be immediately excavated, the Engineer may direct that the holes not be backfilled. When permitted by the plans, trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least three (3) feet of embankment. On areas required for borrow sites and material sources, stumps, roots, etc., (except for designated trees and brush) shall be removed to the completeextent necessary to prevent such objectionable matter becoming mixed with the material to be used in construction.

All cleared and grubbed material shall be disposed of in a manner satisfactory to the Engineer.Unless otherwise provided, all merchantable timber removed as required above shall become the property of the Contractor.

D-402.03 MEASUREMENT: Payment will be made for this item as clearing and grubbing and the Contractor shall investigate the conditions as they exist in the field.

D-402.04 PAYMENT: Price shall be for full compensation for placing, loading and disposing all materials, manipulation, labor, tools, equipment, dumping fees and details necessary to complete the work.

a) Bid Item 6, Clearing and Grubbing

1) This item shall consist of all clearing and grubbing of the area required for the length of the proposed channel embankment, and other appurtenances as shown on the drawings

2) This item includes all other work related to the preparation of the right-of-way to prepare the site for the proposed construction activities.


CS-15 6/20/2016

3) The actual limits of clearing and grubbing are shown on the Limits of Construction line shown on the drawings.

4) Upon completion of the clearing and grubbing operation, all areas, which have been cleared and grubbed, shall be dressed to be reasonably smooth by blading, dragging or floating. The entire area shall be reasonably free of abrupt mounds, dips and windrows to provide a clear area for construction staking.

5) All trees, snags, logs, brush, shrubs, stumps, and rubbish that are felled, detached, or otherwise dislocated in or near stream channels shall be disposed of as specified or removed to higher ground prior to the end of each workday. The Contractor is to take precaution when temporarily stockpiling cleared and grubbed materials, to guard against such cleared and grubbed materials from being floated or transported off the worksite by rainstorm runoff.


CS-16 6/20/2016

SECTION 404GENERAL CONSTRUCTION AND PREPARATION OF SITE

D-404.01 INTENT OF PLANS AND SPECIFICATIONS:

D-404.02 DESCRIPTION OF SITE:

D-404.03 FINAL CLEAN-UP:

D-404.04 COORDINATION OF PROJECT:

D-404.05 COOPERATION OF CONTRACTOR:

D-404.06 MATERIALS-GENERAL:


CS-17 6/20/2016

D-404.07 MATERIALS-STORAGE:

D-404.08 MEASUREMENT AND PAYMENT


CS-18 6/20/2016

SECTION 406CONCRETE STRUCTURES

D-406.01 GENERAL:

MATERIALS

D-406.02 CONCRETE:

D-406.03 REINFORCING STEEL:

D-406.04 STRUCTURAL STEEL:

D-406.05 EXPANSION JOINT MATERIAL:

D-406.06 FORM MATERIAL:


D-406.07 REINFORCEMENT:

(a)

(b) Spacing:


CS-19 6/20/2016

(c) Protective Covering:

(d) Splicing and Lapping:

(e) Supports:

D-406.08 FORMS:

(a) General:

(b) Braces and Ties:

(c) Curved Surface:

(d) Coating

(e) Cleanouts:

(f) Chamfers:


CS-20 6/20/2016

D-406.09 PLACING CONCRETE-GENERAL:

(a) Supervision:

(b) Placing:

(c) Vibrating:

(d) Construction Joints:

D-406.10 FINISHING EXPOSED SURFACES:


CS-21 6/20/2016

D-406.11 FINISHING VERTICAL SURFACES (General):

D-406.12 REMOVAL OF FORMS:

(a) Finished Concrete:

(b) Unfinished Concrete:

(c) Curing Day:

D-406.13 DEFECTIVE WORK:

D-406.14 CURING:


CS-22 6/20/2016

D-406.15 ADDITIONAL CONCRETE FINISH FOR EXPOSED SURFACES:

D-406.16 CONCRETE STRUCTURE REPAIRS



CS-23 6/20/2016

SECTION 410REINFORCING STEEL


D-410.02 MATERIALS:

D-410.03 PLACING REINFORCEMENT:

D-410.04 SPLACING AND LAPPING:


CS-24 6/20/2016



CS-25 6/20/2016

SECTION 416 EXPANSION JOINT MATERIALS


D-416.02 MATERIAL:

D-416.03 CONSTRUCTION METHODS:


D-416.05 PAYMENT:


CS-26 6/20/2016

SECTION 420CHAIN LINK FENCE

D-420.01 DESCRIPTION

D-420.02 PRODUCT:

Dimensional Data:

General:

Galvanizing:

Fabric:

Posts, Rails, and Associated Items:


CS-27 6/20/2016

D-420.03 GATES


CS-28 6/20/2016

D-420.04 MISCELLANEOUS MATERIALS AND ACCESSORIES

D-420.05 EXECUTION:


CS-29 6/20/2016


CS-30 6/20/2016

D-420.06 Measurement and Payment:

1. Measurement

2. Payment


CS-31 6/20/2016

SECTION 426 RETAINING WALLS

D-426.01 GENERAL:

D- 426.02 MATERIALS

A.

B.

C.

D.

D-426.03 BACKFILL MATERIAL:

D-426.04 CONSTRUCTION METHODS:

A.

B.


CS-32 6/20/2016


D-426.06 PAYMENT:


CS-33 6/20/2016

SECTION 602SILT FENCE


D-602.02 MATERIAL REQUIREMENTS:

A. Fabric.

Physical Property Test Method Silt Fence

1. Tensile Strength, lb ASTM D 4632 90 Min

2. Elongation @ Yield, % ASTM D 4632 100 Min

3. Trapezoidal Tear, lb ASTM D 4533 35 Min

4. Apparent Opening Size ASTM D 4751 50-80 Min

5. Permittivity, sec-1 ASTM D 4491 1 Min6. Ultraviolet Stability original

tensile strength retained ASTM D 4355 80 Minafter 500 hours exposure, %

B. Silt Fence:

D-602.03 CERTIFICATION AND IDENTIFICATION:


CS-34 6/20/2016



CS-35 6/20/2016

SECTION 604EROSION CONTROL BLANKETS

D- 604.01 APPLICATION:

CONSTRUCTION SPECIFICATIONS

D-604.02 SITE PREPARATION


CS-36 6/20/2016

SECTION 606NPDES REQUIREMENTS

D-606.01 GENERAL:

D-606.02 UNIT PRICES:

D-606.03 REFERENCES:

ASTM D3786

ASTM D4632

EXECUTION

D-606.04 NOTICE OF INTENT:

D-606.05 CERTIFICATION REQUIREMENTS:

D-606.06 RETENTION OF RECORDS:(a)

(b)


CS-37 6/20/2016

D-606.07 REQUIRED NOTICES:

(a)


CS-38 6/20/2016

SECTION 608HYDRO-MULCH SEEDING

D-608.01 GENERAL

1.01 SUMMARY

1.02 RELATED REQUIREMENTS

1.03 REFERENCES

1.04 - 1.06

1.07 QUALITY ASSURANCE

1.08 DELIVERY, STORAGE, AND HANDLING

1.09 - 1.11


CS-39 6/20/2016

D-608.02 PRODUCTS

2.01 MANUFACTURER(S)

2.02 MATERIALS AND/OR EQUIPMENT


CS-40 6/20/2016

2.03 - 2.04

D-608.03 EXECUTION

3.01 - 3.02

3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION


CS-41 6/20/2016

3.04 - 3.08

D-608-04 PROTECTION

3.10 SCHEDULES

3.11 MEASUREMENT AND PAYMENT


CS-42 6/20/2016

SECTION 610SEEDING

D-610.01 GENERAL

1.01 SUMMARY

1.02 – 1.11

D-610.02 PRODUCTS

2.01 MANUFACTURER(S)

2.02 MATERIALS AND/OR EQUIPMENT


CS-43 6/20/2016

2.03 – 2.04

D-610.03 EXECUTION

3.01 – 3.02

3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION


CS-44 6/20/2016

3.04 – 3.10

3.11 MEASUREMENT AND PAYMENT


CS-45 6/20/2016

SECTION 712TRAFFIC CONTROL AND REGULATION

D-712.01 GENERAL DESCRIPTION:

D-712.02 INSPECTIONS:

D-712.03 MATERIALS :

D-712.04 PUBLIC ROADS:

(a)

(b)

(c)

(d)

(e)


CS-46 6/20/2016

D-712.05 CONSTRUCTION PARKING CONTROL:

(a)

(b)

(c)

D-712.06 FLARES AND LIGHTS:

(a)

D-712.07 HAUL ROUTES:

(a)

(b)

(c)

D-712.08 TRAFFIC SIGNS AND SIGNALS:

(a)

(b)

D-712.09 BRIDGING TRENCHES AND EXCAVATIONS

(a)

(b)


CS-47 6/20/2016

(c)

(d)

(e)

(f)

D-712.10 REMOVAL

(a)

(b)

(c)


D-712.12 PAYMENT:


CS-48 6/20/2016

SECTION 804

WORK PERFORMED ON NON-WORKING DAYS

D-804.01 WORKING DAY

D-804.02 WORK PERFORMED ON A NON-WORKING DAY

D-804.03 COST OF INSPECTION:

D-804.04 STOP WORK:


CS-49 6/20/2016

SECTION 812DEFINITIONS

Addenda

Agreement

Application for Payment

Asbestos

BID

Bidder-

Bidding Documents

Bidding Requirements

Bonds

Change Order

Contract Documents


CS-50 6/20/2016

Contract Price

Contract Times

CONTRACTOR

Defective

Effective Date of the Agreement-

ENGINEER

ENGINEER’s Subconsultant

Field Order

General Requirements

Hazardous Waste


CS-51 6/20/2016

Laws and Regulations; Laws or Regulations

Liens

Milestone

Notice of Award

Notice to Proceed

OR EQUAL CLAUSE-

OWNER

Partial Utilization

PCBs


CS-52 6/20/2016

Petroleum

PLANS

Project

Radioactive Material

Resident Project Representative

Right of Way-

Samples

Shop Drawings

Specifications

Subcontractor

Subsidiary-

Substantial Completion


CS-53 6/20/2016

Supplementary Conditions

Supplier

Traffic Lane-

Underground Facilities

Unit Price Work

Work

Work Change Directive

Written Amendment


CS-54 6/20/2016

164

97

Item 164 Seeding for Erosion Control 1. DESCRIPTION

Provide and install temporary or permanent seeding for erosion control as shown on the plans or as directed.

2. MATERIALS

2.1. Seed. Provide seed from the previous season’s crop meeting the requirements of the Texas Seed Law, including the testing and labeling for pure live seed (PLS = Purity × Germination). Furnish seed of the designated species, in labeled unopened bags or containers to the Engineer before planting. Use within 12 mo. from the date of the analysis. When Buffalograss is specified, use seed that is treated with KNO3 (potassium nitrate) to overcome dormancy.

Use Tables 1–4 to determine the appropriate seed mix and rates as specified on the plans. If a plant species is not available by the producers, the other plant species in the recommended seed mixture will be increased proportionally by the PLS/acre of the missing plant species.

Table 1 Permanent Rural Seed Mix

District and Planting Dates Clay Soils Species and Rates (lb. PLS/acre)

Sandy Soils Species and Rates (lb. PLS/acre)

1 (Paris) Feb. 1–May 15

Green Sprangletop Sideoats Grama (Haskell) Bermudagrass Little Bluestem (Native) Illinois Bundleflower

0.3 3.2 1.8 1.7 1.0

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Sand Lovegrass Weeping Lovegrass (Ermelo) Partridge Pea

0.3 1.5 6.0 0.6 0.8 1.0

2 (Ft. Worth) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (Haskell) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Purple Prairie Clover (Cuero) Engelmann Daisy (Eldorado) Illinois Bundleflower Awnless Bushsunflower (Plateau)

1.0 1.0 1.0 0.4 0.2 0.8 0.6 0.75 1.3 0.2

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Shortspike Windmillgrass (Welder) Hairy Grama (Chaparral) Slender Grama (Dilley) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Partridge Pea (Comanche) Little Bluestem (OK Select) Englemann Daisy (Eldorado) Purple Prairie Clover

1.0 0.2 0.2 0.4 1.0 0.2 0.2 0.6 0.8 0.75 0.3

3 (Wichita Falls) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (Haskell) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Blue Grama (Hachita) Western Wheatgrass (Barton) Galleta Grass (Viva) Engelmann Daisy (Eldorado) Awnless Bushsunflower (Plateau)

0.6 1.0 1.0 0.4 0.2 0.8 0.4 1.2 0.6 0.75 0.2

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Shortspike Windmillgrass (Welder) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Partridge Pea (Comanche) Little Bluestem (OK Select) Englemann Daisy (Eldorado) Purple Prairie Clover (Cuero)

1.0 0.2 0.2 0.4 0.2 0.2 0.6 0.8 0.75 0.3

4 (Amarillo) Feb. 15–May 15

Green Sprangletop Sideoats Grama (Haskell) Blue Grama (Hachita) Buffalograss (Texoka) Illinois Bundleflower

0.3 3.6 1.2 1.6 1.0

Green Sprangletop Weeping Lovegrass (Ermelo) Blue Grama (Hachita) Sand Dropseed (Borden Co.) Sand Bluestem Purple Prairie Clover

0.3 0.8 1.0 0.3 1.8 0.5


CS-55 6/20/2016

164

98



5 (Lubbock) Feb. 15–May 15

Green Sprangletop Sideoats Grama (El Reno) Blue Grama (Hachita) Buffalograss (Texoka) Illinois Bundleflower

0.3 3.6 1.2 1.6 1.0

Green Sprangletop Weeping Lovegrass (Ermelo) Blue Grama (Hachita) Sand Dropseed (Borden Co.) Sand Bluestem Purple Prairie Clover

0.3 0.8 1.0 0.3 1.8 0.5

6 (Odessa) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (South Texas) Blue Grama (Hachita) Galleta Grass (Viva) Shortspike Windmillgrass (Welder) Pink Pappusgrass (Maverick) Alkali Sacaton (Saltalk) Plains Bristlegrass (Catarina Blend) False Rhodes Grass (Kinney) Whiplash Pappusgrass (Webb) Arizona Cottontop (La Salle)

1.0 1.0 0.4 0.6 0.2 0.6 0.2 0.2 0.1 0.6 0.2

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Blue Grama (Hachita) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Indian Ricegrass (Rim Rock) Sand Bluestem (Cottle County) Little Bluestem (Pastura) Purple Prairie Clover (Cuero)

1.0 0.2 0.4 0.4 0.2 0.2 1.6 1.2 0.8 0.3

7 (San Angelo) Feb. 1–May 1

Green Sprangletop (Van Horn) Sideoats Grama (Haskell) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Blue Grama (Hachita) Western Wheatgrass (Barton) Galleta Grass (Viva) Engelmann Daisy (Eldorado) Illinois Bundleflower (Sabine)

1.0 1.0 1.0 0.4 0.2 0.4 0.4 1.2 0.6 0.75 1.0

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Shortspike Windmillgrass (Welder) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Sand Bluestem (Cottle County) Partridge Pea (Comanche) Little Bluestem (OK Select) Englemann Daisy (Eldorado) Purple Prairie Clover (Cuero)

1.0 0.2 0.2 0.4 0.2 0.2 1.2 0.6 0.8 0.75 0.3

8 (Abilene) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (Haskell) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Blue Grama (Hachita) Western Wheatgrass (Barton) Galleta Grass (Viva) Engelmann Daisy (Eldorado) Illinois Bundleflower (Sabine)

1.0 1.0 1.0 0.4 0.2 0.4 0.4 1.2 0.6 0.75 1.0

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Shortspike Windmillgrass (Welder) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Sand Bluestem (Cottle County) Partridge Pea (Comanche) Little Bluestem (OK Select) Englemann Daisy (Eldorado) Purple Prairie Clover (Cuero)

1.0 0.2 0.2 0.4 0.2 0.2 1.2 0.6 0.8 0.75 0.3

9 (Waco) Feb. 1–May 15


1.0 1.0 1.0 0.4 0.2 0.8 0.6 0.75 1.3 0.2


1.0 0.2 0.2 0.4 1.0 0.2 0.2 0.6 0.8 0.75 0.3

10 (Tyler) Feb. 1–May 15

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Sideoats Grama (Haskell) Illinois Bundleflower

0.3 1.8 9.0 2.7 1.0

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Weeping Lovegrass (Ermelo) Sand Lovegrass Lance-Leaf Coreopsis

0.3 1.8 9.0 0.5 0.5 1.0

11 (Lufkin) Feb. 1–May 15

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Sideoats Grama (Haskell) Illinois Bundleflower

0.3 1.8 9.0 2.7 1.0

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Sand Lovegrass Lance-Leaf Coreopsis

0.3 2.1 9.0 0.5 1.0

Table 1 (continued) Permanent Rural Seed Mix


CS-56 6/20/2016

164

99



12 (Houston) Jan. 15–May 15

Green Sprangletop Bermudagrass Sideoats Grama (Haskell) Little Bluestem (Native) Illinois Bundleflower

0.3 2.1 3.2 1.4 1.0

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Weeping Lovegrass (Ermelo) Lance-Leaf Coreopsis

0.3 2.4 10.5 1.0 1.0

13 (Yoakum) Jan. 15–May 15

Green Sprangletop (Van Horn) Sideoats Grama (South Texas) Texas Grama (Atascosa) Slender Grama (Dilley) Shortspike Windmillgrass (Welder) Halls Panicum (Oso) Plains Bristlegrass (Catarina Blend) Canada Wildrye (Lavaca) Illinois Bundleflower (Sabine) Purple Prairie Clover (Cuero)

1.0 1.0 1.5 1.0 0.3 0.2 0.2 2.0 1.3 0.6

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Slender Grama (Dilley) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Purple Prairie Clover (Cuero) Partridge Pea (Comanche) Englemann Daisy (Eldorado)

1.0 0.4 1.0 0.8 0.2 0.6 0.6 1.0

14 (Austin) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (South Texas) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Purple Prairie Clover (Cuero) Engelmann Daisy (Eldorado) Illinois Bundleflower (Sabine) Awnless Bushsunflower (Plateau)

1.0 1.0 1.0 0.4 0.2 0.8 0.6 0.75 1.3 0.2


1.0 0.2 0.2 0.4 1.0 0.2 0.2 0.6 0.8 0.75 0.3

15 (San Antonio) Feb. 1–May 1

Green Sprangletop (Van Horn) Sideoats Grama (South Texas) Texas Grama (Atascosa) Slender Grama (Dilley) Shortspike Windmillgrass (Welder) Pink Pappusgrass (Maverick) Halls Panicum (Oso) Plains Bristlegrass (Catarina Blend) False Rhodes Grass (Kinney) Hooded Windmillgrass (Mariah) Arizona Cottontop (La Salle)

1.0 1.0 1.0 1.0 0.2 0.6 0.2 0.2 0.1 0.2 0.2

Green Sprangletop (Van Horn) Slender Grama (Dilley) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Pink Pappusgrass (Maverick) Plains Bristlegrass (Catarina Blend) Hooded Windmillgrass (Mariah) Multi-flowered False Rhoades Grass (Hidalgo) Arizona Cottontop (La Salle)

1.0 2.0 0.6 0.4 0.6 0.2 0.3 0.1 0.2

16 (Corpus Christi) Jan. 1–May 1


1.0 1.0 1.0 1.0 0.2 0.6 0.2 0.2 0.1 0.2 0.2

Green Sprangletop (Van Horn) Slender Grama (Dilley) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Pink Pappusgrass (Maverick) Plains Bristlegrass (Catarina Blend) Hooded Windmillgrass (Mariah) Multi-flowered False Rhodes Grass (Hidalgo) Arizona Cottontop (La Salle)

1.0 2.0 0.6 0.4 0.6 0.2 0.3 0.1 0.2

17 (Bryan) Feb. 1–May 15

Green Sprangletop Bermudagrass Sideoats Grama (Haskell) Little Bluestem (Native) Illinois Bundleflower

0.3 1.5 3.6 1.7 1.0

Green Sprangletop Bermudagrass Bahiagrass (Pensacola) Weeping Lovegrass (Ermelo) Sand Lovegrass Lance-Leaf Coreopsis

0.3 1.5 7.5 0.6 0.6 1.0



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18 (Dallas) Feb. 1–May 15


1.0 1.0 1.0 0.4 0.2 0.8 0.6 0.75 1.3 0.2


1.0 0.2 0.2 0.4 1.0 0.2 0.2 0.6 0.8 0.75 0.3

19 (Atlanta) Feb. 1–May 15

Green Sprangletop Bermudagrass Sideoats Grama (Haskell) Illinois Bundleflower

0.3 2.4 4.5 1.0


0.3 2.1 7.5 0.6 1.0

20 (Beaumont) Jan. 15–May 15

Green Sprangletop Bermudagrass Sideoats Grama (Haskell) Illinois Bundleflower

0.3 2.7 4.1 1.0


0.3 2.1 7.5 0.6 1.0

21 (Pharr) Jan. 15–May 15


1.0 1.0 1.0 1.0 0.2 0.6 0.2 0.2 0.1 0.2 0.2


1.0 2.0 0.6 0.4 0.6 0.2 0.3 0.1 0.2

22 (Laredo) Jan. 15–May 1


1.0 1.0 1.0 1.0 0.2 0.6 0.2 0.2 0.1 0.2 0.2


1.0 2.0 0.6 0.4 0.6 0.2 0.3 0.1 0.2

23 (Brownwood) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (Haskell) Texas Grama (Atascosa) Hairy Grama (Chaparral) Shortspike Windmillgrass (Welder) Little Bluestem (OK Select) Blue Grama (Hachita) Western Wheatgrass (Barton) Galleta Grass (Viva) Engelmann Daisy (Eldorado) Awnless Bushsunflower (Plateau)

0.6 1.0 1.0 0.4 0.2 0.8 0.4 1.2 0.6 0.75 0.2

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Shortspike Windmillgrass (Welder) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Partridge Pea (Comanche) Little Bluestem (OK Select) Englemann Daisy (Eldorado) Purple Prairie Clover (Cuero)

1.0 0.2 0.2 0.4 0.2 0.2 0.6 0.8 0.75 0.3



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24 (El Paso) Feb. 1–May 15

Green Sprangletop (Van Horn) Sideoats Grama (South Texas) Blue Grama (Hachita) Galleta Grass (Viva) Shortspike Windmillgrass (Welder) Pink Pappusgrass (Maverick) Alkali Sacaton (Saltalk) Plains Bristlegrass (Catarina Blend) False Rhodes Grass (Kinney) Whiplash Pappusgrass (Webb) Arizona Cottontop (La Salle)

1.0 1.0 0.4 0.6 0.2 0.6 0.2 0.2 0.1 0.6 0.2

Green Sprangletop (Van Horn) Hooded Windmillgrass (Mariah) Blue Grama (Hachita) Hairy Grama (Chaparral) Sand Lovegrass (Mason) Sand Dropseed (Borden County) Indian Ricegrass (Rim Rock) Sand Bluestem (Cottle County) Little Bluestem (Pastura) Purple Prairie Clover (Cuero)

1.0 0.2 0.4 0.4 0.2 0.2 1.6 1.2 0.8 0.3

25 (Childress) Feb. 1–May 15

Green Sprangletop Sideoats Grama (El Reno) Blue Grama (Hachita) Western Wheatgrass Galleta Illinois Bundleflower

0.3 2.7 0.9 2.1 1.6 1.0

Green Sprangletop Weeping Lovegrass (Ermelo) Sand Dropseed (Borden Co.) Sand Lovegrass Purple Prairie Clover

0.3 1.2 0.5 0.8 0.5

Table 2

Permanent Urban Seed Mix District and Planting Dates Clay Soils

Species and Rates (lb. PLS/acre) Sandy Soils

Species and Rates (lb. PLS/acre) 1 (Paris) Feb. 1–May 15

Green Sprangletop Bermudagrass Sideoats Grama (Haskell)

0.3 2.4 4.5

Green Sprangletop Bermudagrass

0.3 5.4

2 (Ft. Worth) Feb. 1–May 15

Green Sprangletop Sideoats Grama (El Reno) Bermudagrass Buffalograss (Texoka)

0.3 3.6 2.4 1.6

Green Sprangletop Sideoats Grama (El Reno) Bermudagrass Sand Dropseed (Borden Co.)

0.3 3.6 2.1 0.3

3 (Wichita Falls) Feb. 1–May 15

Green Sprangletop Sideoats Grama (El Reno) Bermudagrass Buffalograss (Texoka)

0.3 4.5 1.8 1.6

Green Sprangletop Sideoats Grama (El Reno) Bermudagrass Sand Dropseed (Borden Co.)

0.3 3.6 1.8 0.4

4 (Amarillo) Feb. 15–May 15

Green Sprangletop Sideoats Grama (El Reno) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 3.6 1.2 1.6

Green Sprangletop Sideoats Grama (El Reno) Blue Grama (Hachita) Sand Dropseed (Borden Co.) Buffalograss (Texoka)

0.3 2.7 0.9 0.4 1.6

5 (Lubbock) Feb. 15–May 15


0.3 3.6 1.2 1.6

Green Sprangletop Sideoats Grama (El Reno) Blue Grama (Hachita) Sand Dropseed (Borden Co.) Buffalograss (Texoka)

0.3 2.7 0.9 0.4 1.6

6 (Odessa) Feb. 1–May 15

Green Sprangletop Sideoats Grama (Haskell) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 3.6 1.2 1.6

Green Sprangletop Sideoats Grama (Haskell) Sand Dropseed (Borden Co.) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 2.7 0.4 0.9 1.6

7 (San Angelo) Feb. 1–May 1

Green Sprangletop Sideoats Grama (Haskell) Buffalograss (Texoka)

0.3 7.2 1.6

Green Sprangletop Sideoats Grama (Haskell) Sand Dropseed (Borden Co.) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 3.2 0.3 0.9 1.6

8 (Abilene) Feb. 1–May 15

Green Sprangletop Sideoats Grama (Haskell) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 3.6 1.2 1.6

Green Sprangletop Sand Dropseed (Borden Co.) Sideoats Grama (Haskell) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 0.3 3.6 0.8 1.6



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9 (Waco) Feb. 1–May 15

Green Sprangletop Bermudagrass Buffalograss (Texoka) Sideoats Grama (Haskell)

0.3 1.8 1.6 4.5

Green Sprangletop Buffalograss (Texoka) Bermudagrass Sand Dropseed (Borden Co.)

0.3 1.6 3.6 0.4

10 (Tyler) Feb. 1–May 15


0.3 2.4 4.5


0.3 5.4

11 (Lufkin) Feb. 1–May 15


0.3 2.4 4.5


0.3 5.4

12 (Houston) Jan. 15–May 15

Green Sprangletop Sideoats Grama (Haskell) Bermudagrass

0.3 4.5 2.4


0.3 5.4

13 (Yoakum) Jan. 15–May 15

Green Sprangletop Sideoats Grama (South Texas) Bermudagrass

0.3 4.5 2.4


0.3 5.4

14 (Austin) Feb. 1–May 15

Green Sprangletop Bermudagrass Sideoats Grama (South Texas) Buffalograss (Texoka)

0.3 2.4 3.6 1.6

Green Sprangletop Bermudagrass Buffalograss (Texoka)

0.3 4.8 1.6

15 (San Antonio) Feb. 1–May 1

Green Sprangletop Sideoats Grama (South Texas) Bermudagrass Buffalograss (Texoka)

0.3 3.6 2.4 1.6


0.3 4.8 1.6

16 (Corpus Christi) Jan. 1–May 1

Green Sprangletop Sideoats Grama (South Texas) Bermudagrass Buffalograss (Texoka)

0.3 3.6 2.4 1.6


0.3 4.8 1.6

17 (Bryan) Feb. 1–May 15


0.3 2.4 4.5


0.3 5.4

18 (Dallas) Feb. 1–May 15

Green Sprangletop Sideoats Grama (El Reno) Buffalograss (Texoka) Bermudagrass

0.3 3.6 1.6 2.4


0.3 1.6 3.6 0.4

19 (Atlanta) Feb. 1–May 15


0.3 2.4 4.5


0.3 5.4

20 (Beaumont) Jan. 15–May 15


0.3 2.4 4.5


0.3 5.4

21 (Pharr) Jan. 15–May 15

Green Sprangletop Sideoats Grama (South Texas) Buffalograss (Texoka) Bermudagrass

0.3 3.6 1.6 2.4


0.3 1.6 3.6 0.4

22 (Laredo) Jan. 15–May 1

Green Sprangletop Sideoats Grama (South Texas) Buffalograss (Texoka) Bermudagrass

0.3 4.5 1.6 1.8

Green Sprangletop Buffalograss (Texoka) Bermudagrass Sand Dropseed

0.3 1.6 3.6 0.4

23 (Brownwood) Feb. 1–May 15

Green Sprangletop Sideoats Grama (Haskell) Bermudagrass Blue Grama (Hachita)

0.3 3.6 1.2 0.9


0.3 1.6 3.6 0.4

24 (El Paso) Feb. 1–May 15

Green Sprangletop Sideoats Grama (South Texas) Blue Grama (Hachita) Buffalograss (Texoka)

0.3 3.6 1.2 1.6

Green Sprangletop Buffalograss (Texoka) Sand Dropseed (Borden Co.) Blue Grama (Hachita)

0.3 1.6 0.4 1.8

25 (Childress) Feb. 1–May 15


0.3 3.6 1.2 1.6

Green Sprangletop Sand Dropseed (Borden Co.) Buffalograss (Texoka) Bermudagrass

0.3 0.4 1.6 1.8

Table 2 (continued) Permanent Urban Seed Mix


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Table 3 Temporary Cool Season Seeding

Districts Dates Seed Mix and Rates (lb. PLS/acre)

Paris (1), Amarillo (4), Lubbock (5), Dallas (18) September 1–November 30 Tall Fescue Western Wheatgrass Wheat (Red, Winter)

4.5 5.6 34

Odessa (6), San Angelo (7), El Paso (24) September 1–November 30 Western Wheatgrass Wheat (Red, Winter)

8.4 50

Waco (9), Tyler (10), Lufkin (11), Austin (14), San Antonio (15), Bryan (17), Atlanta (19)

September 1–November 30 Tall Fescue Oats Wheat

4.5 24 34

Houston (12), Yoakum (13), Corpus Christi (16), Beaumont (20), Pharr (21), Laredo (22)

September 1–November 30 Oats 72

Ft. Worth (2), Wichita Falls (3), Abilene (8), Brownwood (23), Childress (25)

September 1–November 30 Tall Fescue Western Wheatgrass Cereal Rye

4.5 5.6 34

Table 4

Temporary Warm Season Seeding Districts Dates Seed Mix and Rates

(lb. PLS/acre) All May 1–August 31 Foxtail Millet 34

2.2. Fertilizer. Use fertilizer in conformance with Article 166.2., “Materials.”

2.3. Vegetative Watering. Use water that is clean and free of industrial wastes and other substances harmful to the growth of vegetation.

2.4. Mulch.

2.4.1. Straw or Hay Mulch. Use straw or hay mulch in conformance with Section 162.2.5., “Mulch.”

2.4.2. Cellulose Fiber Mulch. Use only cellulose fiber mulches that are on the Approved Products List, Erosion Control Approved Products. (http://www.txdot.gov/business/resources/erosion-control.html) Submit one full set of manufacturer’s literature for the selected material. Keep mulch dry until applied. Do not use molded or rotted material.

2.5. Tacking Methods. Use a tacking agent applied in accordance with the manufacturer’s recommendations or a crimping method on all straw or hay mulch operations. Use tacking agents as approved or as specified on the plans.

3. CONSTRUCTION

Cultivate the area to a depth of 4 in. before placing the seed unless otherwise directed. Use approved equipment to vertically track the seedbed as shown on the plans or as directed. Cultivate the seedbed to a depth of 4 in. or mow the area before placement of the permanent seed when performing permanent seeding after an established temporary seeding. Plant the seed specified and mulch, if required, after the area has been completed to lines and grades as shown on the plans.

3.1. Broadcast Seeding. Distribute the seed or seed mixture uniformly over the areas shown on the plans using hand or mechanical distribution or hydro-seeding on top of the soil unless otherwise directed. Apply the mixture to the area to be seeded within 30 min. of placement of components in the equipment when seed and water are to be distributed as a slurry during hydro-seeding. Roll the planted area with a light roller or other suitable equipment. Roll sloped areas along the contour of the slopes.


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3.2. Straw or Hay Mulch Seeding. Plant seed according to Section 164.3.1., “Broadcast Seeding.” Apply straw or hay mulch uniformly over the seeded area immediately after planting the seed or seed mixture. Apply straw mulch at 2 to 2.5 tons per acre. Apply hay mulch at 1.5 to 2 tons per acre. Use a tacking method over the mulched area.

3.3. Cellulose Fiber Mulch Seeding. Plant seed in accordance with Section 164.3.1., “Broadcast Seeding.” Apply cellulose fiber mulch uniformly over the seeded area immediately after planting the seed or seed mixture at the following rates.

Sandy soils with slopes of 3:1 or less—2,500 lb. per acre. Sandy soils with slopes greater than 3:1—3,000 lb. per acre. Clay soils with slopes of 3:1 or less—2,000 lb. per acre. Clay soils with slopes greater than 3:1—2,300 lb. per acre.

Cellulose fiber mulch rates are based on dry weight of mulch per acre. Mix cellulose fiber mulch and water to make a slurry and apply uniformly over the seeded area using suitable equipment.

3.4. Drill Seeding. Plant seed or seed mixture uniformly over the area shown on the plans at a depth of 1/4 to 1/3 in. using a pasture or rangeland type drill unless otherwise directed. Plant seed along the contour of the slopes.

3.5. Straw or Hay Mulching. Apply straw or hay mulch uniformly over the area as shown on the plans. Apply straw mulch at 2 to 2.5 tons per acre. Apply hay mulch at 1.5 to 2 tons per acre. Use a tacking method over the mulched area.

Apply fertilizer in conformance with Article 166.3., “Construction.” Seed and fertilizer may be distributed simultaneously during “Broadcast Seeding” operations, provided each component is applied at the specified rate. Apply half of the required fertilizer during the temporary seeding operation and the other half during the permanent seeding operation when temporary and permanent seeding are both specified for the same area.

Water the seeded areas at the rates and frequencies as shown on the plans or as directed.

4. MEASUREMENT

This Item will be measured by the square yard or by the acre.

5. PAYMENT

The work performed and the materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Broadcast Seeding (Perm)” of the rural or urban seed mixture and sandy or clay soil specified, “Broadcast Seeding (Temp)” of warm or cool season specified, “Straw or Hay Mulch Seeding (Perm)” of the rural or urban seed mixture and sandy or clay soil specified, “Straw or Hay Mulch Seeding (Temp)” of warm or cool season specified, “Cellulose Fiber Mulch Seeding (Perm)” of the rural or urban seed mixture and sandy or clay soil specified, “Cellulose Fiber Mulch Seeding (Temp)” of warm or cool season specified, “Drill Seeding (Perm)” of the rural or urban seed mixture and sandy or clay soil specified, “Drill Seeding (Temp)” of warm or cool season specified, and “Straw or Hay Mulching.” This price is full compensation for furnishing materials, including water for hydro-seeding and hydro-mulching operations, mowing, labor, equipment, tools, supplies, and incidentals. Fertilizer will not be paid for directly but will be subsidiary to this Item. Water for irrigating the seeded area, when specified, will be paid for under Item 168, “Vegetative Watering.”


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Item 166 Fertilizer 1. DESCRIPTION

Provide and distribute fertilizer over areas specified on the plans.

2. MATERIALS

Use a complete fertilizer containing nitrogen (N), phosphoric acid (P), and potash (K) nutrients unless otherwise specified on the plans. Ensure at least 50% of the nitrogen component is a slow-release sulfur-coated urea. Ensure that fertilizer is in an acceptable condition for distribution in containers labeled with the analysis. Fertilizer is subject to testing by the Texas A&M Feed and Fertilizer Control Service in accordance with the Texas Fertilizer Law.

3. CONSTRUCTION

Deliver and apply the complete fertilizer uniformly at a rate equal to 60 lb. of nitrogen per acre or at the analysis and rate specified on the plans.

Apply fertilizer as a dry material and do not mix with water to form a slurry.

Incorporate fertilizer during seedbed preparation as specified on the plans.

4. MEASUREMENT

When fertilizer is specified on the plans to be a pay item, measurement will be by the acre of surface area covered or by the ton (2,000 lb.). Measurement by the ton will use guaranteed weight of bags or containers as shown by the manufacturer or certified scales meeting the requirements of Item 520, “Weighing and Measuring Equipment,” unless otherwise approved.

5. PAYMENT

Unless otherwise specified on the plans, the work performed, materials furnished, equipment, labor, tools, and incidentals will not be paid for directly but will be subsidiary to pertinent bid items.

When fertilizer is specified on the plans to be a pay item, the work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Fertilizer.” This price is full compensation for furnishing materials and performing operations.


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Item 168 Vegetative Watering 1. DESCRIPTION

Provide and distribute water to promote growth of vegetation as directed.

2. MATERIALS

Use water that is clean and free of industrial wastes and other substances harmful to the growth of vegetation.

3. CONSTRUCTION

Apply water when directed. Furnish and operate equipment to distribute water at a uniform and controllable rate. Ensure that watering does not erode soil or plantings. Apply water in the required quantity where shown on the plans or as directed.

4. MEASUREMENT

This Item will be measured by the 1,000 gal. as applied.

5. PAYMENT

The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Vegetative Watering.” This price is full compensation for furnishing and operating watering equipment and measuring devices and for furnishing and applying water, including hauling, equipment, labor, and incidentals.


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Item 420 Concrete Substructures 1. DESCRIPTION

Construct concrete substructures including footings, columns, caps, abutments, piers, culverts, other bridge substructure elements, and other concrete structures as indicated.

2. MATERIALS

2.1. Concrete. Provide concrete in accordance with Item 421, “Hydraulic Cement Concrete.” Provide the class of concrete for each type of structure or unit as shown on the plans or in pertinent governing specifications.

2.2. Grout or Mortar. Provide grout for dowelling anchors or precast connections in accordance with DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications.”

2.3. Latex Curing Materials. Provide an acrylic-polymer latex admixture (acrylic resin emulsion per DMS-4640, “Chemical Admixtures for Concrete”) suitable for producing polymer-modified concrete or mortar. Do not allow latex to freeze.

2.4. Reinforcing Steel. Provide reinforcing steel in accordance with Item 440, “Reinforcement for Concrete.”

2.5. Expansion Joint Material. Provide materials in accordance with DMS-6310, “Joint Sealants and Fillers.” Provide preformed fiber expansion joint material that conforms to the dimensions shown on the plans. Provide preformed bituminous fiber material unless otherwise specified. Provide asphalt board that conforms to dimensions shown on the plans. Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans.

2.6. Waterstop. Provide rubber or polyvinyl chloride (PVC) waterstops in accordance with DMS-6160, “Water Stops, Nylon Reinforced Neoprene Sheet, and Elastomeric Pads,” unless otherwise shown on the plans.

2.7. Curing Materials. Provide membrane curing compounds in accordance with DMS-4650, “Hydraulic Cement Concrete Curing Materials and Evaporation Retardants.”

Provide cotton mats that consist of a filling material of cotton “bat” or “bats” (at least 12 oz. per square yard) completely covered with unsized cloth (at least 6 oz. per square yard) stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in., or tuft both longitudinally and transversely at intervals less than 3 in. Provide cotton mats that are free from tears and in good general condition. Provide a flap at least 6 in. wide consisting of 2 thicknesses of the covering and extending along 1 side of the mat.

Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects. Provide only clear or opaque white sheeting when the ambient temperature during curing exceeds 90°F or when applicable to control temperature during mass pours.

Provide burlap-polyethylene mats made from burlap impregnated on 1 side with a film of opaque white pigmented polyethylene, free from visible defects. Provide laminated mats that have at least 1 layer of an impervious material such as polyethylene, vinyl plastic, or other acceptable material (either as a solid sheet or impregnated into another fabric) and are free of visible defects.

Provide burlap material which complies with AASHTO M 182, Class 3 (10 oz. per square yard) with the following additions:


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Manila hemp may also be used to make burlap. Do not use burlap fabricated from bags. Do not use burlap containing any water soluble ingredient which will retard the setting time of concrete.

Provide used burlap complying with the requirements stated above and that has only been used previously for curing concrete. “Like new” cleanliness is not expected, but contamination with any substance foreign to the concrete curing process, such as grease or oil, will be cause for rejection.

2.8. Epoxy. Provide epoxy materials in accordance with DMS-6100, “Epoxies and Adhesives,” unless otherwise specified.

3. EQUIPMENT

3.1. Transporting and Placing Equipment. Use appropriate transporting and placing equipment such as buckets, chutes, buggies, belt conveyors, pumps, or other equipment as necessary. Ensure concrete is not transported or conveyed through equipment made of aluminum.

Use tremies to control the fall of concrete or for underwater placement. Use tremies that are watertight and of large enough diameter to allow the placement of the concrete but less than 14 in. in diameter. Construct the tremie so the bottom can be sealed and opened once the tremie has been fully charged with concrete for underwater placements.

Use pumps with lines at least 5 in. inside diameter (I.D.) where Grade 2 or smaller coarse aggregate is used, and at least 8 in. I.D. for Grade 1 coarse aggregate.

3.2. Vibrators. Use immersion-type vibrators for consolidation of concrete. Provide at least 1 standby vibrator for emergency use. Furnish vibrator head covered by a rubberized or elastomeric cover when used near epoxy coated reinforcing steel.

3.3. Temperature Recording Equipment. Use strip chart temperature recording devices, recording maturity meters in accordance with Tex-426-A, or other approved devices that are accurate to within ±2°F within the range of 32°F to 212°F for mass concrete operations, cold weather placements, and as otherwise specified.

3.4. Artificial Heating Equipment. Use artificial heating equipment as necessary for maintaining the concrete temperatures as specified in Section 420.4.7.11., “Placing Concrete in Cold Weather.”

3.5. Spraying Equipment. Use mechanically powered pressure sprayers, either air or airless, with appropriate atomizing nozzles for the application of membrane curing. Use hand-pressurized spray equipment with 2 or 3 fan-spray nozzles if approved. Ensure the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%.

3.6. Concrete Testing Equipment. Provide testing equipment for use by the Engineer in accordance with Section 421.3.3., “Testing Equipment.”

4. CONSTRUCTION

Obtain approval for proposed construction methods before starting work. Approval of construction methods and equipment does not relieve the Contractor’s responsibility for safety or correctness of methods, adequacy of equipment, or completion of work in full accordance with the Contract.

Unless otherwise shown on the plans, it is the Contractor’s option to perform testing on structural concrete (structural classes of concrete are identified in Table 8 of Section 421.4.1., “Classification of Concrete Mix Designs,”) to determine the in-situ strength to address the schedule restrictions in Section 420.4.1., “Schedule Restrictions.” The Engineer may require the Contractor to perform this testing for concrete placed in cold weather. Make enough test specimens for Contractor-performed testing to ensure strength


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requirements are met for the operations listed in Section 420.4.1., “Schedule Restrictions.” Make at least 1 set of test specimens for each element cast each day. Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction. Ensure safe handling, curing, and storage of all test specimens. Provide testing personnel, and sample and test the hardened concrete in accordance with Section 421.4.8., “Sampling and Testing of Concrete.” The maturity method, Tex-426-A, may be used for in-situ strength determination for schedule restrictions if approved. Coring will not be allowed for in-situ strength determination for schedule restrictions. Provide the Engineer the opportunity to witness all testing operations. Report all test results to the Engineer.

If the Contractor does not wish to perform schedule restriction testing, the Engineer’s 7-day lab-cured tests, performed in accordance with Article 421.5., “Acceptance of Concrete,” will be used for schedule restriction determinations. The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather.

4.1. Schedule Restrictions. Construct and open completed structures to traffic with the following limitations unless otherwise shown on the plans:

4.1.1. Setting Forms. Attain at least 2,500 psi compressive strength before erecting forms on concrete footings supported by piling or drilled shafts, or on individual drilled shafts. Erect forms on spread footings and culvert footings after the footing concrete has aged at least 2 curing days as defined in Section 420.4.10., “Curing Concrete.” Place concrete only after the forms and reinforcing steel have been inspected by the Engineer.

Support tie beam or cap forms by falsework on previously placed tie beams only if the tie beam concrete has attained a compressive strength of 2,500 psi and the member is properly supported to eliminate stresses not provided for in the design. Maintain curing as required until completion of the curing period.

Place superstructure forms or falsework on the substructure only if the substructure concrete has attained a compressive strength of 3,000 psi.

4.1.2. Removal of Forms and Falsework. Keep in place weight-supporting forms and falsework for bridge components and culvert slabs until the concrete has attained a compressive strength of 2,500 psi in accordance with Section 420.4.11., “Removal of Forms and Falsework.” Keep all forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the heat control plan outlined in Section 420.4.7.14., “Mass Placements.”

4.1.3. Placement of Superstructure Members. Erect or place superstructure members or precast substructure members only after the substructure concrete has attained a compressive strength of 3,000 psi.

4.1.4. Opening to Traffic. Direct traffic culverts may be opened to construction traffic when the design strength specified in Section 421.4.1., “Classification of Concrete Mix Design,” has been attained if curing is maintained. Obtain approval before opening direct traffic culverts to the traveling public. Open other noncritical structural and nonstructural concrete for service upon the completion of curing unless otherwise specified or directed.

4.1.5. Post-Tensioned Construction. Ensure strength requirements on the plans for structural elements designed to be post-tensioned are met for stressing and staged loading of structural elements.

4.1.6. Backfilling. Backfill in accordance with Section 400.3.3., “Backfill.”

4.2. Plans for Falsework and Forms. Submit plans for falsework and forms for the following items: vertical forms for piers and single column bents; load supporting forms for caps and tie-beams; form attachments for bridges to be widened; and other items as indicated or directed. Provide design calculations when requested. Show all essential details of proposed forms, falsework, and bracing. Have a licensed professional engineer design, seal, and sign these plans. Department approval is not required, except as noted in Table 1 of Item 5, “Control of the Work,” when forms or falsework are located such that public safety can be affected, but the Department reserves the right to request modifications to the plans. The Contractor is responsible for the adequacy of these plans. Design job-fabricated formwork assuming a weight of 150 pcf for concrete, and


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include a liveload allowance of 50 psf of horizontal surface of the form. Do not exceed 125% of the allowable stresses used by the Department for the design of structures.

4.3. Falsework. Design and construct falsework to safely carry the maximum anticipated loads, including wind loads, and to provide the necessary rigidity. Consult AASHTO’s Guide Design Specifications for Bridge Temporary Works and Construction Handbook for Bridge Temporary Works for falsework and shoring information not indicated below. Submit details in accordance with Section 420.4.2., “Plans for Falsework and Forms.”

Design job-fabricated falsework assuming a weight of 150 pcf for concrete, and include a minimum liveload allowance of 50 psf of horizontal surface of the form. Do not exceed 125% of the allowable stresses used by the Department for the design of structures.

Do not exceed the manufacturer’s maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used in falsework. Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units.

Provide timber that is sound, in good condition, and free from defects that would impair its strength. Provide timber that meets or exceeds the species, size, and grade requirements in the submitted falsework plans.

Provide wedges made of hardwood or metal in pairs to adjust falsework to desired elevations to ensure even bearing. Do not use wedges to compensate for incorrectly cut bearing surfaces.

Use sills or grillages large enough to support the superimposed load without settlement. Take precautions to prevent settling of the supporting material unless the sills or grillages are founded on solid rock, shale, or other hard materials.

Place falsework that cannot be founded on a satisfactory spread footing on piling or drilled shafts with enough bearing capacity to support the superimposed load without settlement. Drive falsework piling to the required resistance determined by the applicable formula in Item 404, “Driving Piling.” Design drilled shafts for falsework to carry the superimposed load using both skin friction and point bearing.

Weld in conformance with Item 448, “Structural Field Welding.” Securely brace each falsework bent to provide the stiffness required, and securely fasten the bracing to each pile or column it crosses.

Remove falsework when it is no longer required or as indicated on the submitted falsework plan. Pull or cut off foundations for falsework at least 2 ft. below finished ground level. Completely remove falsework, piling, or drilled shafts in a stream, lake, or bay to the approved limits to prevent obstruction to the waterway.

4.4. Forms. Submit formwork plans in accordance with Section 420.4.2., “Plans for Falsework and Forms.”

4.4.1. General. Provide forms of either timber or metal except where otherwise specified or permitted.

Design forms for the pressure exerted by a liquid weighing 150 pcf. Take the rate of concrete placement into consideration in determining the depth of the equivalent liquid. Include a minimum liveload allowance of 50 psf of horizontal surface for job-fabricated forms. Do not exceed 125% of the Department’s allowable stresses for the design of structures.

Do not exceed the manufacturer’s maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used for forms. Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units.

Provide steel forms for round columns unless otherwise approved. Refer to Item 427, “Surface Finishes for Concrete,” for additional requirements for off-the-form finishes.


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Provide commercial form liners for imprinting a pattern or texture on the concrete surface as shown on the plans and specified in Section 427.4.3.5., “Form Liner Finish.”

Provide forming systems that are practically mortar-tight, rigidly braced, and strong enough to prevent bulging between supports, and maintain them to the proper line and grade during concrete placement. Maintain forms in a manner that prevents warping and shrinkage. Do not allow offsets at form joints to exceed 1/16 in.

Use only material that is inert, non-biodegradable, and nonabsorptive for forms to be left in place.

Construct all forms to permit their removal without marring or damaging the concrete. Clean all forms and footing areas of any extraneous matter before placing concrete. Provide openings in forms if needed for the removal of laitance or foreign matter.

Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface. Take care to prevent coating of the reinforcing steel.

Complete all preparatory work before requesting permission to place concrete.

Cease placement if the forms show signs of bulging or sagging at any stage of the placement, and remove the portion of the concrete causing this condition immediately as directed. Reset the forms and securely brace them against further movement before continuing the placement.

4.4.2. Timber Forms. Provide properly seasoned, good-quality lumber that is free from imperfections that would affect its strength or impair the finished surface of the concrete. Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans.

Maintain forms or form lumber that will be reused so it stays clean and in good condition. Do not use any lumber that is split, warped, bulged, or marred, or that has defects in any way that will produce inferior work. Promptly remove such lumber from the work.

Provide form lining for all formed surfaces except: the inside of culvert barrels, inlets, manholes, and box girders; surfaces that are subsequently covered by backfill material or are completely enclosed; and any surface formed by a single finished board or by plywood.

Provide form lining of an approved type such as masonite or plywood. Do not provide thin membrane sheeting such as polyethylene sheets for form lining.

Use plywood at least 3/4 in. thick. Place the grain of the face plies on plywood forms parallel to the span between the supporting studs or joists unless otherwise indicated on the submitted form drawings.

Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S. Department of Commerce Voluntary Product Standard PS 1.

Space studs and joists so the facing form material remains in true alignment under the imposed loads.

Space wales closely enough to hold forms securely to the designated lines, scabbed at least 4 ft. on each side of joints to provide continuity. Place a row of wales near the bottom of each placement.

Place facing material with parallel and square joints, securely fastened to supporting studs.

Place forms with the form panels symmetrical (long dimensions set in the same direction) for surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420.4.13., “Ordinary Surface Finish.” Make horizontal joints continuous.


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Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and can be maintained to a true line without warping. Dress wood molding on all faces. Fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in. on the sides unless otherwise shown on the plans.

Use metal form ties of an approved type or a satisfactory substitute of a type that permits ease of removal of the metal to hold forms in place. Cut back wire ties at least 1/2 in. from the face of the concrete.

Use devices to hold metal ties in place that are able to develop the strength of the tie and adjust to allow for proper alignment.

Entirely remove metal and wooden spreaders that separate the forms as the concrete is being placed.

Provide adequate clean-out openings for narrow walls and other locations where access to the bottom of the forms is not readily attainable.

4.4.3. Metal Forms. Requirements for timber forms regarding design, mortar-tightness, filleted corners, beveled projections, bracing, alignment, removal, reuse, and wetting also apply to metal forms except metal forms do not require lining unless specifically noted on the plans.

Use form metal thick enough to maintain the true shape without warping or bulging. Countersink all bolt and rivet heads on the facing sides. Design clamps, pins, or other connecting devices to hold the forms rigidly together and to allow removal without damage to the concrete. Use metal forms that present a smooth surface and line up properly. Keep metal free from rust, grease, and other foreign materials.

4.5. Drains. Install and construct weep holes and roadway drains as shown on the plans.

4.6. Placing Reinforcement and Post-Tensioning. Place reinforcement as provided in Item 440, “Reinforcement for Concrete.” Do not weld reinforcing steel supports to other reinforcing steel except where shown on the plans.

Place post-tensioning ducts, anchorages, and other hardware in accordance with the approved prestressing details and Item 426, “Post-Tensioning.” Keep ducts free of obstructions until all post-tensioning operations are complete.

4.7. Placing Concrete. Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms, reinforcing steel placement, and other preparations.

Do not place concrete when impending weather conditions would impair the quality of the finished work. Place concrete in early morning or at night or adjust the placement schedule for more favorable weather when conditions of wind, humidity, and temperature are such that concrete cannot be placed without the potential for weather-related distress.

Adequately illuminate the entire placement site as approved when mixing, placing, and finishing concrete in non-daylight hours.

Furnish adequate shelter to protect the concrete against damage from rainfall or freezing temperatures as outlined in this Item if changes in weather conditions require protective measures after work starts. Continue operations during rainfall only if approved. Use protective coverings for the material stockpiles. Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates.

Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete.

4.7.1. Placing Temperature. Place concrete according to the following temperature limits for the classes of concrete defined in Section 421.4.1., “Classification of Concrete Mix Designs.”


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Place Class C, F, H, K, or SS concrete only when its temperature at time of placement is between 50°F and 95°F. Increase the minimum placement temperature to 60°F if slag cement is used in the concrete.

Place Class S concrete, used in this Item only as indicated for culvert top slabs, only when its temperature is between 50°F and 85°F. Increase the minimum placement temperature to 60°F if slag cement is used in the concrete.

Place Class A, B, and D concrete only when its temperature at the time of placement is greater than 50°F.

Place mass concrete in accordance with Section 420.4.7.14., “Mass Placements,” only when its temperature at the time of placement is between 50°F and 75°F.

4.7.2. Transporting Time. Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14 of Item 421, “Hydraulic Cement Concrete.”

4.7.3. Workability of Concrete. Place concrete with a slump as specified in Section 421.4.2.5., “Slump.” Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided that the maximum mix design water–cement ratio is not exceeded. Mix concrete in accordance with Section 421.4.6., “Mixing and Delivering Concrete,” after introduction of any additional water or chemical admixtures. Do not add water or chemical admixtures after any concrete has been discharged.

4.7.4. Transporting Concrete. Transport concrete by buckets, chutes, buggies, belt conveyors, pumps, or other methods.

Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability. Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability.

Arrange and use chutes, troughs, conveyors, or pipes so the concrete ingredients will not be separated. Terminate such equipment in vertical downspouts when necessary to prevent segregation. Extend open troughs and chutes, if necessary, down inside the forms or through holes left in the forms.

Keep all transporting equipment clean and free from hardened concrete coatings. Discharge water used for cleaning clear of the concrete.

4.7.5. Preparation of Surfaces. Thoroughly wet all forms and hardened concrete on which concrete is to be placed before placing concrete on them. Remove any remaining puddles of excess water before placing concrete. Provide surfaces that are in a moist, saturated surface-dry condition when concrete is placed on them.

Ensure the subgrade or foundation is moist before placing concrete on grade. Lightly sprinkle the subgrade if dry.

4.7.6. Expansion Joints. Construct joints and devices to provide for expansion and contraction in accordance with plan details.

Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint.

Ensure finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material.

Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the joint.

4.7.7. Construction Joints. A construction joint is the joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set. Monolithic placement means the manner and sequence of concrete placing does not create a construction joint.


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Make construction joints of the type and at the locations shown on the plans. Additional joints in other members are not permitted without approval. Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations.

Make construction joints square and normal to the forms unless otherwise required. Use bulkheads in the forms for all vertical joints.

Thoroughly roughen the top surface of a concrete placement terminating at a horizontal construction joint as soon as practical after initial set is attained.

Thoroughly clean the hardened concrete surface of all loose material, laitance, dirt, and foreign matter, and saturate it with water. Remove all free water and moisten the surface before concrete or bonding grout is placed against it. Ensure the surface of the existing concrete is in a saturated surface-dry condition (SSD) just before placing subsequent concrete. Wet the existing concrete by ponding water on the surface for 24 hr. before placing subsequent concrete. Use high-pressure water blasting if ponding is not possible to achieve SSD conditions 15 to 30 min. before placing the concrete. An SSD condition is achieved when the surface remains damp when exposed to sunlight for 15 min.

Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints.

Bonding agents are not required unless indicated otherwise. Coat the joint surface with bonding mortar, grout, epoxy, or other material if a bonding agent is required as indicated on the plans. Provide Type V epoxy per DMS-6100, “Epoxies and Adhesives,” for bonding fresh concrete to hardened concrete. Place the bonding epoxy on a clean, dry surface, and place the fresh concrete while the epoxy is still tacky. Place bonding mortar or grout on a surface that is SSD, and place the concrete before the bonding mortar or grout dries. Place other bonding agents in accordance with the manufacturer’s recommendations.

4.7.8. Handling and Placing. Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete. Produce a uniform, dense compact mass.

Ensure concrete free-falls no more than 5 ft. except in the case of drilled shafts, thin walls such as in culverts, or as allowed by other Items. Remove any hardened concrete splatter ahead of the plastic concrete.

Fill each part of the forms by depositing concrete as near its final position as possible. Do not deposit large quantities of concrete at 1 point and run or move the concrete along to fill the forms.

Deposit concrete in the forms in layers of suitable depth but no more than 36 in. deep unless otherwise permitted.

Avoid cold joints in a monolithic placement. Sequence successive layers or adjacent portions of concrete so they can be vibrated into a homogeneous mass with the previously placed concrete before it sets. Allow no more than 1 hr. to elapse between adjacent or successive placements of concrete when re-vibration of the concrete is shown on the plans except as otherwise allowed by an approved placing procedure. This time limit may be extended by 1/2 hr. if the concrete contains at least the minimum recommended dosage of a Type B or D admixture.

4.7.9. Consolidation. Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators. Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms.

Vibrate the concrete immediately after deposit. Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures, and into the corners and angles of the forms. Insert the vibrators vertically where possible. Vibrate the entire depth of each lift, allowing the vibrator to penetrate several inches into the preceding lift. Do not use the vibrator to move the concrete to other locations in the forms. Do not drag the vibrator through the concrete. Thoroughly consolidate concrete along construction joints by operating the vibrator along and close to but not against the joint surface. Continue the vibration until the concrete surrounding reinforcements and fixtures is completely


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consolidated. Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms.

4.7.10. Installation of Dowels and Anchor Bolts. Install dowels and anchor bolts by casting them in-place or by grouting with grout, epoxy, or epoxy mortar unless noted otherwise. Form or drill holes for grouting. Follow the manufacturer’s recommended installation procedures for pre-packaged grout or epoxy anchor systems. Test anchors if required on the plans or by other Items.

Drill holes for anchor bolts to accommodate the bolt embedment required by the plans. Make holes for dowels at least 12 in. deep unless otherwise shown on the plans. Make the hole diameter at least twice the dowel or bolt diameter, but not exceeding the dowel or bolt diameter plus 1-1/2 in. when using cementitious grout or epoxy mortar. Make the hole diameter 1/16 to 1/4 in. greater than the dowel or bolt diameter when using neat epoxy unless indicated otherwise by the epoxy manufacturer.

Thoroughly clean holes of all loose material, oil, grease, or other bond-breaking substance, and blow them clean with filtered compressed air. Use a wire brush followed by oil-free compressed air to remove all loose material from the holes, repeating as necessary until no more material is removed. Ensure holes are in a surface-dry condition when epoxy type materials are used and in a surface-moist condition when cementitious grout is used. Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts. Completely fill the void between the hole and dowel or bolt with grouting material. Follow exactly the requirements for cleaning outlined in the product specifications for pre-packaged systems.

Provide hydraulic cement grout for cast-in-place or grouted systems in accordance with DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications.” Provide a Type III epoxy per DMS-6100, “Epoxies and Adhesives,” when neat epoxy is used for anchor bolts or dowels. Provide Type VIII epoxy per DMS-6100, “Epoxies and Adhesives,” when an epoxy grout is used. Provide grout, epoxy, or epoxy mortar as the binding agent unless otherwise indicated on the plans.

Provide other anchor systems as required on the plans.

4.7.11. Placing Concrete in Cold Weather. Protect concrete placed under weather conditions where weather may adversely affect results. Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditions. Remove and replace concrete as directed at the Contractor’s expense if it is determined unsatisfactory due to poor conditions.

Do not place concrete in contact with any material coated with frost or with a temperature of 32°F or lower. Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved. Place concrete when the ambient temperature in the shade is at least 35°F and rising or above 40°F.

Provide and install recording thermometers, maturity meters, or other suitable temperature measuring devices to verify all concrete is effectively protected as follows:

Maintain the temperature at all surfaces of concrete in bents, piers, culvert walls, retaining walls, parapets, wingwalls, top slabs of non-direct traffic culverts, and other similar formed concrete at or above 40°F for 72 hr. from the time of placement.

Maintain the temperature of all other concrete, including the bottom slabs (footings) of culverts, placed on or in the ground above 32°F for 72 hr. from the time of placement.

Use additional covering, insulated forms, or other means and, if necessary, supplement the covering with artificial heating. Avoid applying heat directly to concrete surfaces. Cure as specified in Section 420.4.10., “Curing Concrete,” during this period until all requirements for curing have been satisfied.

Have all necessary heating and covering material ready for use before permission is granted to begin placement when impending weather conditions indicate the possible need for temperature protection.


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4.7.12. Placing Concrete in Hot Weather. Keep the concrete at or below the maximum temperature at time of placement as specified in Section 420.4.7.1., “Placing Temperature.” Sprinkle and shade aggregate stockpiles or use ice, liquid nitrogen systems, or other approved methods as necessary to control the concrete temperature.

4.7.13. Placing Concrete in Water. Deposit concrete in water only when shown on the plans or with approval. Make forms or cofferdams tight enough to prevent any water current passing through the space in which the concrete is being deposited. Do not pump water during the concrete placing or until the concrete has set for at least 36 hr.

Place the concrete with a tremie or pump, or use another approved method, and do not allow it to fall freely through the water or disturb it after it is placed. Keep the concrete surface level during placement.

Support the tremie or operate the pump so it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow. Submerge the lower end of the tremie or pump hose in the concrete at all times. Use continuous placing operations until the work is complete.

Design the concrete mix in accordance with Item 421, “Hydraulic Cement Concrete,” with a minimum cement content of 650 lb. per cubic yard for concrete to be placed under water. Include an anti-washout admixture in the mix design as necessary to produce a satisfactory finished product.

4.7.14. Mass Placements. Develop and obtain approval for a heat control plan for monolithic placements designated on the plans as mass concrete to ensure the following during the heat dissipation period:

the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F and

the temperature at the central core of the placement does not exceed 160°F.

Use the ConcreteWorks© software available from the Department, or another approved method based on the guidelines in ACI 207, “Mass Concrete,” to develop the heat control plan. The Department will make available technical assistance on the use of ConcreteWorks©. Develop the heat control plan using historical temperature ranges for the anticipated time of the mass placement. Re-create the plan if the work schedule shifts by more than one month.

The heat control plan may include a combination of the following elements: selection of concrete ingredients including aggregates, gradation, and cement types, to minimize heat of

hydration; use of ice or other concrete cooling ingredients; use of liquid nitrogen dosing systems; controlling rate or time of concrete placement; use of insulation or supplemental external heat to control heat loss; use of supplementary cementing materials; use of a cooling system to control the core temperature; or vary the duration formwork remains in place.

Furnish and install 2 pairs of temperature recording devices, maturity meters, or other approved equivalent devices. Install devices to measure the surface temperature no more than 3 in. from the surface. Install devices to measure the core temperature a distance of half the least dimension from the nearest surface near the point of maximum predicted heat. Use these devices to simultaneously measure the temperature of the concrete at the core and the surface. Maintain temperature control methods for 4 days unless otherwise approved based on the submitted heat control plan. Do not use maturity meters to predict strength of mass concrete. Revise the heat control plan as necessary to maintain the temperature limitations shown above.

If the core temperature exceeds 160°F, the mass concrete element will be subject to review and acceptance by the Engineer using forensic analyses to determine its potential reduction in service life or performance. Proceed with subsequent construction on the affected element only when notified regarding acceptance.


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Repair any resulting cracking if the temperature differential between the central core of the placement and the nearest concrete surface exceeds 35°F at no expense to the Department and revise the heat control plan as necessary to prevent further occurrences.

4.7.15. Placing Concrete in Foundation and Substructure. Do not place concrete in footings until the depth and character of the foundation has been inspected and permission has been given to proceed.

Place concrete footings upon seal concrete after the cofferdams are free from water and the seal concrete is cleaned. Perform any necessary pumping or bailing during the concreting from a suitable sump located outside the forms.

Construct or adjust all temporary wales or braces inside cofferdams as the work proceeds to prevent unauthorized construction joints.

Omit forms when footings can be placed in a dry excavation without the use of cofferdams, if approved, and fill the entire excavation with concrete to the elevation of the top of footing.

Place concrete in columns monolithically between construction joints unless otherwise directed. Columns and caps or tie beams supported on them may be placed in the same operation or separately. Allow for settlement and shrinkage of the column concrete, if placed in the same operation, by placing it to the lower level of the cap or tie beam, and delay placement between 1 and 2 hr. before proceeding with the cap or tie beam placement.

4.7.16. Placing Concrete in Box Culverts. Allow between 1 and 2 hr. to elapse where the top slab and walls are placed monolithically in culverts more than 4 ft. in clear height before placing the top slab to allow for settlement and shrinkage in the wall concrete.

Accurately finish the footing slab at the proper time to provide a smooth uniform surface. Finish top slabs that carry direct traffic as specified in Item 422, “Concrete Superstructures.” Give top slabs of fill type culverts a float finish.

4.8. Extending Existing Substructures. Verify pertinent dimensions and elevations of the existing structure before ordering any required materials.

4.8.1. Removal. Remove portions of the existing structure to the lines and dimensions shown on the plans or as directed. Dispose of these materials as shown on the plans or as directed. Repair any portion of the remaining structure damaged as a result of the construction.

Do not use explosives to remove portions of the existing structure unless approved in writing. Do not use a demolition ball, other swinging weight, or impact equipment unless shown on the plans. Use pneumatic or hydraulic tools for final removal of concrete at the “break” line. Use removal equipment, as approved that will not damage the remaining concrete.

4.8.2. Reuse of Removed Portions of Structure. Detach and remove all portions of the old structure that are to be incorporated into the extended structure to the lines and details as specified on the plans or as directed. Move the unit to be reused to the new location specified using approved methods. Place the reinforcement and extension concrete according to the plan details.

4.8.3. Splicing Reinforcing Steel. Splice new reinforcing bars to exposed bars in the existing structure using lap splices in accordance with Item 440, “Reinforcement for Concrete,” unless otherwise shown on the plans. The new reinforcing steel does not need to be tied to the existing steel where spacing or elevation does not match that of the existing steel provided the lap length is attained. Weld in accordance with Item 448, “Structural Field Welding,” when welded splices are permitted. Install any required dowels in accordance with Section 420.4.7.10., “Installation of Dowels and Anchor Bolts.”

4.8.4. Concrete Preparation. Roughen and clean concrete surfaces that are in contact with new construction before placing forms. Prepare these construction joint surfaces in accordance with Section 420.4.7.7., “Construction Joints.”


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4.9. Treatment and Finishing of Horizontal Surfaces. Strike off to grade and finish all unformed upper surfaces. Do not use mortar topping for surfaces constructed under this Section.

Float the surface with a suitable float after the concrete has been struck off.

Slope the tops of caps and piers between bearing areas from the center slightly toward the edge, and slope the tops of abutment and transition bent caps from the backwall to the edge, as directed, so water drains from the surface. Give the concrete a smooth trowel finish. Construct bearing areas for steel units in accordance with Section 441.3.11.6., “Bearing and Anchorage Devices.” Give the bearing area under the expansion ends of concrete slabs and slab and girder spans a steel-trowel finish to the exact grades required. Give bearing areas under elastomeric bearing pads or nonreinforced bearing seat buildups a textured, wood float finish. Do not allow the bearing area to vary from a level plane more than 1/16 in. in all directions.

Cast bearing seat buildups or pedestals for concrete units integrally with the cap or a construction joint. Provide a latex-based mortar, an epoxy mortar, or an approved proprietary bearing mortar for bearing seat buildups cast with a construction joint. Mix mortars in accordance with the manufacturer’s recommendations. Construct pedestals of Class C concrete, reinforced as shown on the plans or as indicated in Figure 1 and Figure 2. The Engineer of Record will design pedestals higher than 12 in.

Figure 1

Section through Bearing Seat Buildups


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Figure 2

Plan View of Bearing Seat Buildups

4.10. Curing Concrete. Obtain approval of the proposed curing methods, equipment, and materials before placing concrete. The Engineer may require the same curing methods for like portions of a single structure. Inadequate curing or facilities may delay all concrete placements on the job until remedial action is taken.

A curing day is a calendar day when the temperature, taken in the shade away from artificial heat, is above 50°F for at least 19 hr. or, on colder days if the temperature of all surfaces of the concrete is maintained above 40°F, for the entire 24 hr. The required curing period begins when all concrete has attained its initial set unless indicated otherwise. Tex-440-A may be used to determine when the concrete has attained its initial set.

Cure all concrete for 4 consecutive days except as allowed for the curing options listed below. Use form or membrane curing for vertical surfaces unless otherwise approved. Use only water curing for horizontal surfaces of HPC or mass concrete. Use water or membrane curing for horizontal or unformed surfaces for all other concrete.

Use one of the following curing options for vertical surfaces, unless indicated otherwise. Form cure for 48 hr. after placement. Form cure for 12 hr. after placement followed by membrane curing. For HPC Concrete, form cure for 48 hr. after placement followed by membrane curing. For mass concrete, form cure as required by the heat control plan followed by membrane curing if forms

are removed before 4 days.

Apply membrane curing, if used, within 2 hr. of form removal.

Use only water curing in accordance with this Section for the top surface of any concrete unit upon which concrete is to be placed and bonded at a later interval (stub walls, caps with backwalls, risers, etc.).

Cure all other concrete as specified in the pertinent Items. Use the following methods for curing concrete, subject to the requirements of this Item.

4.10.1. Form Curing. When forms are left in intimate contact with the concrete, other curing methods are not required except for exposed surfaces and for cold weather protection. Use another approved curing method if forms are removed before the 4-day required curing period.


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4.10.2. Water Curing. Keep all exposed surfaces of the concrete wet continuously for the required curing time. Use water curing in accordance with concrete mixing water in Section 421.2.5., “Water.” Do not use seawater or water that stains or leaves an unsightly residue.

4.10.2.1. Blankets. Keep the concrete continuously wet by maintaining wet cotton or burlap mats in direct contact with the concrete for the required curing time. Weight the mats adequately to provide continuous contact with all concrete. Cover surfaces that cannot be cured by direct contact with mats, forming an enclosure well anchored to the forms or ground so outside air cannot enter the enclosure. Provide sufficient moisture inside the enclosure to keep all surfaces of the concrete wet.

4.10.2.2. Water Spray. Overlap sprays or sprinklers to keep all unformed surfaces continuously wet.

4.10.2.3. Ponding. Cover the surfaces with at least 2 in. of clean granular material, kept wet at all times, or at least 1 in. deep water. Use a dam to retain the water or saturated granular material.

4.10.3. Membrane Curing. Choose either Type 1-D or Type 2 membrane-curing compound unless otherwise shown on the plans. Use the same type of curing compound on an individual member.

Apply membrane curing just after free moisture has disappeared at a rate of approximately 180 sq. ft. per gallon. Do not spray curing compound on projecting reinforcing steel or concrete that will later form a construction joint. Do not apply membrane curing to dry surfaces. Dampen formed surfaces and surfaces that have been given a first rub so they are moist at the time of application of the membrane.

Leave the film unbroken for the minimum curing period specified when membrane is used for complete curing. Correct damaged membrane immediately by reapplication of membrane. Polyethylene sheeting, burlap-polyethylene mats, or laminated mats in close contact with the concrete surfaces are equivalent to membrane curing.

4.11. Removal of Forms and Falsework. Remove forms for vertical surfaces after the concrete has aged a minimum of 12 hr. after initial set provided the removal can be done without damage to the concrete unless otherwise directed. Keep forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the heat control plan outlined in Section 420.4.7.14., “Mass Placements.”

Leave in place weight-supporting forms and falsework spanning more than 1 ft. for all bridge components and culvert slabs except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi. Remove forms for other structural components as necessary.

Remove inside forms (walls and top slabs) for box culverts and sewers after concrete has attained a compressive strength of 1,800 psi if an approved overhead support system is used to transfer the weight of the top slab to the walls of the box culvert or sewer before removal of the support provided by the forms.

Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure.

Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in. from the concrete surface. Make the appliances so metal may be removed without undue chipping or spalling of the concrete, and so it leaves a smooth opening in the concrete surface when removed. Do not burn off rods, bolts, or ties.

Remove all forms and falsework unless otherwise directed.

4.12. Defective Work. Repair defective work as soon as possible. Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer.

4.13. Ordinary Surface Finish. Apply an ordinary surface finish to all concrete surfaces. Provide flat or textured surfaces as specified with uniform appearance. Address defects and surface irregularities not consistent with the intent of the expected finish by the following:


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Chip away all loose or broken material to sound concrete where porous, spalled, or honeycombed areas are visible after form removal.

Repair spalls in accordance with the procedures outlined in the Concrete Repair Manual available on the Department’s website.

Clean and fill holes or spalls caused by the removal of form ties, etc., with latex grout, cement grout, or epoxy grout as approved. Fill only the holes. Do not blend the patch with the surrounding concrete. On surfaces to receive a rub finish in accordance with Item 427, “Surface Finishes for Concrete,” chip out exposed parts of metals chairs to a depth of 1/2 in. and repair the surface.

Remove all fins, rust staining, runs, drips, or mortar from surfaces that will be exposed. Smooth all form marks and chamfer edges by grinding or dry-rubbing.

Ensure all repairs are dense, well-bonded, and properly cured. Finish exposed large repairs to blend with the surrounding concrete where a higher class of finish is not specified.

Apply an ordinary surface finish as the final finish to the following exposed surfaces unless noted otherwise: inside and top of inlets, inside and top of manholes, inside of sewer appurtenances, and inside of culvert barrels.

Form marks and chamfer edges do not need to be smoothed for the inside of culvert barrels.

5. MEASUREMENT

This Item will be measured by the cubic yard, square yard, foot, square foot, or by each structure.

5.1. General. Concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer.

In determining quantities, no deductions will be made for chamfers less than 2 in. or for embedded portions of steel or prestressed concrete beams, piling, anchor bolts, reinforcing steel, drains, weep holes, junction boxes, electrical or telephone conduit, ducts and voids for prestressed tendons, or embedded portions of light fixtures.

Variation in concrete headwall quantity incurred when an alternate bid for pipe is permitted will not be cause for payment adjustment.

Quantities revised by a change in design, measured as specified, will be increased or decreased and included for payment.

5.2. Plans Quantity. Structure elements designated in Table 1 and measured by the cubic yard are plans quantity measurement items. The quantity to be paid for plans quantity items is the quantity shown in the proposal unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required.

No adjustment will be made for footings or other in-ground elements where the Contractor has been allowed to place concrete in an excavation without forms.


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Table 1 Plans Quantity Payment

(Cubic Yard Measurement Only) Culverts and culvert wing walls Abutments Headwalls for pipe Footings Retaining walls Pile bent caps Inlets and manholes Post-tensioned elements Note—Other elements, including pier and bent concrete, may be paid for as “plans quantity” when shown on the plans.

5.3. Measured in Place. Items not paid for as “plans quantity” will be measured in place.

6. PAYMENT

The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for the class of concrete and element identified and by the special designation when appropriate. This price is full compensation for furnishing, hauling, and mixing concrete materials; furnishing, bending, fabricating, splicing, welding and placing the required reinforcement; clips, blocks, metal spacers, ties, wire, or other materials used for fastening reinforcement in place; furnishing, placing, and stressing post-tensioning system; placing, finishing, and curing concrete; mass placement controls; applying ordinary surface finish; furnishing and placing drains, metal flashing strips, and expansion-joint material; excavation, subgrade preparation; and forms and falsework, equipment, labor, tools, and incidentals.

Price will be adjusted in accordance with Article 421.6., “Measurement and Payment” when required to address non-compliance of project acceptance testing.

Design and installation of foundations for falsework is at the Contractor’s expense.

In addition to the work described above, for extending structures the unit prices bid for the various classifications of concrete shown are full compensation for removing and disposing of, if necessary, the designated portion of the existing structure; removing, stockpiling if necessary, and replacing headwall units for reuse; cleaning, bending, and cutting of exposed reinforcing steel; splicing of new reinforcing steel to existing reinforcing steel; installation of dowels; and cleaning and preparing existing concrete surfaces.


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Item 427 Surface Finishes for Concrete 1. DESCRIPTION

Finish concrete surface as specified.

2. MATERIALS

Furnish materials in accordance with this Article for the type of surface finish specified.

2.1. Coatings.

2.1.1. Adhesive Grout and Concrete Paint. Provide coatings in accordance with DMS-8110, “Coatings for Concrete.” Match color of coating with Federal Standard 595C color 35630, concrete gray, unless otherwise shown on the plans.

2.1.2. Opaque Sealer. Provide penetrating-type sealer in accordance with DMS-8110, “Coatings for Concrete.” Match color of coating with Federal Standard 595C color 35630, concrete gray, unless otherwise shown on the plans.

2.1.3. Silicone-Based Paint. Provide silicone resin emulsion paint (SREP) meeting the requirements of DMS-8141, “Paint, Silicon Resin for Concrete.” Match color of coating with Federal Standard 595C color 35630, concrete gray, unless otherwise shown on the plans.

2.2. Exposed Aggregate Finish. Provide approved aggregates meeting the grading requirements shown on the plans. Provide gravel consisting of predominantly rounded particles unless otherwise shown on the plans. Use crushed stone when a bush-hammered finish is desired. Provide a concrete surface retardant. Provide clear Type II permanent anti-graffiti coating in accordance with DMS-8111, “Anti-Graffiti Coatings.”

3. EQUIPMENT

The Engineer may require demonstration of the equipment’s capabilities.

3.1. Low-Pressure Water Blasting. Use equipment capable of supplying a minimum pressure at the nozzle end of 3,000 psi at a minimum flow rate of 3 gpm. Use a 0° rotary, vibratory, or wobble-type nozzle. Use equipment capable of including abrasives in the water stream when specified on the plans.

3.2. Abrasive Blasting. Use equipment with filters to produce oil-free air and also water-free air when dry air is required.

3.3. Slurry Blasting. Use equipment capable of combining air and abrasives with water to form a wet blast media capable of cleaning and preparing surface without creating dust.

3.4. Spraying. Use equipment with fluid and air pressure regulators and gauges to allow for adjustment to produce a uniform spray pattern for spray applications.

3.5. Off-the-Form Finish Forms. Use nonstaining, nonporous, high-quality forming materials (e.g., steel or medium-density and high-density overlaid plywood forms). Use steel or high-density overlaid plywood forms when the same form will be used more than twice.


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3.6. Form Liners. Provide form liners capable of producing a patterned finish as shown on the plans. Use form liners that provide a clean release from the concrete surface without pulling or breaking the textured concrete.

4. CONSTRUCTION

Provide the finish specified on the plans for the specific surface areas.

4.1. Surface Areas of Finish. “Surface area of finish” designates the areas where the specified surface is to be applied.

4.1.1. Surface Area I. surfaces of railing; exterior vertical faces of fascia beams, slabs, slab spans, arches, and box girders; the outside bottom surface of fascia beams and girders; the underside of overhanging slabs to the point of juncture of the supporting beam; the entire underside of slab spans when shown on the plans; vertical and underside surfaces of bents and piers; all surfaces of tie beams, abutments, bridge wingwalls, culvert headwalls and wingwalls, and retaining

walls exposed to view after all backfill and embankment is placed; and all other exposed surfaces shown on the plans to require surface treatment.

4.1.2. Surface Area II. Surfaces of railing, all wingwalls, and the exterior vertical faces of slabs.

4.1.3. Surface Area III. Only the top and roadway faces of all concrete railing and bridge wingwalls.

4.1.4. Surface Area IV. Areas designated on the plans.

4.2. Coatings. Apply the coating specified on the plans.

4.2.1. Preparation. Clean the surface thoroughly before applying a coating by chemical cleaning, if required, and by blast cleaning.

Submit a containment plan that details the procedures proposed to keep public property, private property, and the environment from being adversely affected by the cleaning and painting operations. Do not discharge washwater into body of water or conveyance without TCEQ approval. Collect and properly dispose of any paint or debris dislodged as a result of cleaning operations.

4.2.1.1. Chemical Cleaning. Clean surfaces contaminated with oil, grease, or other contaminants by scrubbing the area with an approved detergent or other concrete cleaning material before blast cleaning. Do not use a solvent that will stain the surface or inhibit coating adhesion. Perform the following test to check for surface contamination of oil type materials:

Spray the surface with a fine mist of potable water. Examine the area to see if water beads up. Clean the surface if beading is found.

4.2.1.2. Blast Cleaning. Blast clean the designated surface to remove weak surface material, curing compound, and other contaminants before applying a specified coating, leaving a lightly etched uniformly textured surface. Use an approved abrasive propelled by oil-free air with or without the addition of potable water, or blast with potable water with or without the addition of an approved abrasive at sufficient pressure to effectively clean and prepare the surface. Maintain the stand-off-distance of the nozzle to a maximum of 12 in. from the surface being cleaned when water blasting.


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Do not damage concrete surface by gouging, spalling, or exposing coarse aggregate by the blasting operation.

Blow clean oil- and moisture-free air on all surfaces with sufficient pressure to remove loose particles immediately before application of any coating. Perform the following test to check for surface cleanliness as directed:

Press a 10 in. long strip of 2 in. wide clear packing tape on the surface by rubbing with moderate pressure.

Grasp the free end of the tape, and remove the tape from the surface with a sharp jerk. Examine the surface of the tape for clinging particles.

Continue cleaning the concrete surface until there are no particles clinging to the tape surface for subsequent tests. An additional test that can be used to check the surface for dust is to wipe the surface with a dark cloth and then examine the cloth for discoloration.

4.2.2. Application. Mix coating materials thoroughly with a mechanical mixer at a speed that causes the mixture to rotate entirely in the container. Ensure complete mixing by probing the container with a stirring device searching for non-dispersed or settled material.

Apply coatings once the new concrete has aged a minimum of 28 days except for the adhesive grout coating. Do not apply coatings when weather conditions will be detrimental to the final surface finish as determined by the Engineer. Do not apply coatings when surface temperature of the concrete exceeds 110°F.

Apply coatings to obtain a consistent color and texture.

4.2.2.1. Adhesive Grout. Apply coating on a moistened surface to a uniform minimum thickness of 1/16 in. Apply when ambient temperature is at least 50°F.

4.2.2.2. Concrete Paint. Apply the coating on a dry surface in 2 coats for a total maximum application rate of 150 sq. ft. per gallon. Match the color of the applied coating with the color standard shown on the plans. Do not thin material unless approved. Apply when ambient temperature is between 50°F and 100°F.

4.2.2.3. Opaque Sealer. Apply the coating to a dry surface in 2 coats for a total maximum application rate of 200 sq. ft. per gallon. Match the color of the applied coating with the approved color standard shown on the plans. Do not thin the material unless approved. Apply when ambient temperature is between 40°F and 100°F.

4.2.2.4. Silicone Resin Paint. Apply the coating on a dry surface in 2 coats at a rate not exceeding 300 sq. ft. per gallon per coat. Do not thin the material unless approved. Wait a minimum of 12 hr. between coats. Apply when ambient temperature is between 50°F and 100°F.

Repair surface finish where coating has been applied that exhibits peeling, flaking, or discoloration or has been damaged during construction. Remove defective or damaged coating. Clean and recoat repair area in accordance with the requirements of this Item.

4.3. Special Surface Finishes. Submit a work plan to the Engineer for any special finish shown on the plans. Include in the work plan the type of aggregates, materials, variation of panel or pattern arrangement, dimensions, construction methods, and other features affecting the work as is necessary for the “Special Surface Finish” specified.

4.3.1. Blast Finish. Provide surface profile as shown on the plans, or meet the minimum requirements of Section 427.4.2.1., “Preparation.” Construct a 4 × 4 ft. sample panel using the same concrete used in construction of the member to receive the blast finish. Prepare the surface of the sample panel to meet the specified finish, and obtain approval of the sample finish. Use the approved sample panel finish as the standard for surfaces requiring a blast finish.


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4.3.2. Slurry Coat Finish. Provide cementitious slurry coat finish to concrete surfaces within 14 days of placing concrete or later as approved. Water blast surface to moisten surface before application when application of slurry coat occurs more than 14 days after placing concrete. Do not apply slurry coat finish to surfaces receiving another type coating finish.

Submit for approval proposed slurry recipe including cement, latex concrete additive, with or without sand, and other additives before application. The Engineer will direct the level of surface texture the slurry coat will have, whether to include sand, and what fineness of sand is to be used. Tint mixture of slurry as specified on the plans and as directed. Maintain consistent slurry throughout project only modifying recipe to account for color variations being noticed as work progresses.

Rub in slurry with carborundum stone, stiff bristle brush, or other approved device. Limit thickness of applied slurry to a maximum of 1/16 in. thick. Demonstrate application methods for slurry coat and obtain approval of proposed surface. Apply slurry coat to obtain a tightly adhering cementitious finish to concrete surface. Remove material and reapply if slurry coat is not tightly adhering or is cracked.

4.3.3. Rub Finish. Provide a finish to the surface by rubbing the surface with a carborundum stone or other approved material. Begin rubbing the surface immediately after forms have been removed. Provide blast finish or other finish as directed at no additional cost to the Department if rubbing surface is delayed to the point where the surface is dry and unable to be rubbed to produce an acceptable finish. Perform the requirements to obtain the ordinary surface finish specified in Section 420.4.13., “Ordinary Surface Finish,” concurrently with rubbing the surface. Rub concrete-patching areas after the patch material has thoroughly set and blend the patch in with the surrounding area to produce a surface with uniform color and texture where concrete patching is performed.

Keep the surface continuously wet after form removal until the rubbing is complete. Rub the surface sufficiently to bring the wetted concrete surface to a paste producing a smooth dense surface without pits, form marks, or other irregularities. Do not use cement grout to form the paste on the surface. Stripe the surface with a brush to conceal the rubbing pattern and allow the paste to reset. Wash the concrete with potable water after the paste has sufficiently set to leave it with a neat and uniform appearance and texture. Apply membrane curing, if required, in accordance with Item 420, “Concrete Substructures,” after rubbing is complete.

4.3.4. Off-the-Form Finish. Provide a finish with minimal surface defects and uniform color and texture by using non-staining, non-porous, high-quality forming materials. Use the same type of forming materials for like elements for the entire structure.

Use mortar-tight forms to prevent leakage and discoloration. Seal joints with compressible gasket material, caulk, tape, or by other suitable means that are not detrimental to the concrete finish if necessary. Use one brand and type of form-release agents for all surfaces unless another product produces a similar concrete surface appearance. Do not use barrier-type (wax, fuel oil, carrier oil, etc.) release agents. Use form-release agents containing a rust inhibitor on steel forms. Clean rust off steel forms before use. Use plywood that will not cause discoloration of the concrete surface.

Direct special attention to consolidation and vibration of the concrete around the form surfaces to minimize bug holes. Modify concrete placement and vibration techniques if surface contains an excessive amount of bug holes. Remove all forms without interruption once form removal begins to prevent discoloration due to differing form curing times.

Do not use membrane curing on surfaces with off-the-form finish.

Repair honeycombed and spall areas with least dimension larger than 2 in. in accordance with the concrete surface repair procedures outlined in Item 420, “Concrete Substructures,” to obtain an ordinary surface finish as defined in Section 420.4.13., “Ordinary Surface Finish.” Patch honeycombed and spall areas with least dimension greater than 3/4 in. but smaller than 2 in. by filling defect with repair material omitting the chipping operation. Do not patch honeycombed and spall areas with least dimension smaller than 3/4 in. Perform required repairs as soon as forms are removed. Match repair material color and texture with surrounding


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concrete surfaces. Minimize the area of repair by not smearing the repair material over acceptable concrete surfaces in an attempt to blend the repair with the surrounding concrete. Cut out form ties at least 1/2 in. below the surface, and patch accordingly. Perform repair work as soon as possible after removing forms so that concrete and repair material have similar ages. Replace or refurbish the forms when the Engineer determines defective formwork is causing an excessive amount of repair work.

4.3.5. Form Liner Finish. Provide patterned finish as shown on the plans. Do not splice form liner panels in a way that causes a noticeable transition or line between pieces. Wash and clean form liners after each use when the forms can be reused. Replace form liners that have become damaged or worn.

Construct a sample panel for each form liner finish. Approval is required to verify the sample panel meets the requirements of the plans and specifications before beginning work. Upon approval, the sample panel becomes the model panel that all other work will be compared against. Deviation in color, grade, or depth from the model panel is grounds for rejection of the form liner finish. Removal of defective work may be necessary as determined by the Engineer and in accordance with the surface finish requirements outlined in Item 420, “Concrete Substructures,” to obtain an ordinary surface finish as defined in Section 420.4.13., “Ordinary Surface Finish.”

Seal all form liner joints in a manner acceptable to the Engineer to prevent leakage at the surface.

4.3.6. Exposed Aggregate Finish. Provide exposed aggregate finish as indicated on the plans. Provide a depth of finish between 3/8 in. and 1/2 in. unless directed otherwise.

Apply a concrete surface retarder that penetrates approximately 1/4 in. into the forms or concrete surface to help achieve the desired finish. Apply 2 or 3 coats to wood forms to account for absorption if necessary. Tape or caulk form joints to prevent escape of the retarder during the placing operations. Protect the form surfaces from sun and rain while exposed to the atmosphere. Re-treat form surfaces with retarder if disturbed. Protect adjacent areas of concrete not requiring exposed aggregate finish from the retarder.

Remove forms 12 to 15 hr. after concrete placement but not before concrete has gained sufficient strength to support the self-weight of the member unless directed otherwise. Expose the aggregate for the finish immediately after form removal. Remove the grout paste covering the aggregate to be exposed by an approved method. Do not loosen the aggregate by the grout removal operation. Maintain required curing on all surfaces except for the time while the aggregate is being exposed. Cure using wet mats or membrane after the aggregate is exposed.

Repair defective areas as determined by the Engineer.

Re-clean exposed aggregate surfaces by an approved method. Apply a coat of clear Type II permanent anti-graffiti coating to cleaned exposed aggregate surface. Apply anti-graffiti coatings by spray, roller, or brush at the application rates recommended by the manufacturer and in accordance with Item 740, “Graffiti Removal and Anti-Graffiti Coating.”

5. MEASUREMENT

When surface finishes for concrete is shown on the plans to be a pay item, measurement will be by the square foot of the type of surface finish specified.

This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurement or calculations will be made if adjustments of quantities are required.

6. PAYMENT

Unless otherwise specified on the plans, the work performed, materials furnished, equipment, labor, tools, and incidentals will not be paid for directly but will be considered subsidiary to pertinent Items.


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When a surface finish for concrete is specified as a pay item, the work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Adhesive Grout Finish,” “Concrete Paint Finish,” “Opaque Sealer Finish,” “Silicone Resin Paint Finish,” or “Blast Finish.” This price is full compensation for materials; cleaning and preparing surfaces; application of materials; and equipment, labor, tools, and incidentals.

Slurry coat, rub, off-the-form, form liner, or exposed aggregate finishes (including anti-graffiti coating) will not be paid for under this Item but are subsidiary to other pertinent Items.


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Item 506 Temporary Erosion, Sedimentation, and Environmental Controls 1. DESCRIPTION

Install, maintain, and remove erosion, sedimentation, and environmental control measures to prevent or reduce the discharge of pollutants in accordance with the Storm Water Pollution Prevention Plan (SWP3) on the plans and the Texas Pollutant Discharge Elimination System (TPDES) General Permit TXR150000. Control measures are defined as Best Management Practices used to prevent or reduce the discharge of pollutants. Control measures include, but are not limited to, rock filter dams, temporary pipe slope drains, temporary paved flumes, construction exits, earthwork for erosion control, pipe, construction perimeter fence, sandbags, temporary sediment control fence, biodegradable erosion control logs, vertical tracking, temporary or permanent seeding, and other measures. Erosion and sediment control devices must be selected from the Erosion Control Approved Products or Sediment Control Approved Products lists. Perform work in a manner to prevent degradation of receiving waters, facilitate project construction, and comply with applicable federal, state, and local regulations. Ensure the installation and maintenance of control measures is performed in accordance with the manufacturer’s or designer’s specifications.

Provide the Contractor Certification of Compliance before performing SWP3 or soil disturbing activities. By signing the Contractor Certification of Compliance, the Contractor certifies they have read and understand the requirements applicable to this project pertaining to the SWP3, the plans, and the TPDES General Permit TXR150000. The Contractor is responsible for any penalties associated with non-performance of installation or maintenance activities required for compliance. Ensure the most current version of the certificate is executed for this project.

2. MATERIALS

Furnish materials in accordance with the following: Item 161, “Compost,” Item 432, “Riprap,” and Item 556, “Pipe Underdrains.”

2.1. Rock Filter Dams.

2.1.1. Aggregate. Furnish aggregate with approved hardness, durability, cleanliness, and resistance to crumbling, flaking, and eroding. Provide the following:

Types 1, 2, and 4 Rock Filter Dams. Use 3 to 6 in. aggregate. Type 3 Rock Filter Dams. Use 4 to 8 in. aggregate.

2.1.2. Wire. Provide minimum 20 gauge galvanized wire for the steel wire mesh and tie wires for Types 2 and 3 rock filter dams. Type 4 dams require:

a double-twisted, hexagonal weave with a nominal mesh opening of 2-1/2 × 3-1/4 in.; minimum 0.0866 in. steel wire for netting; minimum 0.1063 in. steel wire for selvages and corners; and minimum 0.0866 in. for binding or tie wire.

2.1.3. Sandbag Material. Furnish sandbags meeting Section 506.2.8., “Sandbags,” except that any gradation of aggregate may be used to fill the sandbags.


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2.2. Temporary Pipe Slope Drains. Provide corrugated metal pipe, polyvinyl chloride (PVC) pipe, flexible tubing, watertight connection bands, grommet materials, prefabricated fittings, and flared entrance sections that conform to the plans. Recycled and other materials meeting these requirements are allowed if approved.

Furnish concrete in accordance with Item 432, “Riprap.”

2.3. Temporary Paved Flumes. Furnish asphalt concrete, hydraulic cement concrete, or other comparable non-erodible material that conforms to the plans. Provide rock or rubble with a minimum diameter of 6 in. and a maximum volume of 1/2 cu. ft. for the construction of energy dissipaters.

2.4. Construction Exits. Provide materials that meet the details shown on the plans and this Section.

2.4.1. Rock Construction Exit. Provide crushed aggregate for long- and short-term construction exits. Furnish aggregates that are clean, hard, durable, and free from adherent coatings such as salt, alkali, dirt, clay, loam, shale, soft or flaky materials, and organic and injurious matter. Use 4- to 8-in. aggregate for Type 1. Use 2- to 4-in. aggregate for Type 3.

2.4.2. Timber Construction Exit. Furnish No. 2 quality or better railroad ties and timbers for long-term construction exits, free of large and loose knots and treated to control rot. Fasten timbers with nuts and bolts or lag bolts, of at least 1/2 in. diameter, unless otherwise shown on the plans or allowed. Provide plywood or pressed wafer board at least 1/2 in. thick for short-term exits.

2.4.3. Foundation Course. Provide a foundation course consisting of flexible base, bituminous concrete, hydraulic cement concrete, or other materials as shown on the plans or directed.

2.5. Embankment for Erosion Control. Provide rock, loam, clay, topsoil, or other earth materials that will form a stable embankment to meet the intended use.

2.6. Pipe. Provide pipe outlet material in accordance with Item 556, “Pipe Underdrains,” and details shown on the plans.

2.7. Construction Perimeter Fence.

2.7.1. Posts. Provide essentially straight wood or steel posts that are at least 60 in. long. Furnish soft wood posts with a minimum diameter of 3 in., or use nominal 2 × 4 in. boards. Furnish hardwood posts with a minimum cross-section of 1-1/2 × 1-1/5 in. Furnish T- or L-shaped steel posts with a minimum weight of 1.25 lb. per foot.

2.7.2. Fence. Provide orange construction fencing as approved.

2.7.3. Fence Wire. Provide 14 gauge or larger galvanized smooth or twisted wire. Provide 16 gauge or larger tie wire.

2.7.4. Flagging. Provide brightly-colored flagging that is fade-resistant and at least 3/4 in. wide to provide maximum visibility both day and night.

2.7.5. Staples. Provide staples with a crown at least 1/2 in. wide and legs at least 1/2 in. long.

2.7.6. Used Materials. Previously used materials meeting the applicable requirements may be used if approved.

2.8. Sandbags. Provide sandbag material of polypropylene, polyethylene, or polyamide woven fabric with a minimum unit weight of 4 oz. per square yard, a Mullen burst-strength exceeding 300 psi, and an ultraviolet stability exceeding 70%.

Use natural coarse sand or manufactured sand meeting the gradation given in Table 1 to fill sandbags. Filled sandbags must be 24 to 30 in. long, 16 to 18 in. wide, and 6 to 8 in. thick.


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Table 1 Sand Gradation

Sieve Size Retained (% by Weight) #4 Maximum 3%

#100 Minimum 80% #200 Minimum 95%

Aggregate may be used instead of sand for situations where sandbags are not adjacent to traffic. The aggregate size must not exceed 3/8 in.

2.9. Temporary Sediment Control Fence. Provide a net-reinforced fence using woven geo-textile fabric. Logos visible to the traveling public will not be allowed.

2.9.1. Fabric. Provide fabric materials in accordance with DMS-6230, “Temporary Sediment Control Fence Fabric.”

2.9.2. Posts. Provide essentially straight wood or steel posts with a minimum length of 48 in., unless otherwise shown on the plans. Furnish soft wood posts at least 3 in. in diameter, or use nominal 2 × 4 in. boards. Furnish hardwood posts with a minimum cross-section of 1-1/2 × 1-1/2 in. Furnish T- or L-shaped steel posts with a minimum weight of 1.25 lb. per foot.

2.9.3. Net Reinforcement. Provide net reinforcement of at least 12.5 gauge (SWG) galvanized welded wire mesh, with a maximum opening size of 2 × 4 in., at least 24 in. wide, unless otherwise shown on the plans.

2.9.4. Staples. Provide staples with a crown at least 3/4 in. wide and legs 1/2 in. long.

2.9.5. Used Materials. Use recycled material meeting the applicable requirements if approved.

2.10. Biodegradable Erosion Control Logs.

2.10.1. Core Material. Furnish core material that is biodegradable or recyclable. Use compost, mulch, aspen excelsior wood fibers, chipped site vegetation, agricultural rice or wheat straw, coconut fiber, 100% recyclable fibers, or any other acceptable material unless specifically called out on the plans. Permit no more than 5% of the material to escape from the containment mesh. Furnish compost meeting the requirements of Item 161, “Compost.”

2.10.2. Containment Mesh. Furnish containment mesh that is 100% biodegradable, photodegradable, or recyclable such as burlap, twine, UV photodegradable plastic, polyester, or any other acceptable material.

Furnish biodegradable or photodegradable containment mesh when log will remain in place as part of a vegetative system.

Furnish recyclable containment mesh for temporary installations.

2.10.3. Size. Furnish biodegradable erosion control logs with diameters shown on the plans or as directed. Stuff containment mesh densely so logs do not deform.

3. QUALIFICATIONS, TRAINING, AND EMPLOYEE REQUIREMENTS

3.1. Contractor Responsible Person Environmental (CRPE) Qualifications and Responsibilities. Provide and designate in writing at the preconstruction conference a CRPE and alternate CRPE who have overall responsibility for the storm water management program. The CRPE will implement storm water and erosion control practices; will oversee and observe storm water control measure monitoring and management; will monitor the project site daily and produce daily monitoring reports as long as there are BMPs in place or soil disturbing activities are evident to ensure compliance with the SWP3 and TPDES General Permit TXR150000. During time suspensions when work is not occurring or on contract non-work days, daily inspections are not required unless a rain event has occurred. The CRPE will provide recommendations on


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how to improve the effectiveness of control measures. Attend the Department’s preconstruction conference for the project. Ensure training is completed as identified in Section 506.3.3., “Training,” by all applicable personnel before employees work on the project. Document and submit a list, signed by the CRPE, of all applicable Contractor and subcontractor employees who have completed the training. Include the employee’s name, the training course name, and date the employee completed the training. Provide the most current list at the preconstruction conference or before SWP3 or soil disturbing activities. Update the list as needed and provide the updated list when updated.

3.2. Contractor Superintendent Qualifications and Responsibilities. Provide a superintendent that is competent, has experience with and knowledge of storm water management, and is knowledgeable of the requirements and the conditions of the TPDES General Permit TXR150000. The superintendent will manage and oversee the day to day operations and activities at the project site; work with the CRPE to provide effective storm water management at the project site; represent and act on behalf of the Contractor; and attend the Department’s preconstruction conference for the project.

3.3. Training. All Contractor and subcontractor employees involved in soil disturbing activities, small or large structures, storm water control measures, and seeding activities must complete training as prescribed by the Department.

4. CONSTRUCTION

4.1. Contractor Responsibilities. Implement the SWP3 for the project site in accordance with the plans and specifications, TPDES General Permit TXR150000, and as directed. Coordinate storm water management with all other work on the project. Develop and implement an SWP3 for project-specific material supply plants within and outside of the Department’s right of way in accordance with the specific or general storm water permit requirements. Prevent water pollution from storm water associated with construction activity from entering any surface water or private property on or adjacent to the project site.

4.2. Implementation. The CRPE, or alternate CRPE, must be accessible by phone and able to respond to project-related storm water management or other environmental emergencies 24 hr. per day.

4.2.1. Commencement. Implement the SWP3 as shown and as directed. Contractor-proposed recommendations for changes will be allowed as approved. Conform to the established guidelines in the TPDES General Permit TXR150000 to make changes. Do not implement changes until approval has been received and changes have been incorporated into the plans. Minor adjustments to meet field conditions are allowed and will be recorded in the SWP3.

4.2.2. Phasing. Implement control measures before the commencement of activities that result in soil disturbance. Phase and minimize the soil disturbance to the areas shown on the plans. Coordinate temporary control measures with permanent control measures and all other work activities on the project to assure economical, effective, safe, and continuous water pollution prevention. Provide control measures that are appropriate to the construction means, methods, and sequencing allowed by the Contract. Exercise precaution throughout the life of the project to prevent pollution of ground waters and surface waters. Schedule and perform clearing and grubbing operations so that stabilization measures will follow immediately thereafter if project conditions permit. Bring all grading sections to final grade as soon as possible and implement temporary and permanent control measures at the earliest time possible. Implement temporary control measures when required by the TPDES General Permit TXR150000 or otherwise necessitated by project conditions.

Do not prolong final grading and shaping. Preserve vegetation where possible throughout the project, and minimize clearing, grubbing, and excavation within stream banks, bed, and approach sections.

4.3. General.

4.3.1. Temporary Alterations or Control Measure Removal. Altering or removal of control measures is allowed when control measures are restored within the same working day.


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4.3.2. Stabilization. Initiate stabilization for disturbed areas no more than 14 days after the construction activities in that portion of the site have temporarily or permanently ceased. Establish a uniform vegetative cover or use another stabilization practice in accordance with the TPDES General Permit TXR150000.

4.3.3. Finished Work. Remove and dispose of all temporary control measures upon acceptance of vegetative cover or other stabilization practice unless otherwise directed. Complete soil disturbing activities and establish a uniform perennial vegetative cover. A project will not be considered for acceptance until a vegetative cover of 70% density of existing adjacent undisturbed areas is obtained or equivalent permanent stabilization is obtained in accordance with the TPDES General Permit TXR150000. An exception will be allowed in arid areas as defined in the TPDES General Permit TXR150000.

4.3.4. Restricted Activities and Required Precautions. Do not discharge onto the ground or surface waters any pollutants such as chemicals, raw sewage, fuels, lubricants, coolants, hydraulic fluids, bitumens, or any other petroleum product. Operate and maintain equipment on-site to prevent actual or potential water pollution. Manage, control, and dispose of litter on-site such that no adverse impacts to water quality occur. Prevent dust from creating a potential or actual unsafe condition, public nuisance, or condition endangering the value, utility, or appearance of any property. Wash out concrete trucks only as described in the TPDES General Permit TXR150000. Use appropriate controls to minimize the offsite transport of suspended sediments and other pollutants if it is necessary to pump or channel standing water (i.e., dewatering). Prevent discharges that would contribute to a violation of Edwards Aquifer Rules, water quality standards, the impairment of a listed water body, or other state or federal law.

4.4. Installation, Maintenance, and Removal Work. Perform work in accordance with the SWP3, according to manufacturers’ guidelines, and in accordance with the TPDES General Permit TXR150000. Install and maintain the integrity of temporary erosion and sedimentation control devices to accumulate silt and debris until soil disturbing activities are completed and permanent erosion control features are in place or the disturbed area has been adequately stabilized as approved.

The Department will inspect and document the condition of the control measures at the frequency shown on the plans and will provide the Construction SWP3 Field Inspection and Maintenance Reports to the Contractor. Make corrections as soon as possible before the next anticipated rain event or within 7 calendar days after being able to enter the worksite for each control measure. The only acceptable reason for not accomplishing the corrections with the time frame specified is when site conditions are “Too Wet to Work.” Take immediate action if a correction is deemed critical as directed. When corrections are not made within the established time frame, all work will cease on the project and time charges will continue while the control measures are brought into compliance. Commence work once the Engineer reviews and documents the project is in compliance. Commencing work does not release the Contractor of the liability for noncompliance of the SWP3, plans, or TPDES General Permit TXR150000.

The Engineer may limit the disturbed area if the Contractor cannot control soil erosion and sedimentation resulting from the Contractor’s operations. Implement additional controls as directed.

Remove devices upon approval or as directed. Finish-grade and dress the area upon removal. Stabilize disturbed areas in accordance with the permit, and as shown on the plans or directed. Materials removed are considered consumed by the project. Retain ownership of stockpiled material and remove it from the project when new installations or replacements are no longer required.

4.4.1. Rock Filter Dams for Erosion Control. Remove trees, brush, stumps, and other objectionable material that may interfere with the construction of rock filter dams. Place sandbags as a foundation when required or at the Contractor’s option.

Place the aggregate to the lines, height, and slopes specified, without undue voids for Types 1, 2, 3, and 5. Place the aggregate on the mesh and then fold the mesh at the upstream side over the aggregate and secure it to itself on the downstream side with wire ties, or hog rings for Types 2 and 3, or as directed. Place rock filter dams perpendicular to the flow of the stream or channel unless otherwise directed. Construct filter dams according to the following criteria unless otherwise shown on the plans:


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4.4.1.1. Type 1 (Non-Reinforced). Height. At least 18 in. measured vertically from existing ground to top of filter dam. Top Width. At least 2 ft. Slopes. No steeper than 2:1.

4.4.1.2. Type 2 (Reinforced). Height. At least 18 in. measured vertically from existing ground to top of filter dam. Top Width. At least 2 ft. Slopes. No steeper than 2:1.

4.4.1.3. Type 3 (Reinforced). Height. At least 36 in. measured vertically from existing ground to top of filter dam. Top Width. At least 2 ft. Slopes. No steeper than 2:1.

4.4.1.4. Type 4 (Sack Gabions). Unfold sack gabions and smooth out kinks and bends. Connect the sides by lacing in a single loop–double loop pattern on 4- to 5-in. spacing for vertical filling. Pull the end lacing rod at one end until tight, wrap around the end, and twist 4 times. Fill with stone at the filling end, pull the rod tight, cut the wire with approximately 6 in. remaining, and twist wires 4 times.

Place the sack flat in a filling trough, fill with stone, connect sides, and secure ends as described above for horizontal filling.

Lift and place without damaging the gabion. Shape sack gabions to existing contours.

4.4.1.5. Type 5. Provide rock filter dams as shown on the plans.

4.4.2. Temporary Pipe Slope Drains. Install pipe with a slope as shown on the plans or as directed. Construct embankment for the drainage system in 8-in. lifts to the required elevations. Hand-tamp the soil around and under the entrance section to the top of the embankment as shown on the plans or as directed. Form the top of the embankment or earth dike over the pipe slope drain at least 1 ft. higher than the top of the inlet pipe at all points. Secure the pipe with hold-downs or hold-down grommets spaced a maximum of 10 ft. on center. Construct the energy dissipaters or sediment traps as shown on the plans or as directed. Construct the sediment trap using concrete or rubble riprap in accordance with Item 432, “Riprap,” when designated on the plans.

4.4.3. Temporary Paved Flumes. Construct paved flumes as shown on the plans or as directed. Provide excavation and embankment (including compaction of the subgrade) of material to the dimensions shown on the plans unless otherwise indicated. Install a rock or rubble riprap energy dissipater, constructed from the materials specified above, to a minimum depth of 9 in. at the flume outlet to the limits shown on the plans or as directed.

4.4.4. Construction Exits. Prevent traffic from crossing or exiting the construction site or moving directly onto a public roadway, alley, sidewalk, parking area, or other right of way areas other than at the location of construction exits when tracking conditions exist. Construct exits for either long- or short-term use.

4.4.4.1. Long-Term. Place the exit over a foundation course as required. Grade the foundation course or compacted subgrade to direct runoff from the construction exits to a sediment trap as shown on the plans or as directed. Construct exits with a width of at least 14 ft. for one-way and 20 ft. for two-way traffic for the full width of the exit, or as directed.

4.4.4.1.1. Type 1. Construct to a depth of at least 8 in. using crushed aggregate as shown on the plans or as directed.

4.4.4.1.2. Type 2. Construct using railroad ties and timbers as shown on the plans or as directed.


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4.4.4.2. Short-Term.

4.4.4.2.1. Type 3. Construct using crushed aggregate, plywood, or wafer board. This type of exit may be used for daily operations where long-term exits are not practical.

4.4.4.2.2. Type 4. Construct as shown on the plans or as directed.

4.4.5. Earthwork for Erosion Control. Perform excavation and embankment operations to minimize erosion and to remove collected sediments from other erosion control devices.

4.4.5.1. Excavation and Embankment for Erosion Control Features. Place earth dikes, swales, or combinations of both along the low crown of daily lift placement, or as directed, to prevent runoff spillover. Place swales and dikes at other locations as shown on the plans or as directed to prevent runoff spillover or to divert runoff. Construct cuts with the low end blocked with undisturbed earth to prevent erosion of hillsides. Construct sediment traps at drainage structures in conjunction with other erosion control measures as shown on the plans or as directed.

Create a sediment basin, where required, providing 3,600 cu. ft. of storage per acre drained, or equivalent control measures for drainage locations that serve an area with 10 or more disturbed acres at one time, not including offsite areas.

4.4.5.2. Excavation of Sediment and Debris. Remove sediment and debris when accumulation affects the performance of the devices, after a rain, and when directed.

4.4.6. Construction Perimeter Fence. Construct, align, and locate fencing as shown on the plans or as directed.

4.4.6.1. Installation of Posts. Embed posts 18 in. deep or adequately anchor in rock, with a spacing of 8 to 10 ft.

4.4.6.2. Wire Attachment. Attach the top wire to the posts at least 3 ft. from the ground. Attach the lower wire midway between the ground and the top wire.

4.4.6.3. Flag Attachment. Attach flagging to both wire strands midway between each post. Use flagging at least 18 in. long. Tie flagging to the wire using a square knot.

4.4.7. Sandbags for Erosion Control. Construct a berm or dam of sandbags that will intercept sediment-laden storm water runoff from disturbed areas, create a retention pond, detain sediment, and release water in sheet flow. Fill each bag with sand so that at least the top 6 in. of the bag is unfilled to allow for proper tying of the open end. Place the sandbags with their tied ends in the same direction. Offset subsequent rows of sandbags 1/2 the length of the preceding row. Place a single layer of sandbags downstream as a secondary debris trap. Place additional sandbags as necessary or as directed for supplementary support to berms or dams of sandbags or earth.

4.4.8. Temporary Sediment-Control Fence. Provide temporary sediment-control fence near the downstream perimeter of a disturbed area to intercept sediment from sheet flow. Incorporate the fence into erosion-control measures used to control sediment in areas of higher flow. Install the fence as shown on the plans, as specified in this Section, or as directed.

4.4.8.1. Installation of Posts. Embed posts at least 18 in. deep, or adequately anchor, if in rock, with a spacing of 6 to 8 ft. and install on a slight angle toward the runoff source.

4.4.8.2. Fabric Anchoring. Dig trenches along the uphill side of the fence to anchor 6 to 8 in. of fabric. Provide a minimum trench cross-section of 6 × 6 in. Place the fabric against the side of the trench and align approximately 2 in. of fabric along the bottom in the upstream direction. Backfill the trench, then hand-tamp.

4.4.8.3. Fabric and Net Reinforcement Attachment. Attach the reinforcement to wooden posts with staples, or to steel posts with T-clips, in at least 4 places equally spaced unless otherwise shown on the plans. Sewn


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vertical pockets may be used to attach reinforcement to end posts. Fasten the fabric to the top strand of reinforcement by hog rings or cord every 15 in. or less.

4.4.8.4. Fabric and Net Splices. Locate splices at a fence post with a minimum lap of 6 in. attached in at least 6 places equally spaced unless otherwise shown on the plans. Do not locate splices in concentrated flow areas.

Requirements for installation of used temporary sediment-control fence include the following: fabric with minimal or no visible signs of biodegradation (weak fibers), fabric without excessive patching (more than 1 patch every 15 to 20 ft.), posts without bends, and backing without holes.

4.4.9. Biodegradable Erosion Control Logs. Install biodegradable erosion control logs near the downstream perimeter of a disturbed area to intercept sediment from sheet flow. Incorporate the biodegradable erosion control logs into the erosion measures used to control sediment in areas of higher flow. Install, align, and locate the biodegradable erosion control logs as specified below, as shown on the plans, or as directed.

Secure biodegradable erosion control logs in a method adequate to prevent displacement as a result of normal rain events, prevent damage to the logs, and as approved, such that flow is not allowed under the logs. Temporarily removing and replacing biodegradable erosion logs as to facilitate daily work is allowed at the Contractor’s expense.

4.4.10. Vertical Tracking. Perform vertical tracking on slopes to temporarily stabilize soil. Provide equipment with a track undercarriage capable of producing a linear soil impression measuring a minimum of 12 in. long × 2 to 4 in. wide × 1/2 to 2 in. deep. Do not exceed 12 in. between track impressions. Install continuous linear track impressions where the 12 in. length impressions are perpendicular to the slope. Vertical tracking is required on projects where soil disturbing activities have occurred unless otherwise approved.

4.5. Monitoring and Documentation. Monitor the control measures on a daily basis as long as there are BMPs in place and/or soil disturbing activities are evident to ensure compliance with the SWP3 and TPDES General Permit TXR150000. During time suspensions when work is not occurring or contract non-work days, daily inspections are not required unless a rain event has occurred. Monitoring will consist of, but is not limited to, observing, inspecting, and documenting site locations with control measures and discharge points to provide maintenance and inspection of controls as described in the SWP3. Keep written records of daily monitoring. Document in the daily monitoring report the control measure condition, the date of inspection, required corrective actions, responsible person for making the corrections, and the date corrective actions were completed. Maintain records of all monitoring reports at the project site or at an approved place. Provide copies within 7 days. Together, the CRPE and an Engineer’s representative will complete the Construction Stage Gate Checklist on a periodic basis as directed.

5. MEASUREMENT

5.1. Rock Filter Dams. Installation or removal of rock filter dams will be measured by the foot or by the cubic yard. The measured volume will include sandbags, when used.

5.1.1. Linear Measurement. When rock filter dams are measured by the foot, measurement will be along the centerline of the top of the dam.

5.1.2. Volume Measurement. When rock filter dams are measured by the cubic yard, measurement will be based on the volume of rock computed by the method of average end areas.

5.1.2.1. Installation. Measurement will be made in final position.

5.1.2.2. Removal. Measurement will be made at the point of removal.


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5.2. Temporary Pipe Slope Drains. Temporary pipe slope drains will be measured by the foot.

5.3. Temporary Paved Flumes. Temporary paved flumes will be measured by the square yard of surface area. The measured area will include the energy dissipater at the flume outlet.

5.4. Construction Exits. Construction exits will be measured by the square yard of surface area.

5.5. Earthwork for Erosion and Sediment Control.

5.5.1. Equipment and Labor Measurement. Equipment and labor used will be measured by the actual number of hours the equipment is operated and the labor is engaged in the work.

5.5.2. Volume Measurement.

5.5.2.1. In Place.

5.5.2.1.1. Excavation. Excavation will be measured by the cubic yard in its original position and the volume computed by the method of average end areas.

5.5.2.1.2. Embankment. Embankment will be measured by the cubic yard in its final position by the method of average end areas. The volume of embankment will be determined between:

the original ground surfaces or the surface upon that the embankment is to be constructed for the feature and

the lines, grades and slopes of the accepted embankment for the feature.

5.5.2.2. In Vehicles. Excavation and embankment quantities will be combined and paid for under “Earthwork (Erosion and Sediment Control, In Vehicle).” Excavation will be measured by the cubic yard in vehicles at the point of removal. Embankment will be measured by the cubic yard in vehicles measured at the point of delivery. Shrinkage or swelling factors will not be considered in determining the calculated quantities.

5.6. Construction Perimeter Fence. Construction perimeter fence will be measured by the foot.

5.7. Sandbags for Erosion Control. Sandbags will be measured as each sandbag or by the foot along the top of sandbag berms or dams.

5.8. Temporary Sediment-Control Fence. Installation or removal of temporary sediment-control fence will be measured by the foot.

5.9. Biodegradable Erosion Control Logs. Installation or removal of biodegradable erosion control logs will be measured by the foot along the centerline of the top of the control logs.

5.10. Vertical Tracking. Vertical tracking will not be measured or paid for directly but is considered subsidiary to this Item.

6. PAYMENT

The following will not be paid for directly but are subsidiary to pertinent Items: erosion-control measures for Contractor project-specific locations (PSLs) inside and outside the right of

way (such as construction and haul roads, field offices, equipment and supply areas, plants, and material sources);

removal of litter, unless a separate pay item is shown on the plans; repair to devices and features damaged by Contractor operations; added measures and maintenance needed due to negligence, carelessness, lack of maintenance, and

failure to install permanent controls;


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removal and reinstallation of devices and features needed for the convenience of the Contractor; finish grading and dressing upon removal of the device; and minor adjustments including but not limited to plumbing posts, reattaching fabric, minor grading to

maintain slopes on an erosion embankment feature, or moving small numbers of sandbags.

Stabilization of disturbed areas will be paid for under pertinent Items except vertical tacking which is subsidiary.

Furnishing and installing pipe for outfalls associated with sediment traps and ponds will not be paid for directly but is subsidiary to the excavation and embankment under this Item.

6.1. Rock Filter Dams. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid as follows:

6.1.1. Installation. Installation will be paid for as “Rock Filter Dams (Install)” of the type specified. This price is full compensation for furnishing and operating equipment, finish backfill and grading, lacing, proper disposal, labor, materials, tools, and incidentals.

6.1.2. Removal. Removal will be paid for as “Rock Filter Dams (Remove).” This price is full compensation for furnishing and operating equipment, proper disposal, labor, materials, tools, and incidentals.

When the Engineer directs that the rock filter dam installation or portions thereof be replaced, payment will be made at the unit price bid for “Rock Filter Dams (Remove)” and for “Rock Filter Dams (Install)” of the type specified. This price is full compensation for furnishing and operating equipment, finish backfill and grading, lacing, proper disposal, labor, materials, tools, and incidentals.

6.2. Temporary Pipe Slope Drains. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Temporary Pipe Slope Drains” of the size specified. This price is full compensation for furnishing materials, removal and disposal, furnishing and operating equipment, labor, tools, and incidentals.

Removal of temporary pipe slope drains will not be paid for directly but is subsidiary to the installation Item. When the Engineer directs that the pipe slope drain installation or portions thereof be replaced, payment will be made at the unit price bid for “Temporary Pipe Slope Drains” of the size specified, which is full compensation for the removal and reinstallation of the pipe drain.

Earthwork required for the pipe slope drain installation, including construction of the sediment trap, will be measured and paid for under “Earthwork for Erosion and Sediment Control.”

Riprap concrete or stone, when used as an energy dissipater or as a stabilized sediment trap, will be measured and paid for in accordance with Item 432, “Riprap.”

6.3. Temporary Paved Flumes. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Temporary Paved Flume (Install)” or “Temporary Paved Flume (Remove).” This price is full compensation for furnishing and placing materials, removal and disposal, equipment, labor, tools, and incidentals.

When the Engineer directs that the paved flume installation or portions thereof be replaced, payment will be made at the unit prices bid for “Temporary Paved Flume (Remove)” and “Temporary Paved Flume (Install).” These prices are full compensation for the removal and replacement of the paved flume and for equipment, labor, tools, and incidentals.

Earthwork required for the paved flume installation, including construction of a sediment trap, will be measured and paid for under “Earthwork for Erosion and Sediment Control.”


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6.4. Construction Exits. Contractor-required construction exits from off right of way locations or on-right of way PSLs will not be paid for directly but are subsidiary to pertinent Items.

The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” for construction exits needed on right of way access to work areas required by the Department will be paid for at the unit price bid for “Construction Exits (Install)” of the type specified or “Construction Exits (Remove).” This price is full compensation for furnishing and placing materials, excavating, removal and disposal, cleaning vehicles, labor, tools, and incidentals.

When the Engineer directs that a construction exit or portion thereof be removed and replaced, payment will be made at the unit prices bid for “Construction Exit (Remove)” and “Construction Exit (Install)” of the type specified. These prices are full compensation for the removal and replacement of the construction exit and for equipment, labor, tools, and incidentals.

Construction of sediment traps used in conjunction with the construction exit will be measured and paid for under “Earthwork for Erosion and Sediment Control.”

6.5. Earthwork for Erosion and Sediment Control.

6.5.1. Initial Earthwork for Erosion and Sediment Control. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Excavation (Erosion and Sediment Control, In Place),” “Embankment (Erosion and Sediment Control, In Place),” “Excavation (Erosion and Sediment Control, In Vehicle),” “Embankment (Erosion and Sediment Control, (In Vehicle),” or “Earthwork (Erosion and Sediment Control, In Vehicle).”

This price is full compensation for excavation and embankment including hauling, disposal of material not used elsewhere on the project; embankments including furnishing material from approved sources and construction of erosion-control features; and equipment, labor, tools, and incidentals.

Sprinkling and rolling required by this Item will not be paid for directly but will be subsidiary to this Item.

6.5.2. Maintenance Earthwork for Erosion and Sediment Control for Cleaning and Restoring Control Measures. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid under a Contractor Force Account Item from invoice provided to the Engineer.

This price is full compensation for excavation, embankment, and re-grading including removal of accumulated sediment in various erosion control installations as directed, hauling, and disposal of material not used elsewhere on the project; excavation for construction of erosion-control features; embankments including furnishing material from approved sources and construction of erosion-control features; and equipment, labor, tools, and incidentals.

Earthwork needed to remove and obliterate erosion-control features will not be paid for directly but is subsidiary to pertinent Items unless otherwise shown on the plans.

Sprinkling and rolling required by this Item will not be paid for directly but will be subsidiary to this Item.

6.6. Construction Perimeter Fence. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Construction Perimeter Fence.” This price is full compensation for furnishing and placing the fence; digging, fence posts, wire, and flagging; removal and disposal; and materials, equipment, labor, tools, and incidentals.

Removal of construction perimeter fence will be not be paid for directly but is subsidiary to the installation Item. When the Engineer directs that the perimeter fence installation or portions thereof be removed and replaced, payment will be made at the unit price bid for “Construction Perimeter Fence,” which is full compensation for the removal and reinstallation of the construction perimeter fence.


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6.7. Sandbags for Erosion Control. Sandbags will be paid for at the unit price bid for “Sandbags for Erosion Control” (of the height specified when measurement is by the foot). This price is full compensation for materials, placing sandbags, removal and disposal, equipment, labor, tools, and incidentals.

Removal of sandbags will not be paid for directly but is subsidiary to the installation Item. When the Engineer directs that the sandbag installation or portions thereof be replaced, payment will be made at the unit price bid for “Sandbags for Erosion Control,” which is full compensation for the reinstallation of the sandbags.

6.8. Temporary Sediment-Control Fence. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid as follows:

6.8.1. Installation. Installation will be paid for as “Temporary Sediment-Control Fence (Install).” This price is full compensation for furnishing and operating equipment finish backfill and grading, lacing, proper disposal, labor, materials, tools, and incidentals.

6.8.2. Removal. Removal will be paid for as “Temporary Sediment-Control Fence (Remove).” This price is full compensation for furnishing and operating equipment, proper disposal, labor, materials, tools, and incidentals.

6.9. Biodegradable Erosion Control Logs. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid as follows:

6.9.1. Installation. Installation will be paid for as “Biodegradable Erosion Control Logs (Install)” of the size specified. This price is full compensation for furnishing and operating equipment finish backfill and grading, staking, proper disposal, labor, materials, tools, and incidentals.

6.9.2. Removal. Removal will be paid for as “Biodegradable Erosion Control Logs (Remove).” This price is full compensation for furnishing and operating equipment, proper disposal, labor, materials, tools, and incidentals.

6.10. Vertical Tracking. Vertical tracking will not be measured or paid for directly but is considered subsidiary to this Item.


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SPECIAL SPECIFICATION SS-1 FOR

DEWATERING

PART 1: GENERAL

A. Scope of Work

The work consists of the removal of surface water and ground water as necessary to perform the construction required by the contract in accordance with the specifications. It shall include:

a. Removing all surface water from areas of proposed construction;

b. Removing all water which accumulates in excavations during the progress of work so that all work can be done in the dry, unless otherwise approved by the Engineer. Keep excavated areas free from water while underground utilities or structures are constructed, while concrete is setting, and until backfill or elements of the structures have been placed to a sufficient height to anchor the work against possible leakage or buoyant uplift forces. A height to anchor the work against buoyant uplift forces shall be considered sufficient when the dead load of the backfill or elements of the structure exceeds the uplift forces by a minimum factor-of-safety of 1.5;

c. Furnishing, installing, and operating all necessary pumps, piping, and other facilities and equipment to maintain;

d. Installing, maintaining, and operating all cofferdams, channels, flumes, sumps, and all other temporary diversion and protective works needed to divert stream flow and other surface water through or around the construction site

e. Removing all such temporary works and equipment after their intended function is no longer required;

B. Submittal

The Contractor shall furnish the Dewatering Plan to the Engineer before beginning any construction activities for which a diversion is required. Acceptance of this plan or the waiving of the plan requirement will not relieve the contractor of the responsibilities related to this activity during the process of completing the work as specified. The Dewatering Plan shall include shop drawings and design data including the following elements:

a. The proposed type of temporary dewatering works;

b. Arrangement, location, and depths of system components;

c. Complete description of equipment and instrumentation to be used, with installation, operation and maintenance procedures;

d. Design calculations demonstrating adequacy of the proposed system and equipment;

e. Methods of relocation or disposal of pumped water;


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f. Well point system design, if proposed. Submit design complete with calculations and shop drawings;

g. Method for establishing and monitoring construction site water levels;

h. Criteria for determining the acceptability of removing the temporary dewatering works from operation.

PART 2: PRODUCTS

(Not Used)

PART 3: CONSTRUCTION

A. Diverting Surface Water

The contractor shall install, maintain, and operate all cofferdams, channels, flumes, sumps, and all other temporary diversion and protective works needed to divert stream flow and other surface water through or around the construction site. Control of surface water shall be continuous during the period that damage to construction work could occur. Unless otherwise specified and/or approved, the diversion outlet shall be into the same drainage way that the water would have reached before being diverted.

B. Dewatering the Construction Site

Foundations, utility trenches, cutoff trenches, and all other parts of the construction site shall be dewatered and kept free of standing water and muddy conditions as necessary for the proper execution of the work. The contractor shall furnish, install, operate, and maintain all drains, sumps, pumps, casings, well points, and all other equipment required to properly dewater the site as specified. Dewatering systems that cause a loss of soil fines from the project areas will not be permitted.

C. Dewatering Borrow Areas

The contractor shall maintain all borrow areas free of surface water or otherwise provide for timely and effective removal of surface and subsurface water that accumulates within the borrow area, unless waived in section 8 of this specification. Borrow material shall be processed as necessary to achieve proper and uniform moisture content at the time of placement.

D. Erosion and Pollution Control

Removal of water from the construction site, including the borrow areas, shall be accomplished so that erosion and the transporting of sediment and other pollutants are minimized. Pollution control activities shall not conflict with the requirements of Construction Specifications.

E. Removal of Temporary Works

When temporary works are no longer needed, the contractor shall remove and return the area to acondition similar to that which existed before construction. Areas where temporary works were located shall be graded for sightly appearance with no obstruction to natural surface water flows or the proper functioning and access to the works of improvements installed. The contractor shall exercise extreme care during the removal stages to minimize the loss of soil sediment and debris that was trapped during construction.

Pipes, casings, and any other material used to dewater the site shall be removed from temporary


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wells. The wells shall be filled to ground level with clean gravel or other suitable material approved by the contracting officer. The contractor shall exercise extreme care to prevent pollution of the ground water by these actions.

PART 4: Measurement and Payment

This item shall be measured by the lump sum as the work progresses.

The work performed and materials furnished in accordance with this Specification and measured as given above shall be paid for at the lump sum price for “DEWATERING PLAN”.

The price is full compensation for all equipment, materials, labor, tools and incidentals required to complete the work described above.


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SPECIAL SPECIFICATION SS-2

EROSION CONTROL LINING SYSTEM SPECIFICATION FILTER POINT FP300 & UNIFORM SECTION - PET FABRIC FORMED CONCRETE

PART 1.0: GENERAL

1.1 Scope of Work

The work shall consist of furnish all labor, materials, equipment, and incidentals required and perform all operations in connection with the installation of the fabric formed concrete erosion control lining systems in accordance with the lines, grades, design, and dimensions shown on the Contract Drawings and as specified herein. Experienced Contractor shall have 100,000 SQ FT or more of successful experience installing fabric forms within the past 3 years. If the contractor is inexperienced, then the fabric formed concrete manufacturer’s representative shall provide an on-site technical assistance at the beginning of the installation for a length of time the contractor is sufficiently experienced to complete the remaining installation.

1.2.1 Description

The work shall consist of installing an unreinforced concrete lining by positioning specially woven, double-layer synthetic forms on the surface to be protected and filling them with a pumpable fine aggregate concrete (structural grout) in such a manner as to form a stable lining of required thickness, weight and configuration.

1.3 Referenced Documents

1.3.1 American Society for Testing and Materials (ASTM)

ASTM C 31 Standard Practice for Making and Curing Concrete Test Specimens in the FieldASTM C 33 Standard Specification for Concrete AggregatesASTM C 94 Standard Specification for Ready-Mixed Concrete ASTM C 109 Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

(Using 2-in or [50-mm] Cube Specimens)ASTM C 150 Standard Specification for Portland Cement ASTM C 260 Standard Specification for Air-Entraining Admixtures for Concrete ASTM C 494 Standard Specification for Chemical Admixtures for Concrete ASTM C 618 Standard Specification for Coal Fly Ash and Calcined Natural Pozzolan for Use

in Concrete ASTM C 685 Standard Specification for Concrete Made by Volumetric Batching and

Continuous MixingASTM C 1602 Standard Specification for Mixing Water Used in the Production of Hydraulic

Cement Concrete

ASTM C 1603 Standard Test Method for Measurement of Solids in WaterASTM D 2061 Standard Test Method of Strength of Zippers ASTM D 4354 Practice for Sampling of Geotextiles for TestingASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by PermittivityASTM D 4533 Standard Test Method for Trapezoidal Tearing Strength of Geotextiles


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ASTM D 4595 Test Method for Tensile Properties of Geotextiles by the Wide Width Strip Method

ASTM D 4632 Test Method for Breaking Load and Elongation of Geotextiles (Grab Method) ASTM D 4751 Test Method for Determining Apparent Opening Size for a Geotextile ASTM D 4759 Practice for Determining the Specification Conformance of Geotextiles ASTM D 4873 Standard Guide for Identification, Storage, and Handling of Geotextiles ASTM D 4884 Test Method for Seam Strength of Sewn Geotextiles ASTM D 5199 Test Method for Measuring Nominal Thickness of Geotextiles and

Geomembranes ASTM D 5261 Test Method for Measuring Mass per Unit Area of GeotextilesASTM D 6241 Standard Test Method for Static Puncture Strength of Geotextiles and Geotextile-

Related Products Using a 2-inch [50-mm] Probe ASTM D 6449 Standard Method for Flow of Fine Aggregate Concrete for Fabric Formed Concrete

1.4 Terminology

For the purpose of these specifications, the following definitions shall apply: 1.4.1 Compaction:

The densification of a soil by means of mechanical manipulation.

1.4.2 Subgrade:

The ground surface usually specially prepared against which lining shall be placed. In cases where lining is to be retained the same shall be considered as subgrade.

1.4.3 Hydrotex™ Fabric Form (OR APPROVED EQUAL):

The fabric forms are constructed of woven, double-layer synthetic fabric. HYDROTEX linings are installed by positioning fabric forms over the areas to be protected and then pumping, high-strength, fine aggregate concrete into the forms. The fabric forms can be placed and filled either underwater or in-the-dry. The high-strength, fine aggregate concrete is used in place of conventional concrete because of its pumpability, high-strength, impermeability, and absorption resistance.

1.4.4 Hydrotex™ Filter Point (FP) Lining (OR APPROVED EQUAL):

Hydrotex Filter Point linings with filtration point (drains) provide an erosion resistant, permeable concrete lining having a cobbled surface and a relatively high coefficient of hydraulic friction in order to reduce water velocity and wave run-up.

The spacing of the filter points determines the linings thickness and weight, while the specially designed filter points relieve hydrostatic pressure and reduce applied stress to the fabric form during pumping.

1.4.5 Hydrotex™ Uniform Section (US) Lining (OR APPROVED EQUAL):

Hydrotex Uniform Section linings provide an erosion resistant, impermeable concrete lining having a brick pattern surface and a relatively low coefficient of hydraulic friction in order to


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maintain optimum water velocities. The thickness and weight of the lining is controlled by spacer cords.

1.4.6 Baffle:

Baffles are flow-directing vertical geotextile walls constructed between fabric form sections layers. Baffles are an integral part of the fabric form design. Baffles are designed to support the panel section, determine the concrete area of the section and direct the flow of fine aggregate concrete for maximum efficiency.

1.4.7 Slide Fastener (Zipper):

A zipper or zipper like device having two grooved plastic edges joined by a sliding tab or pull.

1.4.8 Cast-in-Place (CIP) Area:

The final area after the form is filled which includes for additions for slope and trenching.

1.5 Submittals

1.5.1 The Contractor shall furnish the fine aggregate concrete manufacturer’s certificates ofcompliance, mix design, fine aggregate gradation and fineness modulus for the fine aggregate concrete.

1.5.2 The Contractor shall furnish the fabric form manufacturer’s certificates of compliance for the fabric forms. The Contractor shall also furnish the manufacturer’s specifications, literature, shop drawings for the layout of the concrete lining panels, and any recommendations, if applicable, that are specifically related to the project.

1.5.3 Alternative fabric formed concrete lining materials may be considered. Such materials must be pre-approved in writing by the Engineer prior to the bid date. Alternative material packages must be submitted to the Engineer a minimum of fourteen (14) days prior to the bid date. Submittal packages must include, as a minimum, the following:

Material testing reports prepared by a certified geotextile laboratory attesting to the alternative fabric form material’s compliance with this Specification. Material laboratory testing shall have been performed within ninety (90) days of the bid date.

PART 2:.0 PRODUCT

2.1 General - Fabric Formed Concrete Lining

Fabric formed concrete lining shall be a Hybrid joining of Filter Point 300 on the side slopes with Uniform Section for the bottom channel width.

The Filter Point (FP300) type shall have a finished average thickness of 3.0 inches, a nominal mass per unit area of 34 lb/ft2, and a deeply cobbled surface appearance with cross shaped filter points on approximately 6.0 inch, spacing when measured along the diagonal. The shear


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resistance of the concrete lining shall be a minimum of 15 lb/ft2, as demonstrated by full scale flume testing.

The Uniform Section (US600) type shall have a finished average thickness of 6.0 inches, a nominal mass per unit area of 68 lb/ft2, and a comparatively uniform section with a brick pattern surface appearance. The shear resistance of the concrete lining shall be a minimum of 28 lb/ft2, as demonstrated by full scale flume testing.

2.2 Fabric Forms

The fabric forms for casting the concrete lining(s) shall be as specified, HYDROTEX® Filter Point (FP300) & HYDROTEX® Uniform Section (US600) fabric forms as manufactured by:

Synthetex, LLC; 5550 Triangle Parkway, Suite 220 Peachtree Corners, Georgia 30092 Tel: 800.253.0561 or 770.399.5051

E-Mail: [email protected]

The fabric forms shall be composed of synthetic yarns formed into a woven fabric. Yarns used in the manufacture of the fabric shall be composed of polyester. Forms shall be woven with a minimum of 50% textured yarns (by weight). Partially-oriented (POY), draw-textured, and/or staple yarns shall not be used in the manufacture of the fabric. Each layer of fabric shall conform to the physical, mechanical and hydraulic requirements Mean Average Roll Values listed in Table 1.0. The fabric forms shall be free of defects or flaws which significantly affect their physical, mechanical, or hydraulic properties.

2.2.1 Filter Point Fabric forms shall consist of double-layer woven fabric joined together by spaced, interwoven filter points to form a concrete lining with a deeply cobbled surface appearance. Filter points shall be formed by interweaving the double-layer fabric to form water permeable drains and attachment points for the control of the concrete lining thickness. The interweaving of the fabric layers shall form an area of double density, high strength, single-layer fabric with an area of 2.0 in2 and a perimeter of 6.5 inches. All filter points shall be cross shaped and shall have twill weave centers designed to function as drains to relieve hydrostatic uplift pressure.

2.2.1 Uniform Section Fabric forms shall consist of double-layer woven fabric joined together by spaced, interwoven cords of uniform length to form a concrete lining of the specified average thickness. The cords shall be interwoven between the two layers of fabric, in parallel pairs, so that the two (2) cords together in the top layer and two (2) cords together in the bottom layer cross between layers at drop points. Each cord shall have a minimum breaking strength of 160 lbf when tested in accordance with ASTM D 2256.

2.2.2 Mill widths of fabric shall be a minimum of 84 inches. Each selvage edge of the top and bottom layers of fabric shall be reinforced for a width of not less than 1.35 inches by adding a minimum of 6 warp yarns to each selvage construction. Mill width rolls shall be cut to the length required, and the double-layer fabric separately joined, bottom layer to bottom layer and top layer to top layer, by means of sewing thread, to form multiple mill width panels with sewn seams on not less than 80-inch centers.


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Table 1.0 PROPERTY REQUIREMENTS – HYDROTEX FABRIC 1, 2

Test Method Units MARVPhysical PropertiesComposition of Yarns - - PolyesterMass Per Unit Area (double-layer) ASTM D 5261 oz/yd2 13Thickness (single-layer) ASTM D 5199 mils 15Mill Width (Woven) inch 84Mechanical PropertiesWide-Width Strip Tensile Strength - MD | TD ASTM D 4595

lbs/inch 300 | 350

Elongation at Break - MD | TD - Max. % 15 | 15

Trapezoidal Tear Strength - MD | TD ASTM D 4533 lbs 150 | 175

CBR Puncture Strength ASTM D 6241 lbs 1250

Mullen Burst Strength ASTM D 3786 (Mod.) psi 500

Test Method Units MARVRange

Hydraulic PropertiesApparent Opening Size (AOS) ASTM D 4751 U.S. Standard Sieve 30 - 40Flow Rate ASTM D 4491 gal/min/ft2 30 - 55 Notes:

1. Conformance of fabric to specification property requirements shall be based on ASTM D 4759. 2. All numerical values represent minimum average roll values (i.e., average of test results from any

sample roll in a lot shall meet or exceed the minimum values). Lots shall be sampled according to ASTM D 4354.

2.2.3 Fabric form panels shall be factory-sewn, by joining together the layers of fabric, top layer to top layer and bottom layer to bottom layer, into predetermined custom sized panels. Custom Fabricated panels shall combine Filter Point 300 fabric to the Uniform Section 600 forms allowing for continuous filling through the two different styles. Sewn seams shall be downward facing as shown on the Contract Drawings. All sewn seams and zipper attachments shall be made using a double line of U.S. Federal Standard Type 401 stitch. All seams sewn shall be not less than 100 lbf/inch when tested in accordance with ASTM D 4884. Both lines of stitches shall be sewn simultaneously and be parallel to each other, spaced between 0.25 inches to 0.75 inchesapart. Each row of stitching shall consist of 4 to 7 stitches per inch. Thread used for seaming shall be polyester.

2.2.4 Baffles shall be installed at predetermined mill width intervals to regulate the distance of lateral flow of fine aggregate concrete. The baffles shall be designed to maintain a full concrete lining thickness along the full length of the baffle. The baffle material shall be nonwoven filter fabric. The grab tensile strength of the filter fabric shall be not less than 180 lbf/inch when tested in accordance with ASTM D 4632.


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2.2.5 The fabric forms shall be kept dry and wrapped such that they are protected from the elements during shipping and storage. If stored outdoors, they shall be elevated and protected with a waterproof cover that is opaque to ultraviolet light. The fabric forms shall be labeled as per ASTM D 4873.

2.2.6 The Contractor shall submit a manufacturer’s certificate that the supplied fabric forms meet the criteria of these Specifications, as measured in full accordance with the test methods and standards referenced herein. The certificates shall include the following information about each fabric form delivered:

Manufacturer’s name and current address;Full product name;Style and product code number;Form number(s);Composition of yarns; and Manufacturer’s certification statement.

2.3 Fine Aggregate Concrete

Fine aggregate concrete consists of a mixture of Portland cement, fine aggregate (sand) and water,so proportioned and mixed as to provide a pumpable fine aggregate concrete.

The water/cement ratio of the fine aggregate concrete shall be determined by the ready-mix manufacturer, but generally should be on the order of 0.65 to 0.70. The pumping of fine aggregateconcrete into the fabric forms causes a reduction in the water content by filtering excess mixing water through the permeable fabric. The reduction of mixing water substantially improves the water/cement ratio of the in-place fine aggregate concrete thereby increasing its strength and durability. The sand/cement ratio should be determined by the ready-mix manufacturer and should be on the order of 2.4:1.

The consistency of the fine aggregate concrete delivered to the concrete pump should be proportioned and mixed as to have a flow time of 9-15 seconds when passed through the ¾-inch [19 mm] orifice of the standard flow cone that is described in ASTM C6449-99. Additional Pozzolan and/or admixtures may be used with the approval of the Engineer-in-charge. The water/cement ratio varies with the exact granulometry of the fine aggregate (sand) and should be determined by the ready-mix manufacturer using the above referenced flow cone.

The Contractor should demonstrate the suitability by placing the proposed fine aggregate concrete mix into three (3) 2-inch concrete cubes. The mix should exhibit a minimum compressive strength of 3500 psi at 28 days, when made and tested in accordance ASTM C109/C109M-13.

With a typical loss of approximately 15% of the total mixing water, 27 ft3 of pumpable fine aggregate concrete will reduce to approximately 25 ft3 of hardened concrete. The mixing water reduction will also result in an increase of approximately 8% in the sand and cement per cubicfoot of concrete. The range of fine aggregate concrete mix proportions provided in Table 2.0 has been developed under a variety of field conditions.


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2.3.1 Components

2.3.1.1 Portland Cement

Portland cement should conform to ASTM C 150/150M, Type I, II or V. Pozzolan grade fly ash may be substituted for up to 35% of the cement as an aid to pumpability. (The pumpability of fineaggregate concrete mixes containing course sand is improved by the addition of fly ash.) Pozzolan, if used, should conform to ASTM C 618, Class C, F or N.

2.3.1.2 Fine Aggregate (sand)

Fine aggregate should consist of suitable clean, hard, strong and durable natural or manufactured sand. It should not contain dust, lumps, soft or flaky materials, mica or other deleterious materials in such quantities as to reduce the strength and durability of the concrete, or to attack any embedded steel, neoprene, rubber, plastic, etc. Motorized sand washing machines should be used to remove impurities from the fine aggregate. Fine aggregate having positive alkali-silica reaction should not be used. All fine aggregates should conform to ASTM C33/C33M-13. The fine aggregate should not have more than 45% passing any sieve and retained on the next consecutivesieve of those shown in Table 3.0. The fineness modulus of fine aggregate should neither be less than 2.3 nor greater than 3.1. Fine aggregate with grading near the minimum for passing the No. 50 and No. 100 sometimes have difficulties with workability or pumping. The additions of entrained air, additional cement, or the addition of an approved mineral admixture to supply the deficient fines, are methods used to alleviate such difficulties.

ASTM C33/C33M-13 defines the requirements for grading and quality of fine aggregate for use in fine aggregate concrete and is for use by a contractor as part of the purchase document describing the material to be furnished.

Table 2.0 Typical Range of Mix ProportionsMaterial Mix Proportions lb/yd3 After Placement Mix Proportions lb/yd3

Cement 750-850 805-915Sand 2120-2030 2290-2190Water 540-555 460-470

Air As Required As Required

Table 3.0 Grading Requirement for Fine AggregateSieve Percent by Weight Passing the Sieve

9.5-mm (3/8-in.) 1004.75-mm (No. 4) 95 to 1002.36-mm (No. 8) 80 to 100

1.18-mm (No. 16) 50 to 85600- m (No. 30) 25 to 60 300- m (No. 50) 5 to 30

150- m (No. 100) 0 to 10 75- m (No. 200) 0 to 3


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Fine aggregate failing to meet these grading requirements can be utilized provided that the supplier can demonstrate to the specifier that fine aggregate concrete of the class specified, made with fine aggregate under consideration, will have relevant properties at least equal to those of fine aggregate concrete made with same ingredients, with the exception that the referenced fine aggregate will be selected from a source having an acceptable performance record in similar fine aggregate construction.

2.3.1.3 Water

Water used for mixing and curing should be clean and free from injurious amounts of oils, acids, alkalis, salts, sugar, organic materials or other substances that may be deleterious to concrete.

Potable water is permitted to be used as mixing water in fine aggregate concrete without testing for conformance with the requirements of ASTM C1602/C1602M-12.

ASTM C1602/C1602M-12 covers the compositional and performance requirements for water used as mixing water in hydraulic cement fine aggregate concrete. It defines sources of water and provides requirements and testing frequencies for qualified individual or combined water sources.

2.3.2 Plasticizing and Air Entraining Admixtures

Grout fluidifier, water reducing or set time controlling agents may be used as recommended bytheir manufacturers to improve the pumpability and set time of the fine aggregate concrete.

Any air entraining agent or any other admixture may be used, as approved, by the Engineer-in-charge to increase workability, to make concrete impervious and more durable. Air entraining admixture should conform to ASTM C494/C494M and ASTM C260/C260M, respectively. Mixesdesigned with 5% to 8% air content will improve the pumpability of the fine aggregate concrete, freeze-thaw and sulfate resistance of the hardened concrete.

2.4 Ready-Mixed Concrete

The basis of standard specifications for ready-mixed concrete should be ASTM C94/C94M-13a.

2.4.1 Ordering

The contractor should require the manufacturer to assume full responsibility for the selection of the proportions for the concrete mixture, the contractor should also specify the following:1. Requirements for compressive strength as determined on samples taken from the

transportation unit at the point of discharge. Unless otherwise specified the age at test should be 28 days.

2. That the manufacturer, prior to the actual delivery of the fine aggregate concrete, furnish a statement to the contractor, giving the dry mass of cement and saturated surface-dry-mass of fine aggregate and quantities, type, and name of admixtures (if any) and the water per cubic yard or cubic metre of fine aggregate concrete that will be used in the manufacture. The manufacturer should also furnish evidence satisfactory to the contractor that the materials to be used and proportions selected will produce fine aggregate concrete of the quality specified.


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2.4.2 Mixing and Delivery

Ready-mixed fine aggregate concrete should be mixed and delivered to the point of discharge by means of one of the following combinations of operation:

Central-Mixed Concrete is mixed completely in a stationary mixer and transported to the point of delivery in a truck agitator, or a truck mixer operating at agitating speed, or in non-agitating equipment meeting the requirements of Section 13 of ASTM C94/C94M-13a. The acceptable mixing time for mixers having capacity of 1 yd3 or less is one (1) minuet. For mixers of greater capacity, this minimum should be increased 15 seconds for each cubic yard [cubic metre] of fraction thereof of additional capacity.

Shrink-Mixed Concrete—Concrete that is first partially mixed in a stationary mixer, and then completely in a truck mixer, should conform to the following: The time for the partial mixing should be the minimum required to intermingle the ingredients. After transfer to a truck mixer the amount of mixing at the designated mixing speed will be that necessary to meet the requirements for uniformity of concrete.

Truck-Mixed Concrete—Concrete that is completely mixed in a truck mixer, 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce the uniformity of concrete.

No water from the truck water system should or elsewhere should be added after the initial introduction of mixing water for the batch except when on arrival to the project site the flow rate of the fine aggregate concrete is less than 9 seconds. If the flow rate is less than 9 seconds obtain the desired flow rate within 9 to 15 seconds with a one-time addition of water. A one-time addition of water is not prohibited from being several distinct additions of water provided that no fine aggregate concrete has been discharged except for flow testing. All water additions should be completed within 15 minutes from the start of the first water addition. Such addition should be injected into the mixer under such pressure and direction of flow to allow for proper distribution within the mixer. The drum should be turned an additional 30 revolutions, or more if necessary, at mixing speed to ensure that a homogenous mixture is attained. Water should not be added to the batch at any later time.

Discharge of fine aggregate concrete should be completed within 1 1/2 hours after the introduction of mixing water to the cement and fine aggregate. This limitation may be waived by the contractor if concrete is of such flow after 1 1/2 hours time has been reached that it can be placed, without the addition of water to the batch. In hot weather, or under conditions contributing to rapid stiffening of the fine aggregate concrete, a time less than 1 1/2 hours is permitted to be specified by the contractor. Depending on the project requirements the technology is available to the manufacture to alter fresh fine aggregate properties (such as setting time or flow.) On some projects the manufacturer may request changes to certain fresh fine aggregate concrete properties due to the distance or projected transportation time between the batch plant and the point of delivery.

Fine aggregate concrete delivered in cold weather should have the minimum temperature indicated in Table 4.0. The maximum temperature of fine aggregate concrete produced with heated aggregate, heated water, or both, should at no time during its production or transportation exceed 90 °F.


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2.4.3 Sampling for Uniformity

The fine aggregate concrete should be discharged at the normal operating rate for the mixer being tested, with care being exercised not to obstruct or retard the discharge by an incompletely opened gate or seal. As the mixer is being emptied, individual samples should be taken after discharge of approximately 15% and 85% of the load. No samples should be taken before 10% or after 90% of the batch has been discharged. Due to the difficulties of determining the actual quantity of fine aggregate discharged, the intent is to provide samples that are representative of widely separated portions, but not the beginning and end of the load.

2.4.4 Batch Ticket Information

The manufacturer of the concrete should furnish to the contractor with each batch of fine aggregate concrete before unloading at the site, a delivery ticket with the following information:

Name of ready-mix company and batch plant, or batch plant number. Serial number of ticket,Date,Truck number, Specific designation of job (name and location),Specific call or designation of the concrete in conformance with that employed in project specifications,Amount of fine aggregate concrete in cubic yards, Time loaded or of first mixing of cement and fine aggregate, andAmount of water added to the fine aggregate concrete by the contractor, at site, or the contractor’s designated representative and their initials.

The following information, for certification purposes, required by the project specifications should be furnished:

Type, brand, and amount of cement,Class, brand, and amount of coal fly ash, or raw or calcined natural pozzolans, Type, brand, and amount of admixtures. Source and amount of each metered or weighted water, Information necessary to calculate the total mixing water. Total mixing water includes water on fine aggregates, batch water (metered or weighted) including ice batched at the plant, wash water retained in the mixing drum, and water added by the truck operator from the mixer tank, Amount of fine aggregate,Ingredients certified as being previously approved, and

Table 4.0 Minimum Fine Aggregate Temperature as Placed

Section Size, inch Temperature, min, °F

< 12 55

12—36 50


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Signature or initials of manufacturer’s representative.

2.5 Geotextile Filter Fabrics

2.5.1 The geotextile filter fabrics shall be composed of synthetic fibers or yarns formed into a nonwoven or woven fabric. Fibers and yarns used in the manufacture of filter fabrics shall be composed of at least 85% by weight of polypropylene, polyester or polyethylene. They shall be formed into a network such that the filaments or yarns retain dimensional stability relative to each other, including selvages. The geotextile shall be free of defects or flaws which significantly affect its mechanical or hydraulic properties.

2.5.2 The geotextile filter fabric must be permitted to function properly by allowing relief of hydrostatic pressure; therefore fine soil particles shall not be allowed to clog the geotextile.The geotextile filter fabric shall be as specified elsewhere in the Contract Specifications. Final acceptance of the geotextile filter fabric by the Engineer shall be based on project specific soil information, provided by the Contractor/Owner. The geotextile filter shall meet the minimum physical requirements listed in Table 5 or greater as required by the Engineer based on site soil conditions.

2.5.3 The geotextile filter fabric shall be kept dry and wrapped such that they are protected from the elements during shipping and storage. If stored outdoors, they shall be elevated and protected with a waterproof cover that is opaque to ultraviolet light. The fabric forms shall be labeled as per ASTM D 4873.

Table 5.0 MINIMUM PROPERTY REQUIREMENTS – FILTER FABRICTest Method Units Minimum Value

Mechanical PropertiesGrab Tensile Strength ASTM D 4632 lbf 180 (in any principal direction) Elongation at Break ASTM D 4632 % 50 max. (in any principal direction)Trapezoidal Tear Strength ASTM D 4533 lbf 75 (in any principal direction) Puncture Strength ASTM D 4833 lbs 105 (in any principal direction) CBR Puncture Strength ASTM D 6241 lbs 475 (in any principal direction)Hydraulic Properties

Apparent Opening Size (AOS) ASTM D 4751 US Sieve As Specified Elsewhere in the Contract Specifications

Permittivity ASTM D 4491 sec-1 As Specified Elsewhere in the Contract Specifications

Flow Rate ASTM D 4491 gal/min/ft2 As Specified Elsewhere in the Contract Specifications

Notes:

1. Conformance of fabric to specification property requirements shall be based on ASTM D 4759.

2. All numerical values represent minimum average roll values (i.e., average of test results from any sample roll in a lot shall meet or exceed the minimum values). Lots shall be sampled according to ASTM D 4354.


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PART 3.0: DESIGN REQUIREMENTS

3.1 Certification (Open Channel Flow)

3.1.1 Fabric formed concrete lining will only be accepted when accompanied by documented full-scale hydraulic flume performance characteristics that are derived from tests under controlled flow conditions. Test guidelines shall conform to testing protocol as documented in “Hydraulic Stability of Fabric Formed Concrete Lining and Mat Systems During Overtopping Flow.”

3.1.2 The average thickness, mass per unit area and hydraulic resistance of each concrete lining shall withstand the hydraulic loadings for the design discharges along the structure(s). The stability analysis for each concrete lining shall be accomplished using a factor-of-safety methodology. A minimum factor of safety of 1.3 shall be required or higher as determined by lock conditions or critical structures.

3.2 Performance (Open Channel Flow)

3.2.1 The Contractor shall provide to the Engineer calculations and design details, provided by the manufacturer or a professional engineer, attesting to the suitability of each fabric formed concrete lining for the purpose contemplated. Each concrete lining shall be accepted only when accompanied by the documented hydraulic performance characteristics derived from full-scale flume tests performed under controlled flow conditions.

PART 4.0: CONSTRUCTION AND INSTALLATION REQUIREMENTS

4.1 Site Preparation - Grading

4.1.1 Areas on which fabric forms are to be placed shall be constructed to the lines, grades, contours, and dimensions shown on the Contract Drawings. The areas shall be graded and uniformly compacted to a smooth plane surface with an allowable tolerance of plus or minus 0.2 feet frombottom grade, as long as ponding does not occur, and plus or minus 0.2 foot from a side slope grade as long as humps or pockets are removed.

4.1.2 The areas shall be free of organic material and obstructions such as roots and projecting stonesand grade stakes shall be removed. Where required by the Contract Specifications, soft and otherwise unsuitable subgrade soils shall be identified, excavated and replaced with select materials in accordance with the Contract Specifications. Where areas are below the allowable grades, they shall be brought to grade by placing compacted layers of select material. The thickness of layers and the amount of compaction shall be as specified by the Engineer.

4.1.3 Excavation and preparation of aprons as well as anchor, terminal or toe trenches shall be done in accordance with the lines, grades, contours, and dimensions shown on the Contract Drawings.

4.1.4 The terminal edges of the fabric form lining should be keyed into the subgrade to the lines, grades, and dimensions shown on the Contract Drawings.

4.2 Inspection


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Immediately prior to placing the fabric forms, the prepared area shall be inspected by the Engineer, and no forms shall be placed thereon until the area has been approved.

4.3 Geotextile Filter Fabric Placement

4.3.1 The geotextile filter fabric shall be placed directly on the prepared area, in intimate contact with the subgrade, and free of folds or wrinkles. The geotextile filter fabric shall be placed so that the upstream roll of fabric overlaps the downstream roll. The longitudinal and transverse joints will be overlapped at least two (2) feet. The geotextile will extend at least one (1) foot beyond the top and bottom concrete lining termination points, or as required by the Engineer.

4.3.2 A geotextile filter fabric, as specified elsewhere, shall be placed on the graded surface approved by the Engineer.

4.4 Fabric Form Placement

4.4.1 Factory assembled fabric form panels shall be placed over the geotextile filter fabric and within the limits shown on the Contract Drawings. Perimeter termination of the fabric forms shall be accomplished through the use of anchor, flank and toe trenches, as shown on the Contract Drawings. When placing panels an allowance for approximately 10% contraction of the form in each direction which will occur as a result of fine aggregate concrete filling. The contractor shallgather and fold the additional slope direction fabric form in the anchor trench to be secured in such a manners as to be gradually released as fabric forms contract during filling. The contractor shall gather the additional transverse direction fabric form at each baffle for self release during filling.

4.4.2 Adjacent fabric form panels shall be joined in the field by means of sewing or zippering closures. Adjacent panels shall be joined top layers to top layer and bottom layer to bottom. All field seams shall be made using two lines of U.S. Federal Standard Type 101 stitches. All sewn seams shall be downward facing.

4.4.3 When conventional joining of fabric forms is impractical or where called for on the Contract Drawings, adjacent forms may be overlapped a minimum of 3 ft to form a lap joint, pending approval by the Engineer. Based on the predominant flow direction, the upstream form shall overlap the downstream form. In no case shall simple butt joints between forms be permitted. Simple butt joints between panels shall not be allowed.

4.4.4 Immediately prior to filling with fine aggregate concrete, the assembled fabric forms shall be inspected by the Engineer, and no fine aggregate concrete shall be pumped therein until the fabric seams have been approved. At no time shall the unfilled fabric forms be exposed to ultraviolet light (including direct sunlight) for a period exceeding five (5) days.

4.5 Fine Aggregate Concrete Placement

4.5.1 Following the placement of the fabric forms over the geotextile filter fabric, fine aggregate concrete shall be pumped between the top and bottom layers of the fabric form through small slits to be cut in the top layer of the fabric form or manufacturer supplied valves. The slits shall be of the minimum length to allow proper insertion of a filling pipe inserted at the end of a 2-inch I.D. concrete pump hose. Fine aggregate concrete shall be pumped between the top and bottom layers of fabric, filling the forms to the recommended thickness and configuration.


CS-114 6/20/2016

Holes in the fabric forms left by the removal of the filling pipe shall be temporarily closed by inserting a piece of fabric. The fabric shall be removed when the concrete is no longer fluid and the concrete surface at the hole shall be cleaned and smoothed by hand.

4.5.2 Fine aggregate concrete coverage for FP300 shall net 100 ft2/yd3 (see section 2.3). Fine aggregate concrete coverage for US600 shall net 50 ft2/yd3 (see Section 2.3).

4.5.3 Fine aggregate concrete shall be pumped in such a manner that excessive pressure on the fabric forms is avoided. Consultation with the fabric form manufacturer with regard to the selection of grout/concrete pumps is recommended.

4.5.4 Cold joints shall be avoided. A cold joint is defined as one in which the pumping of the fine aggregate concrete into a given section of form is discontinued or interrupted for an interval of forty-five (45) or more minutes.

4.5.5 The sequence of fine aggregate concrete shall be such as to ensure complete filling of the fabric formed concrete lining to the thickness specified by the Engineer. The flow of the fine aggregate concrete shall first be directed into the lower edge of the fabric form and working back up the slope, followed by redirecting the flow into the anchor trench.

4.5.6 Prior to removing the filling pipe from the current concrete lining section and proceeding to the fine aggregate concrete filling of the adjacent lining section, the thickness of the current lining section shall be measured by inserting a length of stiff wire through the lining at several locations from the crest to the toe of the slope. The average of all thickness measurements shall be not less than the specified average thickness of the concrete lining. Should the measurements not meet the specified average thickness, pumping shall continue until the specified average thickness has been attained.

4.5.7 Excessive fine aggregate concrete that has inadvertently spilled on the concrete lining surface shall be removed. The use of a high-pressure water hose to remove spilled fine aggregate concrete from the surface of the freshly pumped concrete lining shall not be permitted.

4.5.8 Foot traffic will not be permitted on the freshly pumped concrete lining when such traffic will cause permanent indentations in the lining surface. Walk boards shall be used where necessary.

4.5.9 After the fine aggregate concrete has set, all anchor, flank and toe trenches shall be backfilled and compacted flush with the top of the concrete lining. The integrity of the trench backfill must be maintained so as to ensure a surface that is flush with the top surface of the concrete lining for its entire service life. Toe trenches shall be backfilled as shown on the Contract Drawings.Backfilling and compaction of trenches shall be completed in a timely fashion to protect the completed concrete lining. No more than five hundred (500) linear feet of pumped concrete lining with non-completed anchor, anchor, flank, or toe trenches will be permitted at any time.


CS-115 6/20/2016

PART 5.0: Method of Measurement

The Fabric Formed Concrete (FFC) Erosion Control Lining System shall be measured by the number of square yards computed from the lines and cross sections shown on the drawings or from payment lines established in writing by the Engineer.

PART 60: Payment

Price shall be for full compensation for furnishing, placing, and installing all materials, manipulation, labor, tools, equipment, and details necessary to complete the work.

a. Bid Item 12, Fabric Formed Concrete (FFC) Erosion Control Lining System (or approved equal)

1) This item shall consist of furnishing, placing, and installing the FFC Erosion Control Lining System required as shown on the cross sections and design plans.

2) Work includes the fabric form materials, fine aggregate concrete, and geotextile filter fabric used in the aprons, overlaps, anchor, terminal, or toe trenches.

3) Fabric forms contract when filled with concrete and therefore the contractor should be prepared to order 20%-30% more fabric than the cast-in-place (CIP) area. Slope preparation, excavation, and backfilling, and bedding are separate pay items.


CS-116 6/20/2016

Geotechnical Engineering ReportUpper Zacate Creek – Channel Improvements

Gale Street to McPherson RoadLaredo, Texas

May 17, 2015Terracon Project No.: 89165017

Prepared for:City of Laredo – Engineering Department

Laredo, Texas

Prepared by:Terracon Consultants, Inc.

Laredo, Texas

terracon .com lrerracan

May 17, 2016

City of Laredo - Engineering Department 111 O Houston Street Laredo, Texas 78040

Attn: Mr. Rogel io Rivera, P.E. P: [956] 791 7346 C: [956] 791 6982 E: rrivera@ci. laredo.tx.us

Re: Geotechnical Engineering Report Upper Zacate Creek Channel Improvements Gale Street to McPherson Road Laredo, Texas Terracon Project No.: 89165017

Dear Mr. Rivera:

llerracon

Terracon Consultants, Inc. (Terracon) is pleased to submit this Geotechnical Engineering Report for the above referenced project. We appreciate the opportunity to work with you on this project and look forward to contributing to the ongoing success of this project by providing Construction Materials Testing services. If you have any questions regarding our report, please do not hesitate

to contact the undersigned.

Sincerely, Terracon Consultants, Inc. (Firm Registration: TX F3 72)

LC/GPS - 89165017

Enclosures

Copies To: Addressee: (1) Electronic

Reliable • Resourcefu l • Respons ive

S -17'-1G

Geotechnical Engineering ReportUpper Zacate Creek Channel Improvements Laredo, TexasMay 17, 2016 Terracon Project No.: 89165017

Reliable Resourceful Responsive

TABLE OF CONTENTSPage

EXECUTIVE SUMMARY ............................................................................................................ 11.0 INTRODUCTION ............................................................................................................. 12.0 PROJECT INFORMATION ............................................................................................. 1

2.1 Project Description ............................................................................................ 12.2 Site Location and Description ........................................................................... 2

3.0 SUBSURFACE CONDITIONS ........................................................................................ 23.1 Geology .............................................................................................................. 23.2 Typical Profile .................................................................................................... 23.3 Groundwater ...................................................................................................... 3

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 34.1 Geotechnical Considerations ............................................................................ 34.2 Demolition Considerations................................................................................ 44.3 Earthwork ........................................................................................................... 4

4.3.1 General Site Preparation .......................................................................... 44.3.2 Temporary Ground Water Control ............................................................ 54.3.3 Channel Preparation................................................................................. 54.3.3 Fill Material Requirements ........................................................................ 64.3.4 Compaction Requirements ....................................................................... 74.3.5 Construction Considerations..................................................................... 7

4.4 Channel Stability Analyses ............................................................................... 84.5 Sulfate Considerations ............................................................................................ 9

5.0 GENERAL COMMENTS ............................................................................................... 10

APPENDIX AExhibit A-1 Site Location PlanExhibit A-2 Boring Location PlanExhibit A-3 Field Exploration DescriptionExhibits A-4 to A-7 Boring Logs

APPENDIX BExhibit B-1 Laboratory Testing

APPENDIX CExhibit C-1 General NotesExhibit C-2 Unified Soil Classification System

APPENDIX D - Global Stability AnalysisExhibit D-1 to D-6 Concrete Rip-RapExhibit D-7 to D-12 Hydro-Tex (2H:1V)



EXECUTIVE SUMMARY

This geotechnical investigation has been performed for the proposed Upper Zacate Creek ChannelImprovements located in the vicinity of Gale Street and McPherson Road in Laredo, Texas. Asrequested, a total of 4 borings were drilled to depths of approximately 30 feet below the existinggrade within the proposed development area.

Based on the information obtained from our subsurface exploration, the site can be developed forthe proposed project. The following geotechnical considerations were identified:

The subsurface soils at this site generally consist of Clayey Sand (SC) overlying Fat Clay(CH).

Groundwater was observed at about El. 435 feet and El. 442 feet during drilling activities.

Channel geometry will be a trapezoidal section, 10 feet deep and 15 feet wide at thebottom.

The channel surface protection system may consist of either reinforced concrete rip-rapor a fabric formed concrete blanket (HydroTex).

This summary should be used in conjunction with the entire report for design purposes. It shouldbe recognized that details were not included or fully developed in this section, and the report mustbe read in its entirety for a comprehensive understanding of the items contained herein. The sectiontitled GENERAL COMMENTS should be read for an understanding of the report limitations.

Reliable Resourceful Responsive 1

GEOTECHNICAL ENGINEERING REPORTUPPER ZACATE CREEK CHANNEL IMPROVEMENTS

GALE STREET AND MCPHERSON ROADLAREDO, TEXAS

Terracon Project No. 89165017May 17, 2016

1.0 INTRODUCTION

Terracon is pleased to submit this Geotechnical Engineering Report for the proposed UpperZacate Creek Channel Improvements between Gale Street and McPherson Road in Laredo,Texas. This project was authorized by Mr. Rogelio Rivera, P.E. through issuing a TransmittalLetter dated April 19, 2016. The project scope was performed in general accordance withTerracon Proposal No. P89165017 dated March 29, 2016.

The purposes of this report are to describe the subsurface conditions observed at boring locationsdrilled for this study, analyze and evaluate the test data, and provide recommendations withrespect to:

subsurface soil conditions potential use of on-site soils earthwork construction considerations groundwater conditions

2.0 PROJECT INFORMATION

2.1 Project DescriptionItem Description

Site Layout See Exhibits A-1 & A-2, Site Location Plan & Boring Location Plan

Channel ImprovementsThe proposed improvements will consist of reconstruction thedrainage channel and installing a channel surface protection system

Channel Geometry

Based on Proposed Typical Wall Section plan provided, it isunderstood that the proposed channel geometry will be 10 feet deepwith 15 feet wide at the bottom. The proposed channel side slopeswill be re-sloped to 2H:1V slope. Based on cross-section plansprovided, bottom channel elevation will be at about EL. 445 feet

Surface Protection SystemBased on information provided, it is understood that the channelsurface protection system may consist of either reinforced concreterip-rap or a fabric formed concrete blanket (Hydrotex)



2.2 Site Location and DescriptionItem Description

LocationThis proposed channel improvements is located within the UpperZacate Creek from Gale Street to McPherson Road in Laredo,Texas. (Latitude: 27.552523° N Longitude: 99.478377° W)

Existing Improvements The existing drainage channel

Current Ground Cover Bare soils, grass and mesquite trees

Existing topographyBased on information provided by LNV, Inc., approximate elevationof bank is EL 456 feet and approximate elevation for channel bottomis approximately EL 445 feet.

3.0 SUBSURFACE CONDITIONS

3.1 Geology

The Geologic Atlas of Texas (1976) published by the Bureau of Economic Geology of theUniversity of Texas at Austin has mapped the Laredo Formation (El) in the Eocene of TertiaryGeological age at or near this site. As mapped in the project area, the Laredo Formation (El)includes sandstone and clay; thick sandstone members in upper and lower part, very fine to finegrained, in part glauconitic, micaceous, ferruginous, crossbedded, dominantly red and brown; clayin middle, weathers orange-yellow; dark gray limestone concretions common, some fossiliferous;marine mega fossils abundant; thickness about 620 feet.

3.2 Typical Profile

We were provided with a schematic drawing of the proposed Upper Zacate Creek ChannelImprovements by Mr. Abe Salinas, P.E. of LNV, Inc. The drawing depicts the tentative layout ofthe planned channel improvements. Based on the results of the borings, subsurface conditions atthe project site can be generalized as follows:

Approximate Depth ofStratum, feet Material Encountered Consistency/Density

0 to 30CLAYEY SAND 1 ; brown and yellowish

brownVery loose to Very

Dense

18.5 to 30 FAT CLAY 2 ; bluish gray and reddish brown Very stiff to Hard1 The CLAYEY SAND (SC) materials could undergo low volumetric changes (shrink/swell) should they

experience changes in their in-place moisture content. The CLAYEY SAND (SC) materials areconsidered stable. However, due to their granular nature; these materials may readily transmit waterespecially after periods of heavy and/or sustained rainfall seasons, and may be highly erodible.

2 The FAT CLAY (CH) materials could undergo high volumetric changes (shrink/swell) should theyexperience changes in their in-place moisture content. Fat Clay (CH) was not encountered at boringB-4.



Conditions encountered at each boring location are indicated on the individual boring logs.Stratification boundaries on the boring logs represent the approximate location of changes in soiltypes; in-situ, the transition between materials may be gradual. Details for each of the borings canbe found on the boring logs in Appendix A of this report.

3.3 Groundwater

The boreholes were observed while drilling and after completion for the presence and level ofgroundwater. The water levels observed in the boreholes are noted on the attached boring logs, andare summarized below:

Boring No. Depth to groundwater whiledrilling, ft. 1

Depth to groundwater after15 minutes while drilling, ft. 1

B-1 15 (El. 439) 13 (El. 440)

B-2 14 (El. 441) 13 (El. 442)

B-3 18 (El. 436) 17 (El. 437)

B-4 15 (El. 435) 13 (El. 437)1 Depths measured from existing ground surface at time of measurement to intervals of 15 minutes. Groundwater

levels have been rounded to the nearest ½ foot.2 Groundwater elevation is based on the existing/proposed cross sections plan Drawing No. 7 through No. 9

provided by LNV, Inc.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoffand other factors not evident at the time the borings were performed. Therefore, groundwaterlevels during construction or at other times in the life of the structure may be higher or lower thanthe levels indicated on the boring logs. The possibility of groundwater level fluctuations should beconsidered when developing the design and construction plans for the project. The boreholeswere backfilled with on-site soil cuttings upon completion of the drilling activities.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTIONThe following recommendations are based upon the data obtained from our field and laboratoryprograms, project information provided to us and on our experience with subsurface and siteconditions in the area.

4.1 Geotechnical Considerations

The project consist of reconstruction the existing drainage channel and installing a channelsurface protection system. Terracon understands that the bottom of the proposed channel will be atapproximately elevation EL. +445 feet with a 15-foot wide bottom. The proposed channel side slopeswill be re-sloped to 2H:1V slope. Currently, the plans show either reinforced concrete rip-rap or afabric formed concrete blanket (Hydrotex) to be placed on the channel as surface protection system.



One criterion is that the channel must be designed with an appropriate factor of safety againstsliding. The other criterion is the movement beneath the surface protection system due tocompression (consolidation) or expansion (swell) of the underlying soils and must be withintolerable limits for drainage structures.

Based on the field exploration results and the laboratory test results, the soils at this site haveadequate strength characteristics to support properly designed and constructed drainagestructures and also have a low potential to experience volume changes (shrink/swell) duringfluctuations in their moisture contents.

The proposed open channel system may encompass the construction of other relatedimprovements that include drainage aprons, access ramps, outfall structures, transition structuresand other drainage improvements. Of engineering concern will be the necessary control forsedimentation and erosion, slope stability, bearing capacity and the appropriate factor of safetyto reduce the possibility of failure.

4.2 Demolition Considerations

We understand that the existing concrete apron that is located on Station 26+85 to Staion 28+00at this site may be demolished and reconstructed for drainage purposes. As a result, any below-grade foundation or structures removed during demolition will likely create large subsurface voids.It is very important that all subsurface voids formed from the removal of the foundation system bebackfilled completely with moisture conditioned, compacted, engineered fill as described in theEarthwork section of this report. It is our experience that improperly backfilled excavations cancause significant settlement under the concrete apron.

4.3 Earthwork

The following presents recommendations for general site preparation and placement ofengineered fills on the project.

The recommendations presented for design and construction of earth supported elements arecontingent upon following the recommendations outlined in this section. Earthwork on the projectshould be observed and evaluated by Terracon. The evaluation of earthwork should includeobservation and testing of engineered fill, subgrade preparation, and other geotechnicalconditions exposed during the construction of the project.

4.3.1 General Site PreparationConstruction operations may encounter difficulties due to the wet or soft surface soils becominga general hindrance to equipment due to rutting and pumping of the soil surface, especially duringand soon after periods of wet weather. If the subgrade cannot be adequately compacted tominimum densities as described in the “Compaction Requirements” section of this report, oneof the following measures may be required:



Removal and replacement with select fill; and Drying by natural means if the schedule allows.

Prior to placing any fill, all vegetation, topsoil, loose material and any otherwise unsuitablematerials should be removed from the construction area. Wet or dry material should either beremoved or moisture conditioned and recompacted. After stripping and grubbing, the subgradeshould be proof-rolled where possible to aid in locating loose or soft areas. Proof-rolling can beperformed with a 15-ton roller or fully loaded dump truck. Soft, dry and low-density soil should beremoved or compacted in place prior to placing fill.

4.3.2 Temporary Ground Water ControlAs stated in this report, groundwater was observed at the borings at depths that ranged fromapproximately El. 435 feet and El. 442 feet during our drilling activities. This is between 13 and18 feet below the existing grade elevation. However, depending on weather conditions,groundwater levels may vary from the level observed during our field program and seepage couldbe observed during construction, but we anticipate that the seepage within the clay soils can behandled with sumps and pumps positioned in the bottom of the excavation.

The suggested methods given above serve as a guideline for groundwater control; otherappropriate means may be required for groundwater control during construction. Control ofgroundwater should be accomplished in a manner that will preserve the strength of the soils; willnot cause instability of the excavation.

To evaluate the groundwater conditions in the area of the proposed improvements, piezometersmay be installed, or trenches or pits may be excavated to the planned excavation depth. Basedon those results, the contractor should determine effective methods of groundwater managementprior to starting excavation operations.

4.3.3 Channel PreparationBased on the field exploration results and the laboratory test results, the upper 15 feet consists ofClayey Sand with a Potential Vertical Rise (PVR) of 1 inch or less.

It is understood that the proposed channel side slopes will be re-sloped to 2H:1V slope and installingeither reinforced concrete rip-rap or a fabric formed concrete blanket (Hydrotex). Depending uponthe conditions at the time of construction, subsurface water control may also be needed duringsubgrade preparation. We have provided the following subgrade preparation recommendationswhich are intended to result in side slopes which will provide support for the channel protection.

Strip all existing vegetation, loose topsoil and any deleterious material from thechannel area. The channel area is defined as the area that extends at least 10 feetfrom the top of the side slope. The excavated on-site soils may be stockpiled forlater re-use over the new channel side slope.



The exposed subgrade in the channel area should be proofrolled with at least a15-ton roller, or equivalent equipment, to evidence any weak yielding zones. ATerracon geotechnical engineer or his/her representative should be present toobserve proofrolling operations.

Over excavate any confirmed weak yielding zones, both vertically and horizontally,to expose competent soil. The excavated soil maybe used to restore gradeprovided that the material is relatively free and clean of deleterious material ormaterials exceeding 3 inches in maximum dimension. The soil should be placedin loose lifts of no more than 6 inches compacted; moisture conditioned to between-2 to +3 percentage points of the optimum moisture content and compacted to atleast 98 percent of the maximum dry density determined in accordance with ASTMD 698.

After proofrolling and the replacement of weak yielding zones, scarify and moisturecondition the top 8 inches of subgrade to between -2 and +3 percentage points ofthe optimum moisture content. Compact the subgrade to at least 95 percent of themaximum dry density determined in accordance with ASTM D 698.

On-site soils or imported fill is needed to achieve the desired channel bottom andside slope elevations. Lift thickness should not exceed 8 inches loose measure or6 inches compacted measure. Each lift of on-site soils or imported fill should bemoisture conditioned to between -2 and +3 percentage points of optimum andcompacted to at least 95 percent of the maximum dry density determined inaccordance with ASTM D 698. Recommendations for fill are included in the “FillMaterials and Placement” section of this report. We recommend that fill slopesbe over built and then cut back to develop an adequately compacted slope face.

Details regarding subgrade preparation, fill materials, placement and compaction arepresented in the following sections Fill Material Requirements and CompactionRequirements.

4.3.3 Fill Material RequirementsRecommendations for the use of select fill and on-site soils are as follows:



4.3.4 Compaction RequirementsSubsequent to proofrolling, and just prior to placement of any fill, the exposed subgrade withinthe construction area should be evaluated for moisture and density. If the moisture, density,and/or the requirements do not meet the criteria described in the table below, the subgrade shouldbe scarified to a depth of 8 inches; moisture adjusted and compacted to at least 95 percent of theStandard Effort (ASTM D 698) maximum dry density.

Item Description

Fill Lift Thickness All fill should be placed in thin; loose lifts of about 8 inches,with compacted thickness not exceeding 6 inches.

Compaction of Subgrade Soils, On-SiteSoils and Fill Materials

95% of the material’s standard Proctor maximum drydensity (ASTM D 698).

Moisture Content of Subgrade Soils, On-Site Soils and Fill Materials

The materials should be moisture conditioned between -2and +3 percentage points of the optimum moisture content.

4.3.5 Construction ConsiderationsIt is anticipated that excavations for the proposed construction can be accomplished withconventional earthmoving equipment. Based upon the subsurface conditions determined from thegeotechnical exploration, subgrade soils exposed during construction are anticipated to berelatively stable.

All temporary excavations should be sloped or braced as required by Occupational Health andSafety Administration (OSHA) regulations to provide stability and safe working conditions.Temporary excavations will probably be required during grading operations. The gradingcontractor, by his contract, is usually responsible for designing and constructing stable, temporaryexcavations and should shore, slope or bench the sides of the excavations as required, tomaintain stability of both the excavation sides and bottom. All excavations should comply withapplicable local, state and federal safety regulations, including the current OSHA Excavation andTrench Safety Standards.

Fill Type 1 USCS Classification Acceptable Location for Placement

FillSM, SC, and/or CL

(PI 35)Can be used to construct the channel subgrade, embankmentsand all grade adjustments

On-site soils VariesThe on-site soils appear to be suitable for use as fill within thechannel areas, provided they are free of organics and debris.

1 Prior to any filling operations, samples of the proposed borrow and on-site materials should beobtained for laboratory moisture-density testing. The tests will provide a basis for evaluation of fillcompaction by in-place density testing. A qualified soil technician should perform sufficient in-placedensity tests during the filling operations to evaluate that proper levels of compaction, including dryunit weight and moisture content, are being attained.



4.4 Channel Stability Analyses

Based on the information provided, the proposed channel reconstructions consist of open cutthrough existing soils and/or constructed channel side slope using on-site soils. The proposedchannel geometry will be a trapezoidal section about 10 feet deep and 15 feet wide at the bottom.The proposed channel side slopes will be re-sloped to 2H:1V slope. Based on cross-section plansprovided, approximately bottom channel elevation is approximately at EL. 445 feet. The channelsurface protection system may consist of either reinforced concrete rip-rap or a fabric formedconcrete blanket (Hydrotex).

The proposed channel improvements have been evaluated for global stability. The stability of acreated or constructed slope is dependent on several criteria which include:

The height of the slope The slope angle

The material comprising the slope Erosion considerations

For the present study, in order to predict the factor of safety against surface sliding (slope failure),a computer program SLOPE/W was utilized using Spencer’s Method. The analysis included thedetermination of a particular sliding surface that possesses a least factor of safety relative tosliding. The slope stability analyses were performed for the Short Term (end of construction),Long Term and Rapid Drawdown conditions for the channel cross-section. “Rapid Drawdown”condition occurs when the water level rises during a high tide or flood and saturates the upstreamslope, and then drains rapidly as the waters recede.

Based on the field and laboratory test results, published correlations, and engineering judgmentbased on experience with similar soils, the strength parameters in the following tables were usedin the global stability analyses.

Soil Parameters for Global Stability Analyses

SoilDescription

Elevation(feet)

UnitWeight

(pcf)

Short-Term(Undrained Parameters)

Long-Term(Drained Parameters)

c(psf)

(deg)

c’(psf)

'(deg)

Compacted On-Site Soil - 125 - 32 - 32Clayey Sand - I 453 to 444 120 - 29 - 29Clayey Sand - II 444 to 435 120 - 32 - 32Fat Clay 435 to 420 125 2,500 0 250 20

Maximum flood elevation information is assumed to be at the top of the channel developed duringtheoretical steady-state seepage conditions.



Based on experience and US Army Corps of Engineers Slope Stability Manual EM 1110-2-1902, afactor of safety of 1.3 in short-term and long-term conditions, and factor of safety of 1.1 in drawdowncondition should be considered as the minimum acceptable safety factor for the slopes to be stable.

Using the above design soil strength parameters and the interpreted soil profile, the results ofslope stability analyses are presented graphically in Appendix D and also show how the soils atthe site were modeled for the slope stability analyses. Summary of the global stability analysesfor the channel is presented in the table below.

Summary Of Global Stability Analyses

Channel Improvements Short Term Long Term Drawdown

2H:1V Side Slope with Reinforce Concrete Protection 1.35 1.35 1.35

2H:1V Side Slope with Hydrotex Protection 1.30 1.30 1.30

Based on the results of the stability analyses, the 2H:1V side slopes may be constructed. Thereinforce concrete rip-rap protection and Hydrotex protection may be used as the channel surfaceprotection system. In addition, maintenance of the slope should be done on as “as needed basis”.

The above recommendations are based on our field borings and other information as indicatedand our understanding of the proposed construction. It is possible that variations in the soil, andground water conditions may exist across the site, and the transition between materials may varyfrom that used in our analysis.

4.5 Sulfate Considerations

Sulfate tests were performed on selected samples collected from the borings to check for apossible adverse reaction with lime or cement treatment. Test locations and depths were chosento provide a range of test locations regards to depth and across the site. Tests were not performedin all borings nor at all depths. Sulfate content concentrations for the borings along with theirapproximate depth and nearest boring number are as follow:

Boring No. Approximate Depth, feet Sulfate Content, ppm

B-1 0 – 1.5 376

B-2 2.5 – 4 1,780

B-3 4.5 - 6 2,546



The test results indicate sulfate values between 376 and 2,546 ppm. The sulfate effect at this siteis considered to be low. Using the criteria from ACI 201.2R, the test results classify as Class 1and 2 exposure, respectively.

Concrete exposed to these materials is also subject to sulfate attack which can result in thedeterioration of the concrete over time. The American Concrete Institute (ACI) and the TexasDepartment of Transportation (TxDOT) provide guidance and specifications regarding sulfates insoil and groundwater.

5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments canbe made regarding interpretation and implementation of our geotechnical recommendations inthe design and specifications. Terracon also should be retained to provide observation and testingservices during grading, excavation, foundation construction and other earth-related constructionphases of the project.

The analysis and recommendations presented in this report are based upon the data obtainedfrom the borings performed at the indicated locations and from other information discussed in thisreport. This report does not reflect variations that may occur away from our boring, across thesite, or due to the modifying effects of weather. The nature and extent of such variations may notbecome evident until during or after construction. If variations appear, we should be immediatelynotified so that further evaluation and supplemental recommendations can be provided.Prospective subcontractors should familiarize themselves with the conditions at the site and retaintheir own experts to interpret the data in this report and perform additional testing and/orinspection as they deem necessary prior to bidding.

The scope of services for this project does not include either specifically or by implication anyenvironmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification orprevention of pollutants, hazardous materials or conditions. If the owner is concerned about thepotential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to theproject discussed and has been prepared in accordance with generally accepted geotechnicalengineering practices. No warranties, either express or implied, are intended or made. Site safety,excavation support, and dewatering requirements are the responsibility of others. In the event thatchanges in the nature, design, or location of the project as outlined in this report are planned, theconclusions and recommendations contained in this report shall not be considered valid unlessTerracon reviews the changes and either verifies or modifies the conclusions of this report inwriting.

APPENDIX A

Source: Google Earth, 2009

615 GALE STREET, BUILDING B LAREDO, TX 78041FAX. (956) 791-1071PH. (956) 729-1100

Upper Zacate Creek Channel ImprovementsGale Street to McPherson Road

Laredo, Texas

EXHIBIT

Consulting Engineers and Scientists

SITE LOCATION PLAN

File No.

Date:

Scale:

Project No.

Drawn By:

Checked By:

Approved By:

Project Mngr:

PROJECT SITE

LC

MTG

LC

LC

A-1N.T.S.

89165017

05.13.2016

89165017

B-1B-2

Consulting

Engineers

andS

cientists

SITELOCATION

PLANEXHIBIT

615GALE

STREET,BUILDINGB

LAREDO,TX78041

FAX.(956)791-1071PH.(956)729-1100

DrawnBy:

CheckedBy:

ApprovedBy:

ProjectMngr:

FileNo.

Date:

Scale:

ProjectNo.

UpperZacate

Creek

ChannelIm

provements

Gale

Streetto

McP

hersonR

oadLaredo,Texas

A-289165017

05.13.2016

89165017

N.T.S.

LCLC

MTG

MTG

-APP

RO

XIMA

TEB

OR

ELO

CA

TION

LEGEN

D:

B-3

B-4


Reliable Resourceful Responsive Exhibit A-3

Field Exploration Description

The subsurface conditions at the site were explored by drilling 4 soil borings. Borings were drilledwithin the proposed channel improvements area to a depth of about 30 feet below the existinggrade. The proposed boring locations were located in the field by a Terracon representative usinga GPS coordinates provided by the client. Elevations of the ground surface at the boring locationswere determined by existing/proposed cross sections plan Drawing No. 7 through 9 provided byLNV, Inc. and also references to depth of the various materials and groundwater encountered arefrom the existing grade at the time of drilling.

A truck-mounted, rotary drill rig equipped with continuous flight augers was used to advance theboreholes. Soil samples were obtained by both thin-walled tube and split-barrel samplingprocedures. In the split-barrel sampling procedure, a standard 2-inch O.D. split-barrel samplingspoon is driven into the ground with a 140-pound hammer falling a distance of 30 inches. Thenumber of blows required to advance the sampling spoon the last 12 inches of a normal 18-inchpenetration is recorded as the standard penetration resistance value. These values are indicatedon the borings logs at the depths of occurrence.

The samples were tagged for identification, sealed to reduce moisture loss, and taken to ourlaboratory for further examination, testing, and classification. Information provided on the boringlogs attached to this report includes soil descriptions, consistency evaluations, boring depths,sampling intervals, and groundwater conditions. The borings were backfilled with soil cuttingsprior to the drill crew leaving the site.

Our field representative prepared the field logs as part of the drilling operations. The field logsincluded visual classifications of the materials encountered during drilling and our fieldrepresentative interpretation of the subsurface conditions between samples. Final boring logsincluded with this report represent the engineer's/geologist’s interpretation of the field logs andinclude modifications based on visual observations, laboratory observations and testing of thesamples in the laboratory. The scope of services for our geotechnical engineering services doesnot include addressing any environmental issues pertinent to the site.

18.5

30.0

CLAYEY SAND (SC), brown, very loose to dense

- Silty, clayey sand (SC-SM) from 6.5 feet to 13.5 feet

FAT CLAY (CH), bluish gray, very stiff to hard, withscattered gravel

Boring Terminated at 30 Feet

1-1-1N=2

1-3-3N=6

2-2-4N=6

3-4-6N=10

4-6-6N=12

15-16-18N=34

8-11-12N=23

13-17-21N=38

15-18-30N=48

42

40

26

45

11

20

17

15

21

23

25

20

16

37-17-20

21-14-7

65-25-40

434.5

423

376

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

Latitude: 27.553134° Longitude: -99.478076°

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Gale Street to McPherson Road Laredo, TexasSITE:

Page 1 of 1

Advancement Method:Dry augered from 0 to 30 feet.

Abandonment Method:Boring backfilled with soil cuttings upon completion.

615 Gale Street, Building BLaredo, Texas

Notes:

Project No.: 89165017

Drill Rig: CME 45

Boring Started: 4/6/2016

BORING LOG NO. B-1City of Laredo - Engineering DepartmentCLIENT:Laredo, Texas

Driller: Alpha & Omega

Boring Completed: 4/6/2016

Exhibit: A-4

See Appendix C for explanation of symbols andabbreviations.

See Appendix B for description of laboratoryprocedures and additional data (if any).

See Exhibit A-3 for description of field procedures

PROJECT: Upper Zacate Creek ChannnelImprovements

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ATTERBERGLIMITS

LL-PL-PISurface Elev.: 453.0 (Ft.)

ELEVATION (Ft.)

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15 feet - groundwater initially observed13 feet - water level after 15 minutes

WATER LEVEL OBSERVATIONS

18.5

30.0

CLAYEY SAND (SC), yellowish brown, loose to dense

FAT CLAY (CH), reddish brown, very stiff to hard, withscattered gravel

- strong cementation at 28.5 feet


Example: N=ref/2", Sampler could only be driven 2 inches of the6-inch penetration before the 50-blow limit was reached.

2-2-3N=5

2-3-3N=6

3-4-6N=10

5-7-7N=14

11-9-12N=21

14-12-20N=32

17-22-27N=49

11-13-15N=28

N=ref/4"

37

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29

15

14

17

12

25

19

23

26

26

30-18-12

38-17-21

54-21-33

436.5

425

1,780


LOCATION

DEPTH


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Page 1 of 1




Notes:


Drill Rig: CME 45





Exhibit: A-5





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ATTERBERGLIMITS


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18.5

30.0

CLAYEY SAND (SC), brown, medium dense to dense

FAT CLAY (CH), bluish gray, very stiff to hard

- strong cementation at 28.5 feet



4-4-6N=10

11-11-13N=24

6-6-8N=14

10-13-15N=28

13-15-17N=32

8-9-12N=21

10-12-12N=24

14-14-19N=33

N=ref/4"

42

40

69

8

7

12

15

17

16

25

25

21

29-17-12

35-19-16

73-24-49

435.5

424

2,546


LOCATION

DEPTH


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Page 1 of 1




Notes:


Drill Rig: CME 45





Exhibit: A-6





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30.0

CLAYEY SAND (SC), brown, loose to very dense

- with scattered gravel at 13.5 feet

- yellowish brown, strong cementation below 18.5 feet



4-5-5N=10

5-6-7N=13

8-5-5N=10

2-2-4N=6

3-3-3N=6

5-6-8N=14

11-33-50/3"N=83/9"

N=ref/4"

N=ref/3"

34

32

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28

22

33-15-18

30-15-15

32-16-16

420


LOCATION

DEPTH


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Page 1 of 1




Notes:


Drill Rig: CME 45





Exhibit: A-7





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APPENDIX B


Reliable Resourceful Responsive Exhibit B-1

Laboratory TestingSamples retrieved during the field exploration were taken to the laboratory for further observationby the project geotechnical engineer and were classified in accordance with the Unified SoilClassification System (USCS) described in this Appendix. At that time, the field descriptions wereconfirmed or modified as necessary and an applicable laboratory testing program was formulatedto determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil samples and the test results are presented inthis appendix. The laboratory test results were used for the geotechnical engineering analyses,and the development of foundation and earthwork recommendations. Laboratory tests wereperformed in general accordance with the applicable ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

Moisture Content Atterberg Limits Soils Finer than No. 200 Mesh Sieve Sulfate Concentration

Sample DisposalAll samples were returned to our laboratory. The samples not tested in the laboratory will bestored for a period of 30 days subsequent to submittal of this report and will be discarded afterthis period, unless other arrangements are made prior to the disposal period.

APPENDIX C

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests ASoil Classification

GroupSymbol Group Name B

Coarse Grained Soils:More than 50% retainedon No. 200 sieve

Gravels:More than 50% ofcoarse fraction retainedon No. 4 sieve

Clean Gravels:Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines:More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:50% or more of coarsefraction passes No. 4sieve

Clean Sands:Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:50% or more passes theNo. 200 sieve

Silts and Clays:Liquid limit less than 50

Inorganic:PI 7 and plots on or above “A” line J CL Lean clay K,L,M

PI 4 or plots below “A” line J ML Silt K,L,M

Organic:Liquid limit - oven dried

0.75 OLOrganic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:Liquid limit 50 or more

Inorganic:PI plots on or above “A” line CH Fat clay K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic:Liquid limit - oven dried

0.75 OHOrganic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieveB If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name.C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-gradedsand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.I If soil contains 15% gravel, add “with gravel” to group name.J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant.L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name.M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.N PI 4 and plots on or above “A” line.O PI 4 or plots below “A” line.P PI plots on or above “A” line.Q PI plots below “A” line.

Exhibit C-2

APPENDIX D- Global Stability Analysis

1.35

2H:1V

FOS: 1.35Center: (-2.43, 484.482) ftRadius: 12.05149 ft

Exhibit

San Antonio, Texas 782166911 Blanco Road

PH. (210) 641-2112 FAX. (210) 641-2124

Name: Fat Clay - UndrainedUnit Weight: 125 pcfCohesion: 2500 psf

Project Mngr: LC

Name: Clayey Sand - IIUnit Weight: 120 pcfCohesion: 0 psfPhi: 32 °

Checked By:MTG and GPS

Analysed By: AL

Condition: 01 Short Term (L)

2H:1V

Method: Spencer

Result:

Name: Clayey Sand - IUnit Weight: 120 pcfCohesion: 0 psfPhi: 29 °

Upper Zacate Creek Channel ImprovementsGale Street and McPherson RoadLaredo, TexasTerracon Project No. 89165017

Channel Side Slope: 2H:1V

Surface Protection System: Concrete Rip-Rap

4H:1V4H:1V

Name: Compacted On-Site SoilUnit Weight: 125 pcfCohesion: 0 psfPhi: 32 °

Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-1

1.35

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124

Name: Fat Clay - DrainedUnit Weight: 125 pcfCohesion: 250 psfPhi: 20 °

Project Mngr: LC



Analysed By: AL

Condition: 02 Long Term (L)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-2

1.35

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124

Name: Fat Clay - DrainedUnit Weight: 125 pcfCohesion: 250 psfPhi: 20 °Drawdown Total Cohesion: 300 psfDrawdown Total Phi: 16 °

Project Mngr: LC

Name: Clayey Sand - IIUnit Weight: 120 pcfCohesion: 0 psfPhi: 32 °Drawdown Total Cohesion: 0 psfDrawdown Total Phi: 32 °


Analysed By: AL

Condition: 03 Draw Down (L)

2H:1V

Method: Spencer

Result:

Name: Clayey Sand - IUnit Weight: 120 pcfCohesion: 0 psfPhi: 29 °Drawdown Total Cohesion: 0 psfDrawdown Total Phi: 29 °




4H:1V4H:1V

Name: Compacted On-Site SoilUnit Weight: 125 pcfCohesion: 0 psfPhi: 32 °Drawdown Total Cohesion: 0 psfDrawdown Total Phi: 32 °

Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-3

1.35

2H:1V

FOS: 1.35Center: (3.664, 481.764) ftRadius: 12.32197 ft

Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 01 Short Term (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-4

1.35

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 02 Long Term (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-5

1.35

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 03 Draw Down (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-6

1.30

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 01 Short Term (L)

2H:1V

Method: Spencer

Result:




Surface Protection System: HydroTex

4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-7

1.30

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 02 Long Term (L)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-8

1.30

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 03 Draw Down (L)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-9

1.31

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 01 Short Term (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-10

1.31

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 02 Long Term (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


Distance-75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

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D-11

1.30

2H:1V


Exhibit


PH. (210) 641-2112 FAX. (210) 641-2124


Project Mngr: LC



Analysed By: AL

Condition: 03 Draw Down (R)

2H:1V

Method: Spencer

Result:





4H:1V4H:1V


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D-12

ZACATE CREEK CHANNEL IMPROVEMENTS (FROM …€¦ · 150447 – Zacate Creek Channel Improvements...

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Transcript of ZACATE CREEK CHANNEL IMPROVEMENTS (FROM …€¦ · 150447 – Zacate Creek Channel Improvements...