10-T-0048.doc

IMPORTANT INFORMATION

BEFORE YOU CALL PLEASE MAKE SURE YOU HAVE READ THE FOLLOWING: Important Information Sheet, Bid Preparation Checklist Sheet, and the Solicitation/Contract/Order for Commercial Items.

IF ALL REQUIRED MATERIALS ARE NOT RECEIVED, YOUR QUOTE WILL NOT BE CONSIDERED.

All questions pertaining to the actual work should be directed to the Corps POC. You can find the Corps POC and telephone number located at the top of page 5 of the Solicitation (above the bid schedule).

All questions pertaining to last year’s contract, must submitted as a request through Freedom of Information Act (FOIA). For more information go to our website http://www.swt.usace.army.mil.

Questions pertaining to completing the Solicitation only, contact Linda Stephens at 918-669-7279, if not available call Sherri Stangle at 918-669-7105 or Sharon Bruce at 918-669-7281.

Use the Bid Preparation Checklist while you are completing the Solicitation.

Regular office hours: Monday to Friday, 7:45 am to 4:30 pm CST.

Fax quotes are acceptable. Fax your quote on or before the offer due date. See Standard Form 1449, page 1 block 8. You must complete and fax all required pages. Fax number is 918-669-7436, if unavailable use 918-669-7495. Email quotes are acceptable.

If mailing your quote, mail it early enough so it will arrive on time. Your quote must be received by the closing date stated in Standard Form 1449, page 1 block 8. Write or type at the bottom left corner of the envelope the solicitation number, see block 5.

RETURN SOLICITATION TO:

LINDA STEPHENS, CESWT-CT-C

TULSA DISTRICT, CORPS OF ENGINEERS

1645 S. 101st EAST AVE

TULSA OK 74128-4609

IN ORDER FOR YOUR QUOTE TO BE CONSIDERED RESPONSIVE, ALL REQUIRED MATERIAL MUST BE COMPLETED AND RECEIVED IN THE ISSUING OFFICE ON OR BEFORE THE OFFER DUE DATE.

Please allow at least one (1) week from the solicitation offer due date before checking website for award information. After the contract is awarded and signed, award information will be posted on FedBizOpps, http://www.fob.gov. No emails please!

BID PREPARATION CHECKLIST

All information required by the terms of the Solicitation must be furnished. Mistakes or omissions can be costly. Important items for you to check are included, but not limited to those listed below. This checklist is furnished only to assist you in submitting a proper quote. PLEASE USE THIS CHECKLIST AS YOU COMPLETE THE SOLICITATION.

____ Have you obtained a DUNS number? See Clause 52.204-6, Data Universal Numbering System

(DUNS) Number. Write DUNS number on the Reference page or on Standard Form 1149, page 1, block 17a.

____ A CAGE code is another mandatory data element for being registered in the CCR. A CAGE code can be obtained from the Defense Logistics service Center (DLSC) by contacting Customer Service and marking menu selections at 888-352-9333, Fax 616-691-5305 or email dsc-cso@disc.dla.mil.

If registration forms for USA companies are submitted without the CAGE code, one will be assigned.

____ Have you registered in Central Contracting Registration Database (CCR)? See Clause 52.204-7, Central Contractor Registration. If you are not registered, you must begin the process immediately. You do not have to be registered to submit a quote, but you can’t be awarded a contract without being registered. http://www.bpn.gov. Complete representations and certifications at http://bpn.gov in conjunction with the CCR database and RFQ/Solicitation. The name you use to submit a quote must be the exact name you use to register in CCR.

_____ Check the NAICS code on this Solicitation on page 1, block 10. Make sure the NAICS code is listed on your CCR registration and/or your ORCA registration. If it is not listed, you must add it.

____ If required, have you entered a unit price for each line item? The amount column is for the total amount. Before entering prices on the bid schedule recheck all working papers. Are your figures legible? Are the extensions of your unit price and your total price correct?

____ All erasures and/or corrections must be initialed by the person signing the RFQ./Solicitation.

____ Have you acknowledged all amendments, if any have been issued? Procedure for acknowledgement of amendments is stated in block 11 of the amendment.

____ Fax quotes are acceptable. Fax your quote along with all required pages on or before the date

Quotations are due in the issuing office. Fax to 918-669-7436, if unavailable use 918-669-7495.

____ Have you provided a telephone number you can be reached during the business hours of

7:45 am to 4:30 pm CST?

____ Block 12, Discount for Prompt Payment. If you are offering a discount. A prompt payment discount is the amount you invoice will be discounted if the Government pays your bill early. For example:

If your invoice is for $100 and you offer a discount of 1% within 20 days, and the Government pays you within 20 days, your payment would be $99.

____ Be sure to properly complete your quotation. Check all appropriate blocks. In order for your quotation to be considered responsive, you must complete and return pages: 1, 5, 79, 80, 83, 84, 85, and 86; and any amendments (if any were issued).

BID PREPARATION CHECKLIST (CONT)

NOTE: IF ALL OF THE INFORMATION IS NOT PROVIDED, YOUR QUOTE WILL NOT BE CONSIDERED.

If you are not registered in ORCA , please complete and submit the following:

Amendment (If applicable): Page 1, blocks 8, 15A, 15B, and 15C

Page 1, Block 12: A discount term is the amount your invoice will be discounted if the Government pays your bill early. For example, if your invoice is for $100 and you offer a discount of 1 percent within 20 days, and the Government pays you within 20 days, you would receive $99.

Block 17a: PRINT OR TYPE the name, address, and telephone number of your company exactly as you are registered in the CCR database.

Block 30a: Put your signature in this block

Block 30b: PRINT OR TYPE your name and title

Block 30c: Date signed

Page 5: Bid Schedule, unit price column and amount column

Pages 79-80: Paragraphs 52.204-3(d), (e), and (f). Check appropriate answer for each set of parenthesis.

Page 80: Paragraphs 52.204-8(b)(2). Check appropriate answer for each set of parenthesis.

Pages 83-84: Paragraph 52.219-1(b)(1), (2), (3), (4), (5), and (7). Check appropriate answer for each set of parenthesis..

Pages 85-86: Paragraphs 52.219-19 (b) and (c). Check appropriate answer for each set of parenthesis.

Page 86: Paragraph 52.222-22: Check appropriate answers.

CORPS POC: JAMES GRANWEHR, (918)669-7452

ARRA FUNDS - Construct concrete pilasters with opening on left wall, spillway structure

FOB: Destination

MILSTRIP: W44XGQ92895807

PURCHASE REQUEST NUMBER: W44XGQ92895807

ARRA FUNDS - Manufacture, deliver, and place stoplogs in left wall Skiatook spillway

ARRA FUNDS - Concrete-lined ditch repair

ARRA FUNDS - Final grading

CY = Cubic Yard

LF = Linear Feet

LS = Lump Sum

SF = Square Feet

SY = Square Yard

EA = Each

1. All costs for items of work which are not listed separately in the bid schedule or specifically mentioned to be included in a particular item price shall be included in the listed item price most closely associated with the work involved.

2. This solicitation requires submission of a proposal on all items. Failure to do so will result in the proposal being rejected without further consideration.

3. All quantities are estimated except where the unit is given as Lump Sum.

SKIATOOK REPAIR DAM EMBANKMENT & SPILLWAY 2010

This action is being procured as part of the American Recovery & Re-Investment Act (ARRA) of 2009

FEBRUARY

TABLE OF CONTENTS

SKIATOOK REPAIR DAM EMBNKMENT & SPILLWAY 2010

SECTION

TITLE

00100

PROPOSAL SECHEULE

00800

SPECIAL CONTRACT REQUIREMENTS

01 58 00.00 10

BULLETIN BOARD, PROJECT SIGN, AND SAFETY SIGN

01 00 00

SCOPE OF WORK

01 27 00

MEASUREMENT AND PAYMENT

02 10 00

CONCRETE-LINED DITCH REPAIR

03 11 13

STRUCTURAL CONCRETE FORMWORK

03 20 00

CONCRETE REINFORCEMENT

03 30 00

STRUCTURAL CONCRETE

03 93 00

PREPARATION OF CONCRETE SURFACES FOR ADDITION CONCRETE PLACEMENT

05 50 00

STOPLOGS AND MISCELLANEOUS METALS FOR CLOSURE STRUCTURES

09 96 00

EPOXY GROUTS AND COATINGS

SECTION 01 00 00

SCOPE OF WORK

This action is being procured as part of the American Recovery and Re-Investment Act (ARRA) of 2009."

PART 1 GENERAL

1.1

GENERAL REQUIREMENTS

The Contractor shall provide all plant, materials, equipment, labor, instruments, tools, subcontractors, supervision, and management to complete all work in accordance with the plans and specifications.

Background Information.

Skiatook Dam is located on Hominy Creek in Osage County, Oklahoma, about 5 miles west of the town of Skiatook, Oklahoma. Project purposes include flood control, water quality, water supply, recreation, and fish and wildlife conservation. The project consists of a rolled earthfill embankment, a gated outlet works, and a limited service spillway. The embankment is 3,555 feet long and has a maximum height of 143 feet. The crest of the embankment has a paved roadway with access roads on both abutments. The outlet works consists of the intake structure, concrete-lined tunnel, water supply and low-flow facilities, stilling basin, and a service bridge. The uncontrolled spillway was cut through the rock in the right abutment and has a 100-foot wide crest at elevation 732.0. The spillway was modified in 2003 to incorporate a concrete-lined chute. Minor deficiencies have been determined to exist on the embankment and spillway requiring remedial action. The scope of work presented here will help alleviate some of the identified deficiencies.

General Project Description.

All of the work in this task order is located on the right side (looking downstream) of the embankment and spillway structure. Two separate items of work are to be accomplished. All work shall be accomplished under the guidance the plans and specifications supplied.

a.

Stoplog Closure Structure. Project is located on the lower left side of the concrete spillway chute. Contractor shall manufacture 4 steel stoplog units. At the end of the North access road to the spillway chute, reinforced concrete pilasters shall be constructed to accommodate the stoplogs.

b.

Fill Erosion/voids on Existing Concrete-Lined Ditch. Project is located along the downstream right abutment contact of the embankment. Contractor shall remove unwanted vegetative debris from the existing concrete structure. Voids beneath and alongside the structure shall be filled with controlled low strength material (flowable fill). Upon completion of the concrete work the edges of the ditch shall be graded with compacted soil material to assure overland drainage will freely enter the ditch.

1.2

SITE VISIT

An authorized contractor representative in conjunction with the USACE Contracting Officer and/or technical representative(s) shall conduct a site visit at the proposed construction site. The purpose of this site visit will be to meet with project representative(s) and obtain a more detailed understanding of the work required in this Scope of Work. This site visit will also allow the contractor the opportunity to examine the project site conditions.

1.3

PRICE PROPOSAL

The price proposal shall follow the guidance in DIVISION 00 - PROPOSAL

REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT and be submitted on the Proposal Schedule in Section 00100.

1.4

PRE-WORK CONFERENCE

The Contractor shall attend a pre-work conference with the Contracting Officer’s Representative prior to commencing work on the project.

1.5

WORK HOURS

Work hours shall be Monday through Friday, 7 a.m. to 6:00 p.m. unless otherwise requested in writing by the Contractor and approved in writing by the Contracting Officer.

1.6

SAFETY

All work shall comply with all Local, State and Federal Regulations and comply with USACE Safety Manual EM385-1-1, dated 3 November 2003 and all revisions/addendums since date of issue.

1.7

GOVERNMENT FURNISHED UTILITIES AND EQUIPMENT

None.

1.8

LAKE LEVELS FOR SKIATOOK DAM

Lake levels may impact the Contractor’s operations. The Contractor shall constantly monitor weather conditions and forecasts and be prepared for potential emergency conditions. The Contractor shall constantly be prepared to secure and protect current working areas and personnel from rises in lake level. The Contractor is advised that rains far upstream from Skiatook Dam could impact construction operations even though no rain in the immediate vicinity has fallen.

Skiatook Lake reservoir data is available at http://www.swt-wc.

usace.army.mil/FGIB.lakepage.html. Monthly charts of historical Skiatook Lake data since November 1994 (including daily lake level and release levels) are available on the internet at http://www.swt-wc.usace.army.mil/KEYScharts.html. Any conclusions drawn by the Contractor from any of this data are done so at the Contractor’s risk. The point of contact for this information is Greg Estep at (918) 669-7132.

1.9

GOVERNMENT ACCESS

The Government retains right of access to all Government property regardless of the stage of construction.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.1

STAGING/STORAGE AREAS

Staging/storage areas shall be coordinated with and approved by the Contracting Officer’s Representative.

3.2

ACCESS TO PROJECT SITE

The Contractor shall enter and exit the project site only through areas as directed by the Contracting Officer.

3.3

HAUL ROADS

The Contractor shall be responsible for construction and maintenance of all haul roads. The location and design of haul roads shall be submitted by the Contractor for review and approval by the Contracting Officer. After completion of construction, the Contractor shall remove all haul roads and return the areas to original condition before construction.

3.4

PROTECTION OF EXISTING PROPERTY

The Contractor shall not damage existing roads and facilities. Any damage to Government and or Osage County property and facilities by the Contractor shall be repaired at no additional cost to the Government as directed by the Contracting Officer.

Repairs shall commence immediately after completion of construction. Earnings will be withheld pending completion of repairs to the satisfaction of the Contracting Officer.

3.5

LOCATION OF EXISTING UTILITIES

The Contractor shall be responsible for locating and protecting existing utilities. Any damage to utilities shall be repaired by the Contractor at no additional cost to the Government.

3.6

TECHNICAL SPECIFICATIONS AND DRAWINGS

All work shall be performed by the Contractor in accordance with the specifications and drawings.

3.7

SUBMITTALS

Product data, manufacturer’s data and certifications, and test reports shall be submitted for all materials and material components included in this contract. Submittal shall be as specified in each Specification Section.

Submittals shall be reviewed and approved by the Contractor Quality Control System Manager and Government before use. All unapproved materials shall be removed and replaced with approved materials at no additional cost to the Government. No time extension for such work will be granted. All submittals shall be in accordance with Section 01 33 00 SUBMITTAL PROCEDURES and Section 01 31 20 Quality Control System (QCS). Items shall be submitted and numbered under the technical specification section to which the materials and equipment apply and these numbers shall properly interface with WinRMS and QCS.

--END OF SECTION 01 00 00—

SECTION 01 58 00.00 10

BULLETIN BOARD, PROJECT SIGN, AND SAFETY SIGN

PART 1 GENERAL

1.1

GENERAL

Immediately upon beginning of work under this contract, the Contractor shall accomplish the work covered in this section. Locations of the bulletin board, project sign, and safety sign shall be as determined by the Contracting Officer. Upon completion of work under this contract, the signs shall be removed from the jobsite and shall remain the property of the Contractor.

PART 2 PRODUCTS

2.1

BULLETIN BOARD

Bulletin board shall be a weatherproof, glass-covered board not less than 36 by 48 inches in size, for displaying the Equal Employment Opportunity Poster, a copy of the wage decision contained in the contract, Wage Rate Information Poster, and other information approved by the Contracting Officer. The bulletin board shall be located at the site of work in a conspicuous place easily accessible to all employees. Legible copies of the above items shall be displayed until work under the contract is complete.

2.2

PROJECT SIGN

The project sign shall be constructed as shown on the drawings at the end of this section. The sign shall receive one coat of primer paint followed by two coats of finish gloss exterior enamel paint, color as directed by the Contracting Officer. Lettering shall be as shown on the drawing and shall be white gloss exterior type enamel. This project is an American Recovery and Reinvestment Act (ARRA) project. Projects funded by the ARRA shall bear the Primary Emblem of the ARRA on the Project Sign in accordance with Engineering and Construction Bulletin No. 2009-14 attached hereto to 01 58 00.

2.3

SAFETY SIGN

The safety sign shall be located in a conspicuous place within view of all employees and visitors. Details of construction shall be as shown on the drawing attached at the end of this section. Paint shall be gloss exterior enamel. Lettering shall be as shown on the drawing. The Contractor shall keep the safety sign current by posting the numbers daily.

PART 3 EXECUTION (NOT APPLICABLE)

-- End of Section --

SECTION 01 27 00

MEASUREMENT AND PAYMENT

PART 1 GENERAL

1.1 Payment items for all work in this contract for which payments will be made are listed in the PROPOSAL SCHEDULE and described below. All costs for items of work, which are not specifically mentioned to be included in a particular unit price or sum job item, shall be included in the listed unit price or sum job item most closely associated with the work involved. Payment made for each item listed shall constitute full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated Contractor Quality Control, environmental protection, safety requirements, tests and reports, and for performing all work required for which separate payment is not otherwise provided.

1.2 Construct concrete pilasters with opening on left wall, spillway structure.

MEASUREMENT

The construction of the concrete pilasters on the left wall of the spillway structure shall be measured as separate individual units acceptably formed and placed.

PAYMENT

Payment for the concrete pilasters will be made at the contract unit price for the bid item “Construct concrete pilasters with opening on left wall, spillway structure” which shall be full compensation for furnishing all plant, labor, materials, equipment, instruments, tools, subcontractors, supervision, and management required to complete the construction of the 2 concrete pilasters, including the preparation of existing concrete surfaces, concrete reinforcement, structural formwork, miscellaneous metal, and structural concrete as required.

1.3 Manufacture, deliver, and place stoplogs in the left wall Skiatook spillway.

MEASUREMENT

Measurement shall be based on the number of stoplog units acceptably manufactured, delivered, and placed.

PAYMENT

Payment will be made at the contract unit price for the bid item “Manufacture, deliver, and place stoplogs in the left wall Skiatook spillway” which shall be full compensation for providing all plant, labor, materials, equipment, instruments, tools, subcontractors, supervision, and management required to manufacture and install the complete stoplog units.

1.4 Concrete-lined ditch repair.

MEASUREMENT

Measurement of the repair of the concrete-lined ditch shall be based on the number of cubic yards of controlled low strength material (flowable fill) placed beneath the concrete ditch. Projected quantity of material which will be required to be placed beneath the structure is estimated at 35 cubic yards.

PAYMENT

Payment for the placement of fill concrete beneath the concrete-lined ditch will be made at the contract unit price per cubic yard for the bid item “Concrete-lined ditch repair” which shall be full compensation for furnishing all plant, labor, materials, equipment, instruments, tools, subcontractors, supervision, and management required to complete the work as specified.

1.10 Final Grading.

MEASUREMENT

Final grading of the embankment slope adjacent to the concrete-lined ditch will not be measured for payment. Projected quantity of necessary random soil material to be placed is estimated at 30 cubic yards. The Contractor shall make his own estimate of quantity during the site visit.

PAYMENT

Payment for the procurement and placement of the necessary random soil material and associated final grading of the area adjacent to the right abutment concrete-lined ditch will be made at the lump sum price for the bid item “Final Grading” which shall be full compensation for furnishing all plant, labor, materials, equipment, instruments, tools, subcontractors, supervision, and management required to complete the work as specified.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

· END OF SECTION –

SECTION 02 10 00

REPAIR CONCRETE-LINED DITCH

NOTE: This specification was written to provide guidance for the use of strip drains behind the shotcrete walls. The specification was written by the consultant, Atkins Benham.

PART 1 GENERAL

1.1

SUMMARY

The work covered under this section includes the complete repair of the right embankment/abutment concrete-lined ditch.

1.2

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

OKLAHOMA DEPARTMENT OF TRANSPORTATION – STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION – Edition of 1999

1.3

MEASUREMENT AND PAYMENT

Measurement and payment for the concrete-lined ditch repair is specified in SECTION 01 27 00 MEASUREMENT AND PAYMENT.

PART 2 PRODUCTS

2.1 Controlled Low Strength Material (CLSM)

All fill material for use beneath the right abutment concrete-lined ditch shall conform to the requirements set forth in the Oklahoma Department of Transportation (ODOT) specifications Section 501.02 (CLSM).

2.1.1 Compressive strength: 1000 psi maximum compressive strength.

2.1.2 Bentonite. Add 5% by weight standard drill mud bentonite.

2.2

RANDOM SOIL

All soil material required during final grading operations shall be classified as “random” and shall be free of rock or stones in excess of 4 inches in any dimension.

PART 3 EXECUTION

3.1

DEBRIS REMOVAL

Prior to any placement of fill material, all woody and loose rock debris within 3 feet of the concrete ditch shall be removed from the work area. A disposal area is available approximately 1/8 mile from the work site.

3.2

VOID IDENTIFICATION

Voids and potential fill zones shall be identified through visual and by sounding methods. Three-inch diameter holes may be drilled into the concrete ditch to facilitate the placement of the controlled low strength material.

3.3

PLACEMENT

Fill material shall be pumped into voids or by any method approved by the Contracting Officer. Fill placement shall start at the embankment toe and proceed to the crest. A maximum of 10 feet vertical extent may be placed in any one placement day. A minimum of 2 days shall be reserved for the placed fill material to cure prior to the placement of subsequent 10-foot lifts. Upon completion of the fill placement, a second sounding shall be performed to verify no additional voids remain to be filled. If additional voids are found 3-inch holes shall be drilled in the concrete ditch for additional fill material placement (2nd round). All 2nd round placement shall be made during the same placement day.

3.4

CLEANUP/CLOSEOUT

Upon completion of the fill concrete placement, all areas of disturbed embankment/abutment shall be re-graded to provide a smooth, clean surface. Surrounding soil material shall be compacted and graded at or above the concrete lip to assure overland drainage will enter the concrete-lined ditch. If additional material is found to be required to achieve the desired overland flowline, such material shall be classified as random soil and shall be provided from an off-site source. No seeding or sod will be required.

-- End of Section --

SECTION 03 11 13

STRUCTURAL CONCRETE FORMWORK

PART 1 GENERAL

1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ACI INTERNATIONAL (ACI)

ACI 347

(2004) Guide to Formwork for Concrete

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4

(2004) Basic Hardboard

APA - THE ENGINEERED WOOD ASSOCIATION (APA)

APA PS 1

(1995) Voluntary Product Standard for Construction and Industrial Plywood

ASTM INTERNATIONAL (ASTM)

ASTM C 1074

(2004) Estimating Concrete Strength by the Maturity Method

ASTM C 1077 REV B

(2009) Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 31/C 31M

(2009) Making and Curing Concrete Test Specimens in the Field

ASTM C 39/C 39M

(2005) Compressive Strength of Cylindrical Concrete Specimens

ASTM C 578

(2009e1) Rigid, Cellular Polystyrene Thermal Insulation

1.2

DESIGN REQUIREMENTS

The design, engineering, and construction of the formwork shall be the responsibility of the Contractor. Design formwork in accordance with methodology of ACI 347 for anticipated loads, lateral pressures, and stresses. Forms shall be capable of withstanding the pressures resulting from placement and vibration of concrete. Comply with the tolerances specified in Section 03 30 00 STRUCTURAL CONCRETE paragraph CONSTRUCTION TOLERANCES. Design the formwork as a complete system with consideration given to the effects of cementitious materials and mixture additives such as fly ash, cement type, plasticizers, accelerators, retarders, air entrainment, and others. Monitor the adequacy of formwork design and construction prior to and during concrete placement as part of the Contractor's approved Quality Control Plan.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Formwork

Drawings showing details of formwork, including dimensions of fiber voids, joints, supports, studding and shoring, and sequence of form and shoring removal. Submit at least 2 days either before fabrication on site or before delivery of prefabricated forms.

SD-03 Product Data

Design

Design analysis and calculations for form design and methodology used in the design.

Form Materials

Manufacturer's data including literature describing form materials, accessories, and form releasing agents.

Form Releasing Agents

Manufacturer's recommendation on method and rate of application of form releasing agents.

Formwork Not Supporting Weight of Concrete G

If forms are to be removed in less than 24 hours on formwork not supporting the weight of concrete, the evaluation and results of the control cylinder tests shall be submitted to and approved before the forms are removed.

PART 2 PRODUCTS

2.1

FORM MATERIALS

2.1.1 Forms For Class B Finish

Forms for Class B finished surfaces shall be plywood panels conforming to APA PS 1, Grade B-B concrete form panels, Class I or II. Other form materials or liners may be used provided the smoothness and appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels.

2.1.2 Forms For Class D Finish

Forms for Class D finished surfaces, except where concrete is placed against earth, shall be wood or steel or other approved concrete form material.

2.1.3 Form Ties

Form ties shall be factory-fabricated metal ties, shall be of the removable or internal disconnecting or snap-off type, and shall be of a design that will not permit form deflection and will not spall concrete upon removal. Provide solid backing for each tie. Except where removable tie rods are used, ties shall not leave holes in the concrete surface less than 1/4 inch nor more than 1 inch deep and not more than 1 inch in diameter. Terminate the embedded portion of metal ties not less that 2 inches from any concrete surface exposed to water. Removable tie rods shall be not more than 1-1/2 inches in diameter. Plastic snap ties may be used in locations where the surface will not be exposed to view.

2.1.4 Form Releasing Agents

Form releasing agents shall be commercial formulations that will not bond with, stain or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion nor impede the wetting of surfaces to be cured with water or curing compounds. If special form liners are to be used, the Contractor shall follow the recommendation of the form coating manufacturer.

PART 3 EXECUTION

3.1

INSTALLATION

3.1.1 Formwork

Forms shall be constructed true to the structural design and required alignment. Forms shall be mortar tight, properly aligned and adequately supported to produce concrete surfaces meeting the surface requirements specified in Section 03 30 00 STRUCTURAL CONCRETE and conforming to construction tolerance given in TABLE 1. Continuously monitor the alignment and stability of the forms during all phases to assure the finished product will meet the required surface classes specified. Failure of any supporting surface either due to surface texture, deflection or form collapse shall be the responsibility of the Contractor as will the replacement or correction of unsatisfactory surfaces. Where concrete surfaces are to have a Class A or Class B finish, joints in form panels shall be arranged as approved. When forms for continuous surfaces are placed in successive units, care shall be taken to fit the forms over the completed surface to obtain accurate alignment of the surface and to prevent leakage of mortar. Forms shall not be re-used if there is any evidence of defects which would impair the quality of the resulting concrete surface. All surfaces of used forms shall be cleaned of mortar and any other foreign material before reuse. Form ties that are to be completely withdrawn shall be coated with a nonstaining bond breaker.

3.2

CHAMFERING

All exposed joints, edges and external corners shall be chamfered by molding placed in the forms unless the drawings specifically state that chamfering is to be omitted or as otherwise specified.

3.3

COATING

Forms for Class A and Class B finished surfaces shall be coated with a form releasing agent before the form or reinforcement is placed in final position. The coating shall be used as recommended in the manufacturer's printed or written instructions. Forms for D finished surfaces may be wet with water in lieu of coating immediately before placing concrete, except that in cold weather with probable freezing temperatures, coating shall be mandatory. Surplus coating on form surfaces and coating on reinforcing steel and construction joints shall be removed before placing concrete.

3.4 FORM REMOVAL

Forms shall not be removed without approval. The minimal time required for concrete to reach a strength adequate for removal of formwork without risking the safety of workers or the quality of the concrete depends on a number of factors including, but not limited to, ambient temperature, concrete lift heights, type and amount of concrete admixture, and type and amount of cementitious material in the concrete. It is the responsibility of the Contractor to consider all applicable factors and leave the forms in place until it is safe to remove them. In any case forms shall not be removed unless the minimum time requirement below is met, except as otherwise directed or specifically authorized. When conditions are such as to justify the requirement, forms will be required to remain in place for a longer period. All removal shall be accomplished in a manner which will prevent damage to the concrete and ensure the complete safety of the structure and personnel. Evidence that concrete has gained sufficient strength to permit removal of forms shall be determined by tests on control cylinders. All control cylinders shall be stored as near the structure as possible so they receive the same curing conditions and protection methods as given those portions of the structure they represent. All control cylinders shall be prepared and tested in accordance with ASTM C 31/C 31M and ASTM C 39/C 39M at the expense of the Contractor by an independent laboratory that complies with ASTM C 1077 and shall be tested within 4 hours after removal from the site.

3.4.1 Formwork Not Supporting Weight of Concrete

Formwork for the stoplog pilasters, pavements, and other vertical type formwork not supporting the weight of concrete shall not be removed in less than 24 hours after concrete placement is completed.

3.5 INSPECTION

Forms and embedded items shall be inspected in sufficient time prior to each concrete placement by the Contractor in order to certify to the Contracting Officer that they are ready to receive concrete. The results of each inspection shall be reported in writing.

TABLE 1

TOLERANCES FOR FORMED SURFACES

1. Variations from the plumb:

Maximum for entire length -- 1 inch (25 mm)

Maximum for entire length -- 1/2 inch (13 mm)

2. Variation for the level or from the grades indicated on the drawings:

3/8 inch (10 mm) in any bay or in any 20 feet (6 m) of length Maximum for entire length -- 3/4 inch (20 mm)

Maximum for entire length -- 1/2 inch (13 mm)

1 inch (25 mm) maximum

7. Footings:

8. Variation in steps:

Tread -- 1/4 inch (6 mm)

Tread -- 1/8 inch (3 mm)

-- End of Section --

SECTION 03 20 00

CONCRETE REINFORCEMENT

GENERAL

1.1 scope

This section covers the placement of reinforcing bars in the modifications to the north spillway chute wall to add stoplog pilasters.

1.2

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

ACI INTERNATIONAL (ACI)

ACI 315

(1999) Details and Detailing of Concrete Reinforcement

ACI 318/318R

(2008) Building Code Requirements for Structural

Concrete

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 185/A 185M

(2007) Steel Welded Wire Reinforcement, Plain, for

Concrete

ASTM A 615/a 615M (2008) Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

AMERICA WELDING SOCIETY (AWS)

AWS D1.4/D1.4M

(2005) Structural Welding Code – reinforcing Steel

1.3

SUBMITTALS

Government approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-04 Drawings

Concrete Reinforcement System; GA.

Detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes, and spacing.

SD-13 Certificates

Reinforcing Steel; FIO.

Certified copies of mill reports attesting that the reinforcing steel furnished meets the requirements specified, prior to the installation of reinforcing steel.

1.4

MEASUREMENT AND PAYMENT

Work covered under this section will not be measured for payment. Payment shall be subsidiary to the related items of work.

1.5

DELIVERY AND STORAGE

Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

PRODUCTS

2.1

MATERIALS

2.1.1 STEEL Bars

Reinforcing steel bars shall conform to the requirements of ASTM A 615/A 615M, Grade 60, sizes and lengths as indicated.

2.1.2

WIRE TIES

Wire ties shall be 16 gauge or heavier black annealed steel wire.

2.1.3

SUPPORTS

Bar supports for formed surfaces shall be designed and fabricated in accordance with ACI 315 and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

EXECUTION

3.1

REINFORCEMENT

Reinforcement shall be fabricated to shapes and dimensions shown and shall conform to the requirements of ACI 318/318R. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or at the mill. Bars shall not under any circumstances be bent after embedment in concrete. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars. Wire tie ends shall face away from the forms.

3.1.1 Placement

Reinforcement shall be free from loose, flaky rust and scale, dirt, grease, oil, or other deleterious coating that could reduce bond with the concrete. Reinforcement shall be placed in accordance with ACI 318/318R at locations and spacing shown plus or minus one bar diameter. Reinforcement shall not be continuous through construction or contraction joints. Concrete coverage shall be as indicated or as required by ACI 318/318R. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of bars, including additional bars required to meet structural requirements, shall be approved before concrete is placed.

3.1.2 Splicing

Splices of reinforcement shall conform to ACI 318/318R and shall be made only as required or indicated. Splicing shall be by lapping or by mechanical or welded butt connection. Lapped bars shall be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than one-fifth the required length of lap or 6 inches.

3.1.3 Welding

Welding of steel bars will be permitted only where indicated or authorized by the Contracting Officer. Welding shall be performed in accordance with AWS D1.4 except where otherwise specified or indicated on the drawings.

--End of Section--

SECTION 03 30 00

STRUCTURAL CONCRETE

GENERAL

1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

ACI INTERNATIONAL (ACI)

ACI 117

(2006) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 211.1

(1991, R2009)Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI SP-226

(2005) Autoclaved Aerated Concrete – Properties and Structural Design

ACI 308.1

(1998) Standard Specification for Curing Concrete

ACI 318

(2008) Building Code Requirements for Structural Concrete

ACI 347

(2004) Guide to Formwork for Concrete

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 31/C 31M

(2009) Making and Curing Concrete Test Specimens in the Field

ASTM C 33/C 33M

(2008) Concrete Aggregates

ASTM C 39/C 39M

(2005) Compressive Strength of Cylindrical Concrete Specimens

ASTM C 94/C 94M

(2009) Ready-Mixed Concrete

ASTM C 143/C 143M

(2009) Slump of Hydraulic-Cement Concrete

ASTM C 150/C 150M

(2009) Portland Cement

ASTM C 172

(2008) Sampling Freshly Mixed Concrete

ASTM C 192/ C192M

(2007) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C 231 REV A

(2009) Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260

(2006) Air-Entraining Admixtures for Concrete

ASTM C 311

(2007) Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C 494/C 494M REV A

(2008) Chemical Admixtures for Concrete

ASTM C 618 REV A

(2008) Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete

ASTM C 881/C 881M

(2002) Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C 1077 REV B

(2009) Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM D 75/D 75M

(2009) Sampling Aggregates

1.2

DESIGN AND PERFORMANCE REQUIREMENTS

1.2.1 Proportioning Studies for Concrete

Trial design batches, mixture proportioning studies, and testing requirements for the type of concrete specified shall be the responsibility of the Contractor and his concrete producer. Mixture proportions shall be based on compressive strength as determined by test specimens fabricated in accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39/C 39M. Samples of all materials used in mixture proportioning studies shall be representative of those proposed for use in the project and shall be accompanied by the manufacturer's or producer's test reports indicating compliance with these specifications. Trial mixtures having proportions and consistencies suitable for the work shall be made based on methodology described in ACI 211.1, using at least three different water-cement ratios for each type of mixture, which will produce a range of strength encompassing that required for the concrete required on the project. The maximum water-cement ratios required in the paragraph Maximum Allowable w/c Ratio will be the equivalent water-cement ratio as determined by conversion from the weight ratio of water to cement plus pozzolan as described in ACI 211.1. Laboratory trial mixtures shall be designed for maximum permitted slump. If an inert admixture will be used the trail mixtures should also use the admixture. Separate sets of trial mixture studies shall be made for each combination of cementitious materials. The temperature of concrete in each trial batch shall be reported. At least three test cylinders for each test age shall be made and cured in accordance with ASTM C 192/C 192M. They shall be tested at 7 and 28 days in accordance with ASTM C 39/C 39M. From these test results, a curve shall be plotted showing the relationship between water-cement ratio and strength for each set of trial mix studies. In addition, a curve shall be plotted showing the relationship between 7 day and 28 day strengths. Each mixture shall be designed to promote easy and suitable concrete placement, consolidation and finishing, and to prevent segregation and excessive bleeding.

1.2.2 Strength

Specified compressive strength (f'c) shall be as follows:

Compressive Strength (psi)

7 day

2,100

28 day

3,000

90 day

3,300

Acceptance test results will be the average strengths of two specimens tested at 28 days. The strength of the concrete will be considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength, f'c, and no individual acceptance test result falls below f'c by more than 300 psi.

1.2.2.1 Water-Cement Ratio

Maximum water-cement ratio (w/c) for concrete shall be 0.35. This w/c may cause higher strengths. The maximum w/c required will be the equivalent w/c as determined by conversion from the weight ratio of water to cement plus pozzolan by the weight equivalency method as described in ACI 211.1.

1.2.3 Slump

Slump of the concrete without any inert admixtures shall be within 1 to 3 inches. Inert admixtures to increase the slump for pumping will be at the contractor’s own expense. Slump shall be determined in accordance with ASTM C 143/C 143M.

1.2.4 Size of Coarse Aggregate

The largest feasible nominal maximum size aggregate (NMSA) as specified in paragraph 2.1.2. AGGREGATES shall be used in most placement. However, nominal maximum size of aggregate shall not exceed any of the following in special areas: three-fourths of the minimum cover for reinforcing bars, three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

1.2.5 Construction Tolerances

Tolerances for concrete batching, mixture properties, and construction as well as definition of terms and application practices shall be in accordance with ACI 117. A Class "C" finish shall apply to all surfaces as specified in ACI 347.

1.2.6 Concrete Temperature

The temperature of the concrete as delivered shall not exceed 90 degrees F. When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered shall be between 55 and 75 degrees F.

1.3

SUBMITTALS

Government approval is required for all submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with Section 01 33 00 SUBMITTALS:

SD-01 Data

Concrete Mixture Proportioning; GA.

Concrete mixture proportions shall be determined by the Contractor, in accordance with the requirements in paragraphs under DESIGN AND PERFORMANCE REQUIREMENTS, and submitted for review. The concrete mixture quantities of all ingredients per cubic meter yard and nominal maximum coarse aggregate size that will be used in the manufacture of each quality of concrete shall be stated. Proportions shall indicate the mass of cement, Class C fly ash, and water; the mass of aggregates in a saturated surface-dry condition; and the quantities of admixtures. The submission shall be accompanied by test reports from a laboratory complying with ASTM C 1077 which show that proportions thus selected will produce concrete of the qualities indicated. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the quality of the new materials and concrete are satisfactory.

SD-02 Data

Batching and Mixing Equipment; FIO.

Batching and mixing equipment will be accepted on the basis of manufacturer's data that demonstrates compliance with the applicable specifications.

Conveying and Placing Concrete; FIO.

The methods and equipment for transporting, handling, depositing, and consolidating the concrete shall be submitted prior to the first concrete placement.

Mixture Proportions; GA.

The results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportion of ingredients that will be used in the manufacture of the concrete, at least 14 days prior to commencing concrete placing operations. Aggregate weights shall be based on the saturated surface dry condition. The statement shall be accompanied by test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions shall be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory.

Admixtures; GA.

Any admixtures proposed by the contractor. Admixtures to increase slump may not adversely affect the other properties of the concrete. Any increase in slump by admixture must be designed and maintained during placement.

Cold-Weather Placing; GA.

If concrete is to be placed under cold-weather conditions, the proposed materials, methods, and protection meeting the requirements of paragraph COLD-WEATHER PLACING shall be submitted for approval.

Hot-Weather Placing; GA.

If concrete is to be placed under hot-weather conditions, the proposed materials and methods, meeting the requirements of paragraph HOT-WEATHER PLACING and paragraph FINISHING, shall be submitted for review and approval.

Curing and Protection; GA.

The curing medium and methods to be used shall be submitted for review and approval for conformance with paragraph CURING AND PROTECTION.

SD-09 Reports

Aggregates; FIO.

Aggregates will be accepted on the basis of certificates of compliance and test reports that show the materials meets the quality and grading requirements of the specifications under which it is furnished.

Testing and Inspection for Contractor Quality Control; GA.

Certified copies of laboratory test reports, including mill tests and all other…