W912EK22B0013 Amendment 0001.pdf

96514721954504

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The purpose of this amendment is to correct the unit of measure for Item No. 0004 in the Bid Schedule and to amend the specif ications based on ProjNet Q&A.

All other terms and conditions remain unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 4

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 12-Sep-2022

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912EK22B0013

X 9B. DATED (SEE ITEM 11)

19-Aug-2022

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer X is extended, is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

12-Sep-2022

CODE

CONTRACTING DIVISION

US ARMY CORPS OF ENGINEERS 1500 ROCK ISLAND D

ROCK ISLAND IL 61201

W912EK 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EK22B0013

SUMMARY OF CHANGES

The following have been modified:

BID SCHEDULE

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0001 Mobilization and Demobilization 1 JOB XXXXXXXX $_______________

0002 Temporary Construction Facilities 1 JOB XXXXXXXX $_______________

0003 Mechanical Dredging/Excavation 340 CY $___________ $_______________

0004 Sheetpile 1,534 LF $___________ $_______________

0005 Sheetpile Mooring Cell Construction 1 JOB XXXXXXXX $_______________

0006 Concrete – Tremie Placed 830 CY $___________ $_______________

TOTAL OF ESTIMATED AMOUNTS

(ITEM NOS. 0001 THROUGH 0006, INCL.)

CY = CUBIC YARDS LF = LINEAR FEET

JOB = LUMP SUM

PLEASE ENSURE THAT UNIT PRICE AND AMOUNT LINES FOR ALL ITEMS HAVE BEEN

COMPLETED.

W912EK22B0013

The following have been added by full text:

AMENDMENT 0001

The following modifications are made to Section 01 20 00 and Section 03 31 00.

SECTION 01 20 00

a. PAGES SECTION 01 20 00 PAGE 1 THROUGH SECTION 01 20 00 PAGE 5. Delete pages SECTION 01 20 00 PAGE 1 through SECTION 01 20 00 PAGE 5, in their entirety, and substitute therefor revised pages SECTION 01 20 00 PAGE 1 through SECTION 01 22 00 PAGE 5.

SECTION 03 31 00

b. PAGES SECTION 03 31 00 PAGE 1 THROUGH SECTION 03 31 00 PAGE 27. Delete pages SECTION 03 31 00 PAGE 1 through SECTION 03 31 00 PAGE 27, in their entirety, and substitute therefor revised pages SECTION

03 31 00 PAGE 1 THROUGH SECTION 03 31 00 PAGE 31.

(End of Summary of Changes)

22B0013L14MORCEL

B5MRLD14202202

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 20 00

PRICE AND PAYMENT PROCEDURES

PART 1 GENERAL

1.1 JOB PAYMENT ITEMS

1.1.1 Mobilization and Demobilization

1.1.1.1 Payment

1.1.1.2 Unit of Measure

1.1.2 Temporary Construction Facilities

1.1.2.1 Payment

1.1.2.2 Unit of Measure

1.1.3 Sheetpile Mooring Cell Construction

1.1.3.1 Payment

1.1.3.2 Unit of Measure

1.2 UNIT PRICE PAYMENT ITEMS

1.2.1 Mechanical Dredging/Excavation

1.2.1.1 Payment

1.2.1.2 Measurement

1.2.1.3 Unit of Measure

1.2.2 Sheetpile

1.2.2.1 Payment

1.2.2.2 Measurement

1.2.2.3 Unit of Measure

1.2.3 Concrete - Tremie Placed

1.2.3.1 Payment

1.2.3.2 Measurement

1.2.3.3 Unit of Measure

PART 2 PRODUCTS

PART 3 EXECUTION

-- End of Section Table of Contents --

SECTION 01 20 00 Page 1

AMEND 0001

8 SEPT 2022

SECTION 01 20 00

PRICE AND PAYMENT PROCEDURES

PART 1 GENERAL

1.1 JOB PAYMENT ITEMS

Payment items for the costs of this Contract for which Contract job payments will be made are listed in the SCHEDULE OF PRICES and described below. All costs for items of work, which are not specifically mentioned to be included in a particular job payment item, must be included in the listed job item most closely associated with the work involved. The job price and payment made for each item listed will constitute full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated Contractor quality control, environmental protection, meeting safety requirements, tests and reports, and for performing all work required for which separate payment is not otherwise provided.

1.1.1 Mobilization and Demobilization

1.1.1.1 Payment

Mobilization and demobilization for all plant and equipment, materials, tools, and supplies necessary to complete the work, will be made for Item No. 0001, "Mobilization and Demobilization." Mobilization consists of all costs required, as applicable, to prepare plant and equipment for shipment, moving plant, equipment, supplies, and incidentals to the work site.

Demobilization consists of all costs required to prepare plant and equipment for removal and for removing all plant, equipment, unused supplies, and incidentals from the work site, including restoration of staging areas used for construction operations. The Contractor will be paid 60 percent of the job price upon completion of mobilization to the work site. The remaining 40 percent will be paid to the Contractor upon completion of demobilization at the end of the Contract. Failure to justify such price to the satisfaction of the Contracting Officer may result in: payment of actual mobilization costs, as determined by the Contracting Officer at the completion of mobilization; actual demobilization costs, as determined by the Contracting Officer at the completion of demobilization; and payment of the remainder of this item in the final payment under this Contract. Construction bonds, with proof of a paid invoice, may be paid under this payment item.

1.1.1.2 Unit of Measure

Unit of measure: job.

SECTION 01 20 00 Page 2

1.1.2 Temporary Construction Facilities

1.1.2.1 Payment

Payment for all costs associated with, or incidental to, all temporary construction facilities will be included for Item No. 0002, "Temporary Construction Facilities". Such price to constitute full compensation for obtaining all bonds required for construction of work; furnishing and installing all materials and equipment required to construct and maintain the Contractor laydown and staging areas; furnishing, installing, and maintaining the Government's temporary field office, sanitation facilities, and office furnishings, including all temporary utilities, supplies, and custodial services; furnishing, installing, and maintaining all erosion and sediment pollution control measures; protection of existing trees and associated root structures within the limits of the laydown and staging areas; and any other miscellaneous construction features associated with the temporary construction facilities. Price to also include removal of such items from the project site as approved by the Contracting Officer.

1.1.2.2 Unit of Measure

Unit of measure: job.

1.1.3 Sheetpile Mooring Cell Construction

1.1.3.1 Payment

Payment for all costs associated with constructing a mooring cell including, but not limited to, metal fabrication, concrete work, temporary bracing, painting, electrical work, navigation lighting, and incidentals will be made for Item No. 0005, "Sheetpile Mooring Cell Construction."

1.1.3.2 Unit of Measure

Unit of measure: job.

1.2 UNIT PRICE PAYMENT ITEMS

Payment items for unit price payments will be made in the SCHEDULE OF PRICES and as specified. The unit price and payment made for each item will constitute full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated quality control, environmental protection, meeting safety requirements, tests and reports, and for performing all work required for each unit price item.

1.2.1 Mechanical Dredging/Excavation

1.2.1.1 Payment

Payment for all costs associated with the subsurface exploration, mechanical dredging excavation, transportation to disposal site, maintaining disposal site, and incidentals will be made for Item No. 0003, "Mechanical Dredging/Excavation."

SECTION 01 20 00 Page 3

1.2.1.2 Measurement

Quantity of dredging materials will be in number of cubic yards excavated.

The material removed to be measured using either the surface difference method or end area method using the preliminary and final surveys.

1.2.1.3 Unit of Measure

Unit of measure: cubic yard.

1.2.2 Sheetpile

1.2.2.1 Payment

Payment for all costs associated with providing sheet piling work and incidentals will be made for Item No. 0004, "Sheetpile."

1.2.2.2 Measurement

The quantity of sheet piling to be paid for in linear feet, installed in the completed and accepted construction. Sheet pile will be measured in place in the field by the Contractor and approved by the Contracting Officer. The quantity of sheet pile will be that actually used and accepted in the construction.

1.2.2.3 Unit of Measure

Unit of measure: linear feet.

1.2.3 Concrete - Tremie Placed

1.2.3.1 Payment

Payment for all costs associated with providing formwork, reinforcing, concrete, and incidentals will be made for Item No. 0006, "Concrete - Tremie Placed."

1.2.3.2 Measurement

The quantity of concrete to be paid for in cubic yards, placed in the completed and accepted construction. Concrete will be measured in place in the field by the Contractor within the mooring cell and to the paylines indicated on the exterior of the mooring cell, as approved by the Contracting Officer. The quantity of concrete will be that actually used and accepted in the construction.

1.2.3.3 Unit of Measure

Unit of measure: cubic yard.

SECTION 01 20 00 Page 4

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

-- End of Section --

SECTION 01 20 00 Page 5

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 31 00

CAST-IN-PLACE STRUCTURAL CONCRETE

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DEFINITIONS

1.4 CHEMICAL ADMIXTURES STORAGE

1.5 CONSTRUCTION TESTING BY THE CONTRACTOR

1.6 CONCRETE MIXTURE PROPORTIONS

1.7 CONSTRUCTION TOLERANCES

1.8 AGGREGATE SOURCE

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

2.1.1.2 Pozzolan

2.1.1.3 Ground-Granulated Blast-Furnace (GGBF) Slag

2.1.2 Aggregates

2.1.2.1 Coarse

2.1.2.2 Fine

2.1.3 Chemical Admixtures

2.1.3.1 Air-Entraining Admixture

2.1.3.2 Water-Reducing, Retarding, or Accelerating Admixtures

2.1.3.3 Anti-Washout Admixture

2.1.4 Plasticizing Admixtures

2.1.5 Curing Materials

2.1.5.1 Liquid Membrane-Forming Curing Compound

2.1.5.2 Burlap

2.1.5.3 Impervious-Sheet Curing Materials

2.1.6 Water

2.2 DESIGN REQUIREMENTS FOR CONCRETE

2.2.1 Concrete Strength

2.2.2 Maximum Water-Cement (W/C) Ratio

2.2.3 Maximum-Size Coarse Aggregate

2.2.4 Air Entrainment

2.2.5 Slump

2.2.6 Required Average Compressive Strength

2.2.6.1 Average Compressive Strength from Test Records

2.2.6.2 Average Compressive Strength Without Previous Test Records

2.2.7 Underwater Large Mass Concrete

2.2.8 Alkali-Silica Reactivity Testing

2.2.9 Mass Concrete

2.2.9.1 Small Mass Concrete

2.2.9.2 Large Mass Concrete

PART 3 EXECUTION

SECTION 03 31 00 Page 1

3.1 EQUIPMENT

3.1.1 Mix Plant

3.1.1.1 Batching Equipment

3.1.1.2 Additional Requirements for Batch-Type Mixing Plants

3.1.1.3 Batching Tolerances

3.1.1.4 Moisture Control

3.1.2 Concrete Mixers

3.1.2.1 Stationary Mixers

3.1.2.2 Truck Mixers

3.1.3 Conveying Equipment

3.1.3.1 Buckets

3.1.3.2 Trucks

3.1.3.3 Chutes

3.1.3.4 Belt Conveyors

3.1.3.5 Concrete Pumps

3.1.4 Vibrators

3.2 PREPARATION FOR PLACING

3.2.1 Embedded Items

3.2.2 Existing Concrete Surfaces

3.2.3 Construction Joint Treatment

3.2.3.1 Joint Preparation

3.2.3.2 Air-Water Cutting

3.2.3.3 High-Pressure Water Jet

3.2.3.4 Wet Sandblasting

3.2.3.5 Waste Disposal

3.3 PLACING

3.3.1 Placing Procedures

3.3.2 Placement by Pump

3.3.3 Placement Underwater

3.3.4 Time Interval Between Mixing and Placing

3.3.5 Cold-Weather Placing

3.3.6 Hot-Weather Placing

3.3.7 Consolidation

3.4 FINISHING

3.4.1 Unformed Surfaces and Finish

3.5 CURING AND PROTECTION

3.5.1 General

3.5.2 Moist Curing

3.5.3 Membrane Curing Method

3.5.4 Cold-Weather Curing and Protection

3.5.5 Hot-Weather Curing and Protection

3.6 TESTS AND INSPECTIONS

3.6.1 General

3.6.2 Testing and Inspection Requirements

3.6.2.1 Concrete Mixture

3.6.2.2 Inspection Before Placing

3.6.2.3 Placing

3.6.2.4 Vibrators

3.6.2.5 Curing

3.6.2.6 Cold-Weather Protection and Sealed Insulation Curing

3.6.2.7 Cold-Weather Protection Corrective Action

3.6.3 Reports

3.7 APPEARANCE

-- End of Section Table of Contents --

SECTION 03 31 00 Page 2

SECTION 03 31 00

CAST-IN-PLACE STRUCTURAL CONCRETE

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 in the text by basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; R 2015) Tolerances for Concrete Construction and Materials and Commentary

ACI 207.2R (2007) Thermal and Volume Change Effects on Cracking of Mass Concrete

ACI 211.1 (1991; R 2009) Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 305.1 (2014) Hot Weather Concreting

ACI 305R (2010) Hot Weather Concreting

ACI 306R (2016) Cold Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM C1017/C1017M (2013; E 2015) Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1064/C1064M (2017) Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2017) Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C33/C33M (2018) Concrete Aggregates

ASTM C143/C143M (2015a) Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Portland Cement

SECTION 03 31 00 Page 3

ASTM C1567 (2013) Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C171 (2016) Sheet Materials for Curing Concrete

ASTM C172/C172M (2017) Sampling Freshly Mixed Concrete

ASTM C231/C231M (2017a) Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2018a) Making and Curing Concrete Test Specimens in the Field

ASTM C39/C39M (2018) Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2017) Chemical Admixtures for Concrete

ASTM C618 (2017a) Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C94/C94M (2017a) Ready-Mixed Concrete

ASTM C989/C989M (2018) Slag Cement for Use in Concrete and Mortars

ASTM D75/D75M (2014) Sampling Aggregates

ILLINOIS DEPARTMENT OF TRANSPORTATION (ILDOT)

ILDOT (2022) Standard Specifications for Road and Bridge Construction

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 143 (1962) Meters for Automatic Indication of Moisture in Fine Aggregate

COE CRD-C 318 (1979) Cloth,Burlap, Jute (or Kenaf)

COE CRD-C 521 (1981) Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 61 (1989A) Test Method for Determining the Resistance of Freshly Mixed Concrete to Washing Out in Water

SECTION 03 31 00 Page 4

COE CRD-C 94 (1995) Surface Retarders

SECTION 03 31 00 Page 5

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Aggregate Source; G ECG

Cold-Weather Placing; G ECG

Submit the proposed materials, methods, and protection shall be submitted for approval. Methods shall include structures, enclosures, huts, etc. and heating equipment, as a minimum, to comply with the concrete preparation, placing, and curing methods and temperature requirements specified herein.

Hot-Weather Placing; G ECG

Submit the proposed materials and methods.

Tremie Concrete Work Plan; G ECG

Submit the proposed equipment to be used, placement procedures, personnel performing the work, and method for identifying sound bedrock before placement, and methods for verification of placement surface as specified.

SD-03 Product Data

Curing and Protection; G ECG Placing Equipment and Methods; G ECG Construction Joint Treatment; G ECG

SD-05 Design Data

Concrete Mixture Proportions; G ECG

Submit at least 30 days before placement. Submit all concrete mixes for approval. Submit tests results in order to ensure that underwater large mass concrete mix is in accordance with COE CRD-C 61 for washout.

SD-06 Test Reports

Tests and Inspections; G ECG

Test results and inspection reports shall be submitted daily and weekly as required in paragraph "Reports."

1.3 DEFINITIONS

a. Normal Concrete: Any concrete placement that is not Mass Concrete or Self-Consolidating Concrete.

SECTION 03 31 00 Page 6

b. Mass Concrete: Any volume of concrete with dimensions large enough to require measures to be taken to cope with generation of heat from hydration of cement and attendant volume change to minimize cracking.

Include both small and large types of mass concrete placement.

c. Small Mass Concrete Placements: Any placement of concrete with the smallest dimension equal or greater than 3 feet but less than 6 feet.

d. Large Mass Concrete Placements: Any placement of concrete with the smallest dimension equal or greater than 6 feet.

e. Self-Consolidating Concrete: Concrete that is placed by its own weight without segregation and without vibrating. Ensure that aggregate particles are suspended within the mixture and do not segregate. Do not use vibrators to consolidate. Use special care when constructing forms to ensure they are as tight and level as possible.

f. Infill concrete: Flowable concrete used to fill the voids behind the pre-cast panels.

g. Underwater Large Mass Concrete: Concrete that is placed below the water surface elevation and may include an anti-washout admixture to control washout during placement.

1.4 CHEMICAL ADMIXTURES STORAGE

Chemical admixtures that have been in storage for longer than 6 months or that have been subjected to freezing shall be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if test results are not satisfactory. Chemical admixtures will be accepted based on compliance with the requirements of paragraph "Chemical Admixtures."

1.5 CONSTRUCTION TESTING BY THE CONTRACTOR

Sample and test aggregates and concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates shall be obtained at the point of batching in accordance with ASTM D75/D75M.

Concrete shall be sampled in accordance with ASTM C172/C172M. Slump and air content shall be determined in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Compression test specimens shall be made, cured, and transported in accordance with ASTM C31/C31M. Compression test specimens shall be tested in accordance with ASTM C39/C39M. Samples for strength tests shall be taken not less than once each shift in which concrete is produced. If 6 x 12 inch cylinders are used, a minimum of four specimens shall be made from each sample; two tested at 28 days for acceptance, one tested at 7 days for information, and one hold sample. If 4 x 8 inch cylinders are used, a total of 5 cylinder will be made from each sample. The additional cylinder will be tested at 28 calendar days for acceptance (average of 3 cylinders for the 28 calendar day acceptance test.

Unless otherwise specified or allowed, all onsite testing of concrete shall be performed by a testing laboratory validated by the Material Testing Center (MTC) of the U.S. Army Corps of Engineers.

SECTION 03 31 00 Page 7

1.6 CONCRETE MIXTURE PROPORTIONS

Concrete mixture proportions shall be determined by the Contractor, and submitted for review and approval at least 30 calendar days before placement. Refer to paragraph "DESIGN REQUIREMENTS FOR CONCRETE." The submission to be accompanied by test reports from a laboratory complying with ASTM C1077 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.

No mix design shall be used until notice of acceptance has been given by the Contracting Officer. All items listed below shall be included in the concrete mixture proportioning:

a. The concrete mixture quantities (mass) of all ingredients per cubic yard that will be used in the manufacture of the concrete shall be stated. The mass of the aggregates shall be in a saturated surface-dry condition. Ingredients shall include Portland cement, pozzolan (if used), GGBF slag (if used), coarse aggregate, intermediate aggregate, fine aggregate, admixtures (if used), and water.

b. The maximum water-cement ratio shall be stated.

c. Names, types, and quantities of the admixtures shall be stated.

Manufacturers' literature of all admixtures used shall be submitted.

d. Individual gradation test results for the coarse, intermediate, and fine aggregates. Submit supplier's certification of compliance that states the material meets the requirements as specified.

e. Certified copies of laboratory test reports for cementitious materials, including mill tests and all other test data, for Portland cement, pozzolan, GGBF slag, and silica fume. Cementitious materials will be accepted on the basis of the manufacturer's certification of compliance, accompanied by mill test reports that materials meet the requirements of the specification under which they are furnished.

Certification and mill test reports shall be from samples taken from the particular lot furnished.

f. Test results showing the concrete is capable of producing the required strengths, slump, and air content. Provide alkali-silica reactivity test results for the recommended mixtures. Provide additional requirements for mass concrete and underwater large mass concrete."

1.7 CONSTRUCTION TOLERANCES

The definitions of the terms used in the following tables shall be as defined in ACI 117. Tolerances are not cumulative. The most restrictive tolerance controls. A tolerance without sign means plus or minus. Where only one signed tolerance is specified, there is no limit in the other direction.

SECTION 03 31 00 Page 8

TOLERANCE FOR CONCRETE CONSTRUCTION

(1) Grades And Surfaces:

Maximum deviation from the Plus 3/16-inch theoretical level surfaces Minus 3/16-inch or grades as indicated. Above or below theoretical lines shown, and where tolerances measured are not accumulative

(2) Thicknesses:

Variation in the thickness Minus 1/4-inch of concrete placements of Plus 3/8-inch defined thicknesses As measured in any 12-inch length, plus or minus the theoretical thicknesses shown

(3) Faces Of Lock Walls:

Vertical surfaces in both the vertical and horizontal directions, shall conform to the alignment and profiles indicated with no abrupt changes in excess of 1/4-inch at contact points between monoliths.

(4) Joints (Construction, Contraction, Expansion, etc): Maximum Deviation from the theoretical (straight and true) alignment, as shown, shall not exceed 1/8-inch to the right of the theoretical alignment nor 1/8-inch to the left of the alignment.

All tolerances indicated are NOT accumulative

SECTION 03 31 00 Page 9

TOLERANCES FOR CAST-IN-PLACE REINFORCED CONCRETE

(1) Vertical Alignment

For heights 100 feet or less

Lines, surfaces, and arises 1 inch

Outside corner of exposed corner columns and control joint grooves in concrete exposed to view 1/2 inch

For heights greater than 100 feet

Lines, surfaces, and arises, 1/1,000 times the height at any point but not more than 6 inches

Outside corner of exposed corner columns and control joint grooves in concrete, 1/2,000 times the height at any point but not more than 3 inches

(2) Lateral alignment

Members 1 inch

In slabs, centerline location of openings 12 inches or smaller and edge location of larger openings 1/2 inch

Sawcuts, joints, and weakened plane embedment in slabs 3/4 inch

(3) Level alignment

Top of slabs

Elevation of slabs-on-grade 3/4 inch

Elevation of top surfaces of formed slabs before removal of supporting shores 3/4 inch

Elevation of formed surfaces before removal of shores 3/4 inch

Lintels, sills, parapets, horizontal grooves, and other lines exposed to view 1/2 inch

SECTION 03 31 00 Page 10

TOLERANCES FOR CAST-IN-PLACE REINFORCED CONCRETE

(4) Cross-sectional dimensions

Members, walls(thickness only) and slabs (thickness only)

12 in. dimension or less Plus 3/8 inch Minus 1/4 inch

More than 12 inches but not over 3 foot dimension Plus 1/2 inch Minus 3/8 inch

Over 3 ft dimension Plus 1 inch Minus 3/4 inch

(5) Relative alignment

Stairs

Different in height between adjacent risers 1/8 inch

Different in width between adjacent treads 1/4 inch

Grooves

Specified width 2 inches or less 1/8 inch

Specified width more than 2 inches but not more than 12 inches 1/4 inch

Sawcuts, joints, and weakened plane on slab

Lateral, gradual 3/4 inch in 10 feet

Lateral, abrupt 0 inch

(6) Openings through members

Cross-sectional size of opening Plus 1 inch Minus 1/4 inch

Location of centerline of opening 1/2 inch

SECTION 03 31 00 Page 11

TOLERANCE FOR FINISHED FORMED CONCRETE SURFACES

(1) Vertical Alignment

Formed surfaces slope with respect to the specified plane Vertical alignment of outside corner of exposed corner columns and control joint grooves in concrete exposed to view 1/4 inch in 10 feet

All other conditions 3/8 inch in 10 feet

(2) Abrupt Variation

The offset between concrete surfaces under adjacent pieces of formwork for the following classes of surface:

Class A 1/8 inch Class B 1/4 inch Class C 1/2 inch Class D 1 inch

(3) Gradual Variation

Surface finish tolerances as measured by placing a freestanding (unleveled), 5-foot straightedge for plane surface or curved template for curved surface anywhere on the surface and allowing it to rest upon two high spots within 72 hours after concrete placement. The gap at any point between the straightedge or template and the surface shall not exceed:

Class A 1/8 inch Class B 1/4 inch Class C 1/2 inch Class D 1 inch

Permanently exposed surfaces shall be cleaned, if stained or otherwise discolored, by a method that does not harm the concrete and that is approved by the Contracting Officer.

SECTION 03 31 00 Page 12

1.8 AGGREGATE SOURCE

Designate in writing only one such source or one combination of such sources to provide aggregate(s). Aggregates can be produced from sources currently approved by ILDOT. Listing of an aggregate source by ILDOT is not to be construed as approval of all material from that source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels, when such materials are unsuitable for aggregate as determined by the Contracting Officer.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

Cementitious materials for concrete shall be Portland cement in combination with pozzolan and/or GGBF slag. Pozzolan content not to exceed 35 percent by weight of total cementitious materials. Cementitious materials shall conform to appropriate specifications listed below. Use one manufacturer of each type of Portland cement, pozzolan, and/or slag cement.

2.1.1.1 Portland Cement

Provide in accordance with ASTM C150/C150M, Type II. All Portland cement to be low alkali cement.

2.1.1.2 Pozzolan

Provide in accordance with ASTM C618, Class C or F, including optional Table 3.

2.1.1.3 Ground-Granulated Blast-Furnace (GGBF) Slag

Provide in accordance with ASTM C989/C989M, Grade 100 or 120.

2.1.2 Aggregates

2.1.2.1 Coarse

Provide in accordance with ASTM C33/C33M Class 4S, crushed limestone.

Sandstones, river gravels, or slag are prohibited.

2.1.2.2 Fine

Provide in accordance with ASTM C33/C33M.

2.1.3 Chemical Admixtures

If chemical admixtures are used, as required or permitted, provide in accordance with the appropriate specification listed. Admixtures to be chloride-free.

SECTION 03 31 00 Page 13

2.1.3.1 Air-Entraining Admixture

Provide in accordance with ASTM C260/C260M and consistently cause the concrete to have an air content in the specified ranges under field conditions.

2.1.3.2 Water-Reducing, Retarding, or Accelerating Admixtures

Provide in accordance with ASTM C494/C494M, Type A, B, C, D, E, F, or G. A viscosity modifying admixture is allowed provided to be in accordance with

ASTM C494/C494M.

2.1.3.3 Anti-Washout Admixture

Anti-washout admixture may be used for the underwater large mass concrete when concrete has to be placed underwater. Concrete Mix Proportions tested in accordance with COE CRD-C 61. Manufacturer's literature along with strength test data to be submitted for approval.

2.1.4 Plasticizing Admixtures

If used in the mixture, provide in accordance with ASTM C1017/C1017M, Type I or Type II.

2.1.5 Curing Materials

2.1.5.1 Liquid Membrane-Forming Curing Compound

Provide in accordance with ASTM C309, Type 2.

2.1.5.2 Burlap

Provide in accordance with COE CRD-C 318.

2.1.5.3 Impervious-Sheet Curing Materials

Provide in accordance with ASTM C171.

2.1.6 Water

Provide clean, fresh water, free from injurious amounts of oil, acid, salt, alkali, organic matter, and other deleterious substances, and will be subject to approval.

2.2 DESIGN REQUIREMENTS FOR CONCRETE

2.2.1 Concrete Strength

Proportion large mass concrete such that compressive strength f'c to be 3,000 psi at 28 days. Proportion large underwater mass concrete such that compressive strength f'c to be 3,000 psi at 28 days.

SECTION 03 31 00 Page 14

2.2.2 Maximum Water-Cement (W/C) Ratio

Maximum water-cement ratio (w/c) shall be 0.45 by mass.

This W/C may cause higher strengths than that required above for compressive or flexural strength. 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 and GGBF slag by the weight equivalency method as described in ACI 211.1. In the case where GGBF slag is used, the weight of the GGBF slag shall be included in the equations of ACI 211.1 for the term P which is used to denote the weight of pozzolan.

2.2.3 Maximum-Size Coarse Aggregate

The maximum-size coarse aggregate for large mass concrete and underwater large mass concrete are 1-1/2 inch.

2.2.4 Air Entrainment

All concrete shall be air entrained to contain between 4.5 and 8 percent total air. Air content determined in accordance with ASTM C231/C231M.

2.2.5 Slump

Determine in the mix design by the Contractor to aid in placement procedures, be in accordance with ASTM C143/C143M and be within the range determined in the approved mix design. If a range is not stated in the mix design it shall be plus or minus 2 inches from the approved mix design slump. If it is determined by the Contracting Officer that the concrete segregates, the concrete will not be placed.

2.2.6 Required Average Compressive Strength

In meeting the strength requirements specified in paragraph "Concrete Strength," the selected mixture proportion shall produce a required average compressive strength f'cr exceeding the specified strength f'c by the amount indicated below.

2.2.6.1 Average Compressive Strength from Test Records

Where a concrete production facility has test records, a standard deviation shall be established in accordance with the applicable provisions of ACI 214R. Test records from which a standard deviation is calculated shall represent materials, quality control procedures, and conditions similar to those expected, shall represent concrete produced to meet a specified strength or strengths (f'c) within 1,000 psi of that specified for proposed work, and shall consist of at least 30 consecutive tests. A strength test shall be the average of the strengths of two cylinders made from the same sample of concrete and tested at 28 days or at another test age designated for determination of f'c.

Required average compressive strength f'cr used as the basis for selection of concrete proportions shall be the larger of the equations that follow using the standard deviation as determined above:

SECTION 03 31 00 Page 15 f'cr = f'c + 1.34S f'cr = f'c + 2.33S - 500

Where S = standard deviation

Where a concrete production facility does not have test records meeting the requirements above but does have a record based on 15 to 29 consecutive tests, a standard deviation shall be established as the product of the calculated standard deviation and a modification factor from the following table:

MODIFICATION FACTOR

NUMBER OF TESTS* FOR STANDARD DEVIATION

less than 15 Use tabulation in paragraph "Average Compressive Strength Without Previous Test Records" 15 1.16 20 1.08 25 1.03 30 or more 1.00

*Interpolate for intermediate numbers of tests.

2.2.6.2 Average Compressive Strength Without Previous Test Records

When a concrete production facility does not have sufficient field strength test records for calculation of the standard deviation, the required average strength f'cr shall be determined as follows:

If the specified compressive strength f'c is less than 3,000 psi, f'cr = f'c + 1,000

If the specified compressive strength f'c is 3,000 to 5,000 psi f'cr = f'c + 1,200

If the specified compressive strength f'c is over 5,000 psi, f'cr = f'c + 1,400

2.2.7 Underwater Large Mass Concrete

Limited to a washout less than 8.0 percent when tested in accordance with

COE CRD-C 61.

2.2.8 Alkali-Silica Reactivity Testing

Test all recommended concrete mixtures to determine the potential for alkali-silica reactivity of the mixtures in accordance with ASTM C1567.

Test results to have a measured expansion less than 0.10 percent at 16 days after casting.

SECTION 03 31 00 Page 16

If the recommended concrete mixture has ASTM C1567 test results higher than

0.10 percent at 16 calendar days, then additional tests are required to determine the source of the ASR, and will provide remedies to lower the potential for ASR. The final concrete mixture shall have expansion less than 0.10 percent at 16 calendar days when tested in accordance with

ASTM C1567.

2.2.9 Mass Concrete

Design to minimize temperature differential between the interior of the mass and the surface. The maximum Portland cement content is 400 and 450 pounds per cubic yard of concrete for Type I and Type II cements, respectively. All other requirements for concrete, including strength and W/C ratio, also apply. Curing methods, such as insulating the concrete, to be used to limit the temperature differential within the concrete mass.

2.2.9.1 Small Mass Concrete

The maximum Portland cement content to be 400 and 450 pounds per cubic yard of concrete for Type I and Type II cements, respectively. Supplementary cementitious materials, pozzolan, and ground granulated blast-furnace slag can be added in addition to the Portland cement limits.

2.2.9.2 Large Mass Concrete

Provide calculations showing the total internal concrete temperature (highest placement temperature and adiabatic temperature rise) does not exceed 150 degrees F. The calculations in accordance with ACI 207.2R.

PART 3 EXECUTION

3.1 EQUIPMENT

The batching and mixing equipment shall have a capacity of at least 40 cubic yards per hour.

3.1.1 Mix Plant

Ready-mixed concrete in accordance with ASTM C94/C94M except as otherwise specified. Batch tickets in accordance with ASTM C94/C94M. Batch tickets shall include additional information as specified in ASTM C94/C94M.

Additional information shall include the weight of fine, intermediate, and coarse aggregates, amount of cementitious materials (Portland cement, fly ash, and slag), amount of admixtures, free water on aggregates, batch water, amount of water that can be added on site, design water/cement ratio, and maximum size of aggregate.

3.1.1.1 Batching Equipment

Separate bins or compartments shall be provided for each size group of aggregate, cement, slag cement, and pozzolan. Aggregate shall not be weighed in the same batcher with cement and pozzolan. If Portland cement with a supplementary cementitious material, they may be batched

SECTION 03 31 00 Page 17 cumulatively provided that the Portland cement is batched first. If measured by mass, the mass of the water shall not be weighed cumulatively with another ingredient. Water batcher filling and discharging valves shall be so interlocked that the discharge valve cannot be opened before the filling valve is fully closed. An accurate mechanical device for measuring and dispensing each admixture shall be provided. Each dispenser shall be interlocked with the batching and discharging operation of the water so that each admixture is separately batched and discharged automatically in a manner to obtain uniform distribution throughout the batch in the specified mixing period. Admixtures shall not be combined prior to introduction in water. The plant shall be arranged so as to facilitate the inspection of all operations at all times. Suitable facilities shall be provided for obtaining representative samples of aggregates from each bin or compartment.

3.1.1.2 Additional Requirements for Batch-Type Mixing Plants

a. Plant Scales: Plant scales shall conform to requirements of NRMCA CPMB 100, with modifications as follows: Plant scales for any weigh box or hopper shall be of either beam or springless-dial type and shall be sensitive to 0.5 percent of maximum load required. Beam-type scales shall have a separate beam for each size aggregate, with a single pointer actuated for each beam and a tare beam for balancing hopper.

b. Weigh Box or Hopper for Aggregates: Weigh box or hopper for aggregates shall conform to requirements of NRMCA CPMB 100, with modifications as follows: Equipment shall include means for weighing each bin size of aggregate in a weigh box or hopper suspended on scales, ample in size to hold a full batch without running over. The gates on both the bins and the hoppers shall prevent leakage of aggregate when closed. On manually or semi-automatically operated plants, an interlocking device shall be provided to prevent opening more than one gate at a time. The interlocking device shall not be required on automatic plants designed for simultaneous weighing of all sizes of aggregate while the plant is operating under automatic control.

c. Weigh Hoppers for Cementitious Materials: Weigh hoppers for cementitious materials shall conform to requirements of NRMCA CPMB 100, with modifications as follows: The weigh hopper shall have sufficient capacity to hold not less than 10 percent in excess of the weight of the cementitious material required for one batch. Portland cement, GGBF slag, and pozzolan may be weighed cumulatively in the same hopper on the same scale, provided the Portland cement is weighed first, or the Portland cement, GGBF slag, and pozzolan may be weighed in separate hoppers on separate scales. The hopper shall be suspended on dial or beam scales equipped with a pointer so the tare weight of the hopper will be shown for each weighing; net weight of cementitious material shall be measured within 1 percent of the weight required.

SECTION 03 31 00 Page 18

3.1.1.3 Batching Tolerances

a. Weighing Tolerances

PERCENT OF REQUIRED

MATERIAL MASS

Cementitious materials 0 to plus 2 Aggregate plus or minus 2 Water plus or minus 1 Chemical admixture 0 to plus 6

b. Volumetric Tolerances - For volumetric batching equipment, the following tolerances shall apply to the required volume of material being batched:

Water: ...................... Plus or minus 1 percent.

Chemical admixtures: ........ Zero to plus 6 percent.

3.1.1.4 Moisture Control

The plant shall be capable of immediate adjustment to compensate for the varying moisture content of the aggregates and to change the masses of the materials being batched. An electric moisture meter complying with the provisions of COE CRD-C 143 shall be provided for measuring moisture in the fine aggregate. The sensing element shall be arranged so that the measurement is made near the batcher charging gate of the sand bin or in the sand batcher.

3.1.2 Concrete Mixers

Do not be filled in excess of the capacity recommended by the manufacturer. The mixers shall be operated at the drum or mixing blade speed designated on the manufacturer's data plate. The mixers shall be maintained in satisfactory operating condition, and the mixer drums shall be kept free of hardened concrete. If any mixer at any time produce unsatisfactory results, its use shall be immediately discontinued until it is repaired.

3.1.2.1 Stationary Mixers

Concrete plant mixers shall be tilting, non-tilting, horizontal shaft or vertical shaft type and be provided with an acceptable device to lock the discharge mechanism until the required mixing time has elapsed. The mixing time and uniformity to be in accordance with ASTM C94/C94M applicable to central-mixed concrete.

3.1.2.2 Truck Mixers

Truck mixers, the mixing of concrete therein, and concrete uniformity, in accordance with ASTM C94/C94M. A truck mixer may be used either for complete mixing (transit-mixed) or to finish the partial mixing done in a stationary mixer (shrink-mixed). Each truck shall be equipped with two counters from which it will be possible to determine the number of revolutions at mixing speed and the number of revolutions at agitating speed.

SECTION 03 31 00 Page 19

3.1.3 Conveying Equipment

Submit all placing equipment and methods as specified:

3.1.3.1 Buckets

The interior hopper slope shall be not less than 58 degrees F from the horizontal, the minimum dimension of the clear gate opening shall be at least 5 times the nominal maximum size aggregate, and the area of the gate opening shall be not less than 2 square feet. The maximum dimension of the gate opening shall not be greater than twice the minimum dimension. The bucket gates shall be essentially grout tight when closed and may be manually, pneumatically, or hydraulically operated. Buckets larger than 2 cubic yards shall not be manually operated. The design of the bucket shall provide means for positive regulation of the amount and rate of deposit of concrete in each dumping position.

3.1.3.2 Trucks

Truck mixers operating at agitating speed or truck agitators used for transporting plant-mixed concrete in accordance with ASTM C94/C94M.

Non-agitating equipment may be used for transporting plant-mixed concrete over a smooth road when the hauling time is less than 15 minutes. The internal bodies of non-agitating equipment shall be smooth, watertight, metal containers specifically designed to transport concrete, shaped with rounded corners to minimize segregation, and equipped with gates that will permit positive control of the discharge of the concrete.

3.1.3.3 Chutes

When concrete can be placed directly from a truck mixer, agitator, or non-agitating equipment, the chutes attached to this equipment by the manufacturer may be used. A discharge deflector shall be used when required by the Contracting Officer. Separate chutes and other similar equipment will not be permitted for conveying concrete.

3.1.3.4 Belt Conveyors

Belt conveyors shall be designed and operated to assure a uniform flow of concrete from mixer to final place of deposit without segregation of ingredients or loss of mortar and shall be provided with positive means for preventing segregation of the concrete at the transfer points and the point of placing. Belt conveyors shall be constructed such that the idler spacing shall not exceed 36 inches. The belt speed shall be a minimum of 300 feet per minute and a maximum of 750 feet per minute. If concrete is to be placed through installed horizontal or sloping reinforcing bars, the conveyor shall discharge concrete into a pipe or elephant trunk that is long enough to fit and extend through the reinforcing bars.

3.1.3.5 Concrete Pumps

Concrete may be conveyed by positive displacement pump when approved. The pumping equipment shall be piston or squeeze pressure. The pipeline shall be rigid steel pipe or heavy-duty flexible hose. The inside diameter of

SECTION 03 31 00 Page 20 the pipe shall be at least three times the nominal maximum-size coarse aggregate in the concrete mixture to be pumped but not less than 4 inches.

Aluminum pipe if prohibited.

3.1.4 Vibrators

Vibrators of the proper size, frequency, and amplitude to be used for the type of work being performed in conformance with the following requirements:

HEAD DIAMETER FREQUENCY AMPLITUDE

APPLICATION INCHES VPM INCHES

Thin walls, beams, etc. 1-1/4 to 2-1/2 9,000 to 13,500 0.02 to 0.04 General construction 2 to 3-1/2 8,000 to 12,000 0.025 to 0.05 Mass concrete 5 to 7 5,000 to 8,500 0.04 to 0.08

3.2 PREPARATION FOR PLACING

Before commencing concrete placement, the following shall be performed, except on underwater placement. Surfaces to receive concrete shall be clean and free from frost, ice, mud, and water. Forms shall be in place, cleaned, coated, and adequately supported, in accordance with Section 03 11 14 FORMWORK FOR CONCRETE. Reinforcing steel shall be in place, cleaned, tied, and adequately supported, in accordance with Section 03 20 01 CONCRETE REINFORCEMENT. Transporting and conveying equipment shall be in-place, ready for use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete shall be at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage shall be at the placing site, in proper working condition and in sufficient amount for the entire placement. When hot, windy conditions during concreting appear probable, equipment and material shall be at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete.

3.2.1 Embedded Items

Before placing concrete, care shall be taken to determine that all embedded items are firmly and securely fastened in place as indicated or required.

Embedded items shall be free of oil and other foreign matter such as loose coatings of rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of concrete into voids.

3.2.2 Existing Concrete Surfaces

Before placing concrete, existing concrete surfaces, especially those exposed by wire saw or saw cutting over 3 inches deep, that have a smooth finish shall be prepared by roughing the surface with bush hammering or other approved method in order to ensure bond between the existing concrete and new concrete.

SECTION 03 31 00 Page 21

3.2.3 Construction Joint Treatment

Submit the methods and equipment for joint cleanup and waste disposal for review and approval.

3.2.3.1 Joint Preparation

Concrete surfaces against which other concrete is to be placed shall be prepared for receiving the next lift or adjacent concrete by cleaning with either air-water cutting, sandblasting, high-pressure water jet, or another approved method. Air-water cutting shall not be permitted on formed surfaces or surfaces congested with reinforcing steel. Regardless of the method used, the resulting surfaces shall be free from all laitance and inferior concrete so that clean, well bonded coarse aggregate is exposed uniformly throughout the lift surface. The edges of the coarse aggregate shall not be undercut. The surface shall be washed clean again as the last operation prior to placing the next lift. There shall be no standing water on the surface upon which concrete is placed.

3.2.3.2 Air-Water Cutting

Air-water cutting of a construction joint shall be performed at the proper time and only on horizontal construction joints. The air pressure used in the jet shall be 90 to 110 pounds per square inch, and the water pressure shall be just sufficient to bring the water into effective influence of the air pressure.