Amendment 1.pdf

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

Modify Scope of Work Paragraphs 1.1.2.2. and 2.1.3.1.3., include a Technical Data Sheet, and answ er a question.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 19-Sep-2011

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 W912P4-11-T-0011

X 9B. DATED (SEE ITEM 11)

09-Sep-2011

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 is extended, X 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 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

19-Sep-2011

CODE

DEPARTMENT OF THE ARMY

USACE BUFFALO, 1776 NIAGARA STREET

BUFFALO NY 14207-3199

W912P4 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P4-11-T-0011

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

QUESTION AND ANSWER

Question: There is nothing in the scope stating whether or not the concrete block needs to be reinforced. Please confirm that concrete block does not need to be reinforced.

Answer: As per the drawings included in the solicitation, the only reinforcement required is the P-90 bar in the toe and slope blocks.

(End of Summary of Changes)

Q:\EBS\FY 11 Concrete Block\scope 19 Sep.docx

PRECAST CONCRETE BLOCK

PRODUCTION AND DELIVERY

CLEVELAND HARBOR

TABLE OF CONTENTS

PART 1 GENERAL

1.1 Scope

1.2 Applicable Publications

1.3 Cetifications

1.4 Submittals

1.5 Material Production, Inspection And Testing

PART 2 PRODUCTS

2.1 Concrete Units

2.2 Concrete (High Performance Concrete)

2.3 Concrete Curing

2.4 Form Materials

PART 3 EXECUTION

3.1 Manufacturing (General)

3.2 Forming, Casting and Handling Units

3.3 Storage

3.4 Delivery

3.5 Delivery Schedule

3.6 Period of Performance

3.7 Contract Minimum and Maximum Amounts

3.8 Formal Acceptance

3.9 Billing and Payment

PRECAST CONCRETE BLOCK

PRODUCTION AND DELIVERY

PART 1 GENERAL

1.1 SCOPE

1.1.1 This Specification details the technical requirements for manufacturing and delivering precast concrete blocks that will be utilized by USACE for the repair and construction of breakwaters at various harbors on the Great Lakes.

1.1.2 The intent of this specification is defined below:

1.1.2.1 Precast various types of concrete breakwater units for use on laid-up breakwater reconstruction or rehabilitation:

1. Breakwater Slope Units (Type 1 or 2)

2. Breakwater Deck Units (Type 1, 2, or 3)

3. Breakwater Toe Units (Type 1)

1.1.2.2 Deliver concrete units to the required locations at the required delivery rate as detailed in this Specification. The units will be off-loaded from trucks at the delivery location by the Government using Government owned equipment.

1.2 APPLICABLE PUBLICATIONS

1.2.1 The following publications form a part of this specification to the extent indicated by the references provided. Publications are referred to hereafter by abbreviated designation only.

1.2.1.1 American Concrete Institute (ACI) Standards.

1.2.1.2 ACI 305R-77 (R 1982) Hot Weather Concreting.

1.2.1.3 ACI 306R-78 Cold Weather Concreting

1.2.1.4 ODOT Item 499 Concrete - General (CMS 2005)

1.2.1.5 NYSDOT Section 500 Portland Cement Concrete

1.2.1.6 American Society for Testing and Materials (ASTM) Standards With Corresponding CRD

Standard Indicated Where Available.

1.2.1.7 C 31-87 (CRD-C 11) Making and Curing Concrete Test Specimens in the Field.

1.2.1.8 C 33-86 (CRD-C 133) Concrete Aggregates

1.2.1.9 C 39-86 (CRD-C 14) Compressive Strength of Cylindrical Concrete Specimens

1.2.1.10 C 143-78 (CRD-C 5) Slump of Portland Cement Concrete

1.2.1.11 C 150-86 (CRD-C 201) Portland Cement

1.2.1.12 C 171-69 (R 1986) Sheet Materials for Curing Concrete (CRD-C 310)

1.2.1.13 C 172-82 (CRD-C 4) Sampling Freshly Mixed Concrete

1.2.1.14 C 231-82 (CRD-C 41) Air Content of Freshly Mixed Concrete by the Pressure Method

1.2.1.15 C 260-86 (CRD-C 13) Air-Entraining Admixtures for Concrete

1.2.1.16 C 309-81 Liquid Membrane-Forming Compounds for Curing Concrete

1.2.1.17 C 494-86 (CRD-C 87) Chemical Admixtures for Concrete

1.2.1.18 C1116-03 Fiber-Reinforced Concrete and Shot Crete

1.2.2 CERTIFICATIONS

1.2.3 Precast concrete block units produced for this Contract shall be manufactured at a plant with the following certifications current at the time of bidding and for the duration of the Contract:

1.2.3.1 Certification under the Prestressed/Precast Concrete Institute (PCI) Certified Plant Program.

1.2.3.2 Certification as follows from one of the following State Departments of Transportation:

1.2.3.2.1 Ohio Department of Transportation: Precast Concrete Producer Certified in Accordance with Supplement 1073

1.2.3.3 New York State Department of Transportation: A plant on the current list of Precast

Concrete Manufacturers Approved for QC/QA Production.

1.3 SUBMITTALS

1.3.1 Copies of all current certifications listed in paragraph 1.3 shall be submitted with the bid. Any bid received that does not include these items is non-responsive.

1.3.2 All submittals described in this Section are provided with a “GA” or “FIO” designation.

Government approval is required for submittals with a prefix "GA" designation; submittals having an "FIO" designation are for information only and are not subject to government approval. The Contractor shall provide all submittals to the government within 5 calendar days of the date of contract award.

1.3.3 Required Submittals

1.3.3.1 Shop Drawings (GA): The Contractor shall submit shop drawings showing complete information for the manufacture of the precast concrete units. Drawings shall show sufficient details including dimensions, cross sections, location of lifting devices for handling and any other details necessary to manufacture the units. Any revision to the units as designed shall be shown on the shop drawings and subject to the COR’s approval.

1.3.3.2 Aggregate Test Reports (GA): Aggregate will be accepted on the basis of test reports that show the material meeting the requirements of the specifications under which it is furnished. ODOT TE-24’s are acceptable. Alternatively, aggregates must be from a source(s) on the NYSDOT Approved List of Sources and Coarse Aggregates that also meet the requirements for gradation and friction in NYSDOT Section 501-2.02.B.1. and B.2.

1.3.3.3 Manufacturer's Literature (GA): Literature from suppliers which demonstrates compliance with applicable specifications for the following materials (as applicable):

1.3.3.3.1 Air-entraining agent

1.3.3.3.2 Accelerating agents

1.3.3.3.3 Retarding admixture

1.3.3.3.4 Water-reducing admixture

1.3.3.3.5 Curing materials

1.3.3.3.6 Fiber Reinforcement

1.3.3.4 Hot and Cold Weather Placement Procedures (GA): The Contractor shall meet this submittal requirement only if concrete products will be produced under hot or cold weather conditions as defined in Part 3 of this Specification. The submittal shall verify compliance with the hot and cold weather procedures specified.

1.3.3.5 Production Schedule (GA): The Contractor shall provide a production schedule that clearly demonstrates that the concrete block will be produced and cured to meet the specified deliveries. The schedule shall provide the milestones for: 25% production completion, 50% production completion, 75% production completion, and 100% production completion.

The milestones shall be based on concrete unit production only and shall not include cure time. The schedule and milestone dates are critical to coordinating the milestone-inspections discussed elsewhere in this Section.

1.4 MATERIAL PRODUCTION, INSPECTION, AND TESTING

1.4.1 Inspections:

1.4.1.1 Defects: Blocks having voids or strata of segregated porous concrete, honeycombing, fracture, or other defects that, in the opinion of the Contracting Officer's Representative, would affect the structural quality of the concrete, will be cause for rejection of the unit.

Rejected units shall become the property of the Contractor and shall be promptly removed from the point of final delivery of the work at no expense to the Government.

1.4.2 Testing:

1.4.2.1 Test Procedures:

1.4.2.1.1 Concrete shall be sampled in accordance with ASTM C 172. If pumped concrete is used, samples for testing shall be obtained at the point of final placement.

1.4.2.1.2 Concrete shall be sampled and tested following the addition of all admixtures or additives

1.4.2.1.3 Slump and air content shall be determined on a daily basis in accordance with ASTM C 143 and ASTM C 231 respectively.

1.4.2.1.4 Compression test specimens shall be made and cured in accordance with ASTM C 31 and compression test specimens tested in accordance with ASTM C 39. Samples for strength tests shall be taken not less than once per day or for each 40 cubic yards of concrete used.

1.4.2.1.4.1 Three specimens shall be made from each sample, two shall be tested at 28 days for acceptance and one shall be tested at 7 days for information.

1.4.2.1.4.2 The acceptance test results shall be the average of the strengths of the two specimens tested at 28 days.

1.4.3 The Government may elect to perform unannounced independent sampling and testing during production of the concrete block units. The Contractor shall provide access to the plant and representative samples of concrete during production to the government designated representative for this purpose at no additional cost.

2 PART 2 PRODUCTS

2.1 CONCRETE UNITS

2.1.1 Concrete precast unit shape: All blocks shall be rectangular in shape, with adjacent faces perpendicular and opposite faces parallel within 1/2 inch of the overall dimension. All blocks shall be formed with a 3” chamfer on all corners.

2.1.2 Concrete Block Sizes:

The dimensions of the concrete block and location of all inserts shall conform to the drawings included as part of this Contract.

2.1.3 Lifting System:

2.1.3.1 The lifting system designed to handle the concrete units was based on commercially readily available under the trade name of the “Swift Lift System” as manufactured by the Dayton Superior Company. The components of the system are as follows:

2.1.3.1.1 The primary lifting attachment shall be the “P-50 Swift lift Universal Lifting Eye” with a rated load of 20 twenty tons. The load rating shall be based on a 5 to 1 factor of safety.

2.1.3.1.2 As indicated on the drawings, the portion of the lifting system embedded in the concrete units shall be either the “P-53 Swift Lift Eye Anchor” with a rated load of 20 tons, or the

“P-52 Swift Lift Anchor,” 20 ton, 19-¾” long. The load rating shall be based on a 3 to 1 factor of safety in 2000-psi normal weight concrete. The P-53 Eye Anchor shall be used in conjunction with the “P-60 Tension Bar”.

2.1.3.1.3 The required tension bar shall be the "P-60 Swift Lift Tension Bar" (rebar style) with a rated load of 16 tons as shown on the included Technical Data Sheet.

2.1.3.1.4 The lifting system shall be installed in strict compliance with manufacturer’s instructions.

No exception will be made with respect to the manufacturer’s instructions.

2.1.3.1.5 At the time of delivery of the first load of block under this Contract, the Contractor shall furnish and deliver to the Government at the unloading area two P-50 lifting eyes.

2.1.3.2 The lifting system defined in paragraph 2.1.3.1 is provided as a reference to a manufacturer that has commercially available units. Any other lifting system that provides an equivalent system shall be consider as an “or equal product”. Proper documentation by a registered civil engineer shall attest that the proposed lifting system is of equal or greater capacity to that defined above, and that it is dimensionally compatible and safe for lifting with with the Dayton Superior P-50 lifting eye. Additionally, a drawing shall be submitted showing the end and edge distances that the embedded anchor will be installed.

2.1.3.3 All embedded items shall not protrude above the surface of the concrete units.

2.1.3.4 All embedded lifting items (P-52 Swift Lift Anchor, P-53 Swift Lift Eye Anchor, P-60

Tension bar) shall be galvanized.

2.2 CONCRETE (High Performance Concrete)

2.2.1 Concrete Proportions: The proportions of the concrete materials for high performance shall be proportioned either per ODOT TABLE 499.03-4 Class HP or per NYSDOT Table 501-3 Concrete Mixtures.

2.2.2 The class of concrete shall be: ODOT Class HP2, or NYSDOT Class HP with the restriction that fly ash shall not be used.

2.2.3 Concrete strength at 28 days shall be (f’c) 4000-psi minimum.

2.3 CONCRETE CURING

2.3.1 Special curing methods for concrete will not be required if the Contractor avoids extreme conditions (dry/hot/cold);

2.3.2 If desired Contractor may apply a Membrane-Forming Curing Compound to surfaces of the unit when the formwork is removed.

2.3.3 Acceptable membrane forming curing compounds are ASTM C 309, Type 1-D or Type 2, Class A.

2.4 FORM MATERIALS

2.4.1 Forms

2.4.1.1 Forms shall be fabricated with facing materials that will produce a finish meeting the specified irregularities in formed surface requirements as defined in ACI 347R.

2.4.1.1.1 The class of finish that shall apply to all formed surfaces that is achieved from form facing material composed of tongue-and-groove or shiplap lumber, plywood conforming to PS-1, Grade B-B concrete form, tempered concrete form hard board or steel. Steel lining on wood sheathing will not be permitted.

2.4.2 Form Coating. Form coating shall be commercial formulation that will not bond with, stain, cause deterioration, or any other damage to concrete surfaces. The coating 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.

3 PART 3 EXECUTION

3.1 MANUFACTURING (GENERAL)

3.1.1 The Contractor shall produce and cure concrete blocks within a schedule that will allow the material to be delivered by the Contractor to the specified locations, within the established time frame.

3.1.1.1 The Contractor shall develop this schedule in accordance with Part 1 of this Specification.

The production schedule shall be documented and adhered to such that the blocks may be inspected and tentatively approved or rejected by the Contracting Officer.

3.2 FORMING, CASTING AND HANDLING UNITS

3.2.1 Each block shall be cast in one continuous operation. There shall be no cold joints.

3.2.2 Consolidation: Immediately after placing concrete, the plastic concrete shall be consolidated by internal or external formwork vibrating equipment. Vibrators shall not be used to transport concrete within the forms. The vibrating equipment shall be adequate in number of units and power to properly consolidate the concrete. Concrete shall be consolidated in horizontal layers 18 inches or less in thickness.

3.2.3 The Contractor shall be responsible for maintaining the soundness of castings: The contractor shall devise and adhere to schedules and procedures for manufacturing, handling and storing blocks in a manner that will not induce latent weakness in the units. In the event the Contracting Officer's Representative finds cause to question the structural adequacy of any block for any reason of method or occurrence that is within the Contractor's control, it shall be the Contractor's responsibility to demonstrate the acceptability of the precast unit. Any block found structurally unsound, in the opinion of the Contracting Officer's Representative, will be rejected and shall be promptly removed from the point of final delivery at the Contractor at his expense.

3.2.4 Surface Requirements:

3.2.4.1 A magnesium trowel finish is required and after consolidation, screeding and floating of the concrete.

3.2.4.2 Maximum allowable surface irregularities shall not exceed ½ inch. Allowable irregularities for surface variations, displaced, misplaced or mismatched forms, form defects, warping, unevenness, curvature, shall be considered "gradual" irregularities will be acceptable provided that the irregularities do not exceed the ½ inch tolerance.

3.2.4.3 Lifting and Handling: The Contractor shall exercise caution when removing the concrete units from the formwork. The concrete must attain a minimum of 2000 psi (f’c) prior to handling the units by way of the lifting eye system. The handling or movement of the units shall not damage or otherwise adversely affect the structural qualities of the units. Any unit damaged due to early handling will not be accepted.

3.2.5 Hot Weather Concrete Placement: If concrete is proposed to be placed under hot weather conditions, the materials and methods will be provided in accordance with the requirements of ACI 305 and the Contractor’s submitted and approved procedures. The concrete placing temperature shall not exceed 90 degrees F. Cooling of the mixing water and/or aggregates will be required to obtain an adequate placing temperature. An approved retarding admixture may be used to facilitate placing and finishing.

3.2.6 Cold Weather Concrete Placement: If concrete is proposed to be placed under cold weather conditions, the materials and methods will be provided in accordance with the requirements of ACI 306 and the Contractor’s submitted and approved procedures. Concrete shall not be subjected to freezing temperatures before it reaches minimum required compressive strength (4000 psi).

3.3 STORAGE

3.3.1 The Government may place orders for concrete units to be delivered up to a year after the date of ordering.

3.3.2 The Contractor may produce such material well ahead of the delivery date, with the finished units stored at the Contractor’s facility until delivery. Such storage and any required handling of the material shall be at no additional cost to the Government.

3.3.3 Upon completion of production of materials to be stored at the Contractor’s facility, the Contractor may:

3.3.3.1 Request an inspection of the material at the Contractor’s facility by a Government representative,

3.3.3.2 Provide a Certificate of Title to the material and a map of the contractor’s facility showing the location where the material is stored,

3.3.3.3 Provide a Certificate of Insurance for the material covering the period of the expected storage.

3.3.3.4 Upon notification from the Government that the material and certificates are acceptable, the Contractor may bill the Government for the stored precast concrete units.

3.4 DELIVERY

3.4.1 General: The units shall be delivered to the destination set forth below with all transportation cost pre-paid. Any bid received on a basis other than FOB destination will be rejected as “non-responsive.”

3.4.2 The exact location at the respective harbors where the materials are to be delivered will be as specified under this contract. All associated land based transportation costs associated with the delivery of the material shall be FOB the specified site. The contractor will be provided a detailed location map or instructions to the delivery location listed in this contract.

3.4.3 The precast units will be unloaded at the point of delivery by the government.

3.4.4 The units shall be delivered to the harbors as indicated on the bid form, at the following locations:

Cleveland, OH:

USACE Ohio Area Office Finger Pier 1035 East 9th

Cleveland, Ohio 44114 Street

Buffalo, NY:

A dock specified by the Government with suitable unloading facilities located on the Buffalo Harbor waterfront.

Ashtabula, OH:

A dock specified by the Government with suitable unloading facilities located on the Ashtabula Harbor waterfront.

Fairport, OH:

A dock specified by the Government with suitable unloading facilities located on the Fairport Harbor waterfront.

Conneaut, OH:

A dock specified by the Government with suitable unloading facilities located on the Conneaut Harbor waterfront.

3.4.5 Delivery Dates: The Government will specify a delivery date for the material no less than 60 calendar days and no more than one year from the date of ordering.

3.5 DELIVERY SCHEDULE

3.5.1 The basic delivery schedule shall follow the following format;

3.5.1.1 The deliveries shall be scheduled so that all of the material in a given order is delivered on consecutive work days at a rate of 90 precast units per day.

3.5.1.2 Scheduling of the delivery of the units will be the responsibility of the derrick boat master.

The contractor will be advised of the requirements as soon as practical, but no later than the day before.

3.5.1.3 Shipments of materials prior to the start date may be permitted; with the approval of the Contracting Officer and dependant upon availability of unloading equipment.

3.5.1.4 Materials shall be delivered to the respective sites during weekdays during scheduled time periods between 0630 and 1600 hours, Monday thru Thursday (except federal holidays);

other times may be available but must be coordinated with the Contracting Officer.

3.6 PERIOD OF PERFORMANCE

3.6.1 Ordering period is 37 months from date of award. Year 1 of the ordering period will consist of the first 12 months from the date of award. Year 2 of the ordering period will consist of the second 12 months from the date of award. Year 3 of the ordering period will consist of the third 12 months from the date of award plus one additional month.

3.7 CONTRACT MINIMUM AND MAXIMUM AMOUNTS

3.7.1 Up to two Contracts will be awarded for the work described in this specification.

3.7.2 The Minimum Contract Amount for each Contract awarded will be $5,000.00.

3.7.3 The Maximum Contract Amount for each Contract will not exceed $2,500,000.00

3.8 FORMAL ACCEPTANCE

3.8.1 Formal acceptance of the material will be made at the dock after the material has been inspected and found to conform to contract requirements. Any precast unit found to be unacceptable under these specifications shall be removed from the site at the expense of the Contractor regardless of whether it was previously found acceptable during an inspection at the Contractor’s facility.

3.8.2 Delivery tickets shall be accepted and signed by the Corps of Engineers representative at the time of delivery. A check will be performed to insure that the material loaded matches the number of tickets presented to the Corps Representative.

3.8.3 Delivery of material that cannot be verified by delivery tickets will not be accepted and signed for by the Corps representative and will not be accepted for payment. On delivery of each shipment, copies of bills of lading will be forwarded to:

Department of the Army U.S. Army Engineer District, Buffalo Ohio Area Office ATTN: Mrs. Dorothy Wagner 1035 East 9th

Cleveland, OH 44114 Street

3.9 BILLING AND PAYMENT

3.9.1 The Corps of Engineers will accept billing and make for the precast units in accordance with the provisions of paragraph 3.3 or upon their delivery in acceptable condition to the specified location.

3.9.2 The Corps of Engineers will make payment for delivery of the blocks upon their delivery in acceptable condition to the specified location.

3.9.3 Bills shall be sent to the address given in paragraph 3.8.3.

3.9.4 Payments will be made by:

USACE Finance Center

ATTN: CEFC-AO-P

5720 Integrity Drive Millington, TN 38054-5045

--End of Section-

T E C H N I C A L D A T A S H E E T

D A Y T O N S U P E R I O R . C O M • B U I L D I N G S T R E N G T H

P-60 SWIFT LIFT TENSION BAR

Refer to www.daytonsuperior.com for latest Technical Data Sheet and MSDS

1125 Byers Road, Miamisburg, OH 45342 Customer Service: (888) 977-9600

Technical Assistance: (866) 329-8724

• For Commercial/Industrial Use Only • Page 1 of 2

P-60 Swift Lift Tension Bar Installation The proper installation of a tension bar is as follows:

1) Place the tension bar through the eye of the anchor in such a manner that the tension bar contacts the bottom of the eye.

2) Make certain the legs of the tension bar are equal on either side of the anchor.

3) Wire the tension bar into position so that the tension bar stays in contact with the bottom of the eye.(See sketch below.)

DO NOT attempt to use field-bent bars as a replacement for the Dayton Superior P-60 Tension Bar. Field bending may result in an improperly shaped tension bar, an incorrect radius and/or a cracked bar. A problem, such as this, can cause the field-bent tension bar to fail prematurely.

Right

Wrong

The Dayton Superior Swift Lift Tension Bar (P-60) is designed to be used with the P-53 Eye Anchor in order for the eye anchor to develop its published rated working loads. See P-60 sizes and dimensions below.

P-60 Swift Lift Tension Bar Dimensions Anchor Rated Load

(Tons)

Grade 60 Rebar Size

Rebar Overall Length

A

Standard Maximum R

1 .306” Wire 40” 14” ------ 3/4” 2 #3 24” 5” 7-1/2” 1-1/8”” 4 #5 24” 6-1/4” 10” 1-7/8”” 8 #6 48” 9-1/2” 15” 2-1/4”

16 #8 86” 12-1/2” 20” 3”

To Order:

Specify: (1) quantity, (2) name,

(3) anchor size

Example:

200, P-60 Swift Lift Tension Bar, 10-ton anchor

Note: Wire style is for use with 1.3 ton P-53 Eye Anchors only.

P-60 Swift Lift Tension Bar

P-60 Wire Style P-60 Rebar Style