February 7, 1973 calculate the weight of the wrongfully rejected pipes as 42 tons.239 In computing this portion of its claim, Cen-Vi-Ro subtracted tons of pipe accepted by the Bureau (43,458) from total tons produced (48,644) including 42-inch pipes, and operated on the premise that 50 percent of the difference (2,593 tons) was salvageable pipe (Exh. 81K, pp. F-26 to F-30). Labor costs to produce this tonnage were computed on the basis of man-hours to batch, spin and strip which are asserted to be 2.855 man-hours per ton (Exh. 81K, p. F-2). This figure was applied to the allegedly wrongfully rejected tonnage times labor and equipment support costs totaling $5.424 (labor of $2.024 per hour plus adders of $2.29 for plant, $.24 for small tools and $.87 for indirect job costs). In computing its claim under DC-6000, Cen-Vi-Ro determined an average of 2.44 man-hours to produce a ton of pipe which we accepted as reasonable. This figure compares favorably with 2.317 manhours per ton developed by the Govcrnment based on labor hours as shown on submitted payrolls and total tonnage produced under both contracts (Exh. 150). Since the two plants were essentially operated to 230 Applying these weights to the 25,416 18through 27-inch pipes, exclusive of 8-foot lengths, produced by Cen-Vi-Ro (Exh. 81Q) gives a total of over 61,000 tons of pipes. Since Cen-Vi-Ro calculated actual production of only 48,644 tons, including 42-inch pipes (Exh. 81K, p. F-29), it is apparent that the listed weights considerably exceed the actual weights of the pipes. Therefore, use of these weights is favorable to Cen-Vi-Ro. gether, we see no justification for adopting a different method for determining man-hours to produce a ton of pipe for the instant claims. We will utilize 2.44 man-hours as the average time required to produce a ton of pipe. Labor and associated plant and equipment costs exclusive of indirect job costs, to produce a ton of pipe are calculated as follows: $4.35 ($2.024 + $2.09 + $.24) ×2.44 $10.61. Material Costs Steel usage was again computed as .0432 tons per ton of pipe which multiplied by the asserted cost of $126.56 per ton equals $5.47 per ton (Exh. 81K, p. F-29). Cement usage was computed as .7621 barrels per ton of concrete (.7292 barrels per ton of pipe), which multiplied by the asserted cost of $3.99 per barrel equals $2.91 per ton. Sand usage was computed at 2772 per ton of concrete (.2652 per ton of pipe) which multiplied by the asserted cost of $2.57 equals $.68. Coarse aggregate usage was computed at .5394 per ton of concrete (.5161 per ton of pipe) which times the asserted cost of $3.37 per ton equals $1.74. Adding a five percent factor for waste material costs total $11.34 per ton. This figure plus labor and associated plant and equipment costs, exclusive of indirect job costs, applied to the rejected tonnage equals $921.90. Cen-Vi-Ro allowed a credit of $5 per ton as the estimated cost of repairs to allegedly wrongfully rejected pipes (Exh. 81K, p. F-29). We accept this estimate as reasonable. The amount due for wrongfully rejected pipes, exclusive of indirect job costs, is determined to be $711.90. Indirect Job Costs, Overhead, As pointed out in connection with the claims on DC-6000, Cen-Vi-Ro has not been precise as to the costs. included in indirect job costs. Contract DC-6130 contains an "Extras" clause identical to that quoted from DC-6000 (note 201, supra). Accordingly, we decline to accept the claim for indirect job costs as submitted. We have sustained the appeal as follows: Excess testing $3,939.36 711.90 $4,651.26 Applying 15 percent to the above figure results in a total of $5,348.95. Because of the provision of the "Extras" clause, no additional allowance for overhead and profit is proper. For reasons previously stated, Cen-Vi-Ro has not established entitlement to interest on the amount awarded. Conclusion: The claims relating to DC-6000 are sustained in the amount of $218,180.83 and are otherwise denied. The appeal as to DC-6130 is sustained in the amount of $5,348.95, and is otherwise dismissed or denied. SPENCER T. NISSEN, Member. WE CONCUR: WILLIAM F. MCGRAW, Chairman. SHERMAN P. KIMBALL, Member. APPENDIX A Specifications DC-6000 67. Concrete Pressure Pipe a. General.-Pipe for the aqueduct shall be reinforced-concrete pressure pipe and shall be manufactured and tested in accordance with the provisions of this paragraph. The pipe may be circular or prebed as shown on the drawings. b. Classes.-Concrete pipe manufactured to these specifications shall be for hydrostatic heads of 25, 50, 75, 100, and 125 feet measured to the center line of the pipe. Designs are provided for external loadings of 5, 10, 15, and 20 feet of earth over top of pipe, designated A, B, C, and D in Table 1. The typical nomenclature used herein for the various classes of pipe is as follows: A-25 Concrete pressure pipe for 5-foot maximum cover and 25-foot maximum head. B-50 Concrete pressure pipe for 10-foot maximum cover and 50-foot maximum head. c. Basis of acceptance.-The acceptability of the pipe shall be de February 7, 1973 termined by the results of hydrostatic pressure tests applied on units of pipe, by pipe joint leakage tests, by compressive strength of concrete in pipe as determined by test cylinders, and by inspection during or after manufacture to determine whether the pipe conforms to these specifications as to design and freedom from defects such as blisters and drummy areas or other evidence of excessive segregation of aggregate. Details of the physical test requirements are specified in Subparagraph i. d. Materials. (1) Reinforced concrete.-The reinforced concrete shall consist of portland cement, sand and coarse aggregate, and water, in which steel has been embedded in such a manner that the steel and concrete act together. (2) Cement.-Cement used in concrete pipe shall be in accordance with Paragraph 91. (3) Admixtures.-All concrete in concrete pipe placed by the poured and vibrated method shall contain an air-entraining agent conforming to Paragraph 92. The amount of airentraining agent used shall be such as will effect the entrainment of not more than 2 and 12 percent of air. by volume, of concrete as discharged from the mixer. Calcium chloride shall not be used except as provided in Paragraph 92. Natural cement, slag cement, pozzolan or other admixtures shall not be added to the concrete without the written approval of the contracting officer. (4) Steel reinforcement.-Rein forcement shall consist of steel wire conforming to ASTM Designation: A 82; of steel bars or rods conforming to Federal Specification QQ-S632, Type 1 or 2, Grade C, or welded fabric conforming to ASTM Designation: A 185. (5) Aggregate.-Sand and coarse aggregate for concrete pipe shall be in accordance with Paragraphs 94 and 95, except that other size separations and maximum size of coarse aggregate may be used. The maximum size of coarse aggregate for each size of pipe shall be the largest size the use of which is practicable from the standpoint of satisfactory placing of the concrete. Sand gradings as provided in ASTM Designation: C 33 will be permitted when necessary for a manufacturing process to produce uniform, highquality pipe. e. Concrete. (1) Mixture. The aggregate shall be so graded and proportioned. and thoroughly mixed with such proportions of cement and water as will produce a workable, uniform and homogenous concrete mixture. of such quality that the pipe will conform to the test and design requirements of these specifications. Batching shall be by weighing. If concrete materials are weighed cumulatively, the cement shall be weighed before the other ingredients. The concrete ingredients shall be mixed in a rotating- or paddletype batch mixer or other approved types. The concrete ingredients shall be mixed for not less than 1 and 12 minutes after all the ingredients, ex cept the full amount of water, are in the mixer: Provided, That the mixing time may be reduced if, when determined in accordance with the provisions of Designation 26 of the Sixth Edition of the Bureau of Reclamation Concrete Manual, the unit weight of air-free mortar in samples taken from the first and last portions of the batch as discharged from the mixer does not vary more than 0.8 percent from the average of the two mortar weights, the average variability for six batches does not exceed 0.5 percent, and the weight of coarse aggregates per cubic foot does not vary more than 5.0 percent from the average of the two weights of coarse aggregates. The Government reserves the right to increase the mixing time when the charging and mixing operations fail to produce a concrete batch throughout which the ingredients are uniformly distributed and the consistency is uniform. The concrete, as discharged from the mixer, shall be uniform in composition and consistency throughout the mixed batch, and from batch to batch except where changes in composition or consistency are required. The slump of the concrete, after the concrete has been deposited but before it has been consolidated, shall not exceed 3 inches. The concrete shall have a portland cement content of not less than 6 sacks (94 pounds each) per cubic yard of concrete. The average compressive strength of the concrete shall be sufficient to insure that the following requirements are met: (a) Eighty percent of the test cylinders shall have a compressive strength at 28 days' age in excess of 4,500 pounds per square inch. (b) The average strength of any five consecutive tests shall not be less than 4.140 pounds per square inch at 28 days' age. (c) No test cylinders shall have a compressive strength at 28 days' age of less than 2,900 pounds per square inch. Except as hereinafter provided, the compressive strength of test cylinders at 28 days' age shall be determined from 6- by 12-inch concrete cylinders made from the concrete used in making the pipe and prepared, cured, and tested in accordance with Designations 29 to 33, inclusive, of the Sixth Edition of the Bureau of Reclamation Concrete Manual. Use of 3- by 6-inch test cylinders will be permitted when the capacity of the testing machine will not accommodate 6- by 12inch test cylinders and the maximum size aggregate is 1 inch or less: Provided, That strength correction for size of cylinder is made. If the concrete consistency is too stiff for compaction by rodding or internal vibration as described in Designation 29, external vibration performed simultaneously with direct compaction by a compacting hammer using the following alternate method will be permitted in cylinder fabrication: February 7, 1973 able gaskets provided at all form joints and gates to prevent leakage of mortar. The forms shall be braced and sufficiently stiff to withstand without detrimental deformation, all operations incident to the placement and compacting of concrete within the form. The form and end rings shall be so constructed that the pipe when manufactured will have circular and cylindrical inner surfaces, and so that they may be stripped from the pipe without damage to the pipe or to its surfaces. Forms shall be cleaned and oiled before each filling. Defective forms, end rings and gaskets shall be adequately repaired or discarded. (3) Placement of concrete.-The transporting and placing of concrete shall be by methods that will prevent the separation of the concrete materials and the displacement of reinforcement steel in the forms. The placing shall be such as to insure satisfactory bond between the concrete and steel. The concrete in the pipe shall be placed by centrifugally spinning, rolling, vibrating, by a combination of these, or by other approved methods. For concrete pipe that is manufactured by the placing and vibrating methods, the concrete shall be thoroughly consolidated by vibration until it is free from pockets, closes snugly against all surfaces, and is in complete contact with all reinforcement. Form vibrators, rigidly attached to the forms by bolting or clamping, shall be adequate in size and of sufficient frequency to properly consolidate the volume of con crete and shall be maintained in good operating condition. Where one of the centrifugal spinning methods is utilized, sufficient concrete shall be placed in the forms during charging operations to insure pipe of the specified wall thickness and with a minimum variation in wall thickness and pipe diameter throughout the length of the pipe. The duration and speed of spinning shall be sufficient to completely distribute and thoroughly consolidate the concrete and produce an even interior surface. (4) Curing of pipe.-The pipe shall be subjected to any one of the methods of curing described in the following subparagraphs, or to any other method or combination of methods, as approved, that will give satisfactory results. Adequate facilities and space shall be provided for all curing operations. The pipe shall be cured until concrete test cylinders made in accordance with Subparagraph e.(1) and cured by methods comparable to those used to cure the pipe, have attained a strength of at least 4,000 pounds per square inch. At the start of manufacturing, six cylinders will be made and cured as provided above from one. single representative batch of concrete during each working shift. These cylinders will be tested in pairs at appropriate time intervals during the curing period to establish the duration of curing required to produce the minimum concrete strength required. After the curing method and period have been es |