Amendment 0002_1240LT25R0012_4SEP2025.pdf

(x)

1240LT25R0012

x x

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 electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT 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 letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

40LT

OGDEN UT 84401-2310

324 25TH ST

USDA-FS CSA INTERMOUNTAIN 8

GAOA09/04/20250002

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers 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

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

08/05/2025

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

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

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

ORDER NO. IN ITEM 10A.

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

RECONSTRUCTION OF PINE VALLEY DAM, UTAH (GAOA)

a. Offeror questions and the Government's response to those questions start on Page 2 of this amendment.

b. Deadline for proposal submission hereby remains at 1700 CDT on 09 September 2025.

Period of Performance: 09/29/2025 to 11/16/2026

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

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

TANYA I. SPANFELLNER

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

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

1240LT25R0012 Reconstruction of Pine Valley Dam, Utah (GAOA)

The following are offerors’ questions and the Government’s responses to these questions:

Q47: What is the deadline for questions?

A47: 29 August 2025 was the last day for Government receipt of offeror questions.

Q48: What is included in the 20-page limit for the Technical Proposal?

A48: The 20-page limit was an error. There is no limit to the number of pages your Technical Proposal can contain.

Q49: In the Technical Proposal, Factor 1, can we use subcontractor experience?

A49: Yes, the offeror may provide Past Performance Information (PPI) on your proposed major subcontractor(s) to address the Past Performance factor. As an oversight, this was not stated in Section L's Technical Factor submittal requirements, but it was on the first sentence in Section M's Para M.2.

Q50: Since the permits won’t be completed once a contractor is awarded (Q, we have questions on dewatering the reservoir and the diversion/bypass. What is the requirement to collect, process, and handle fish or other living organisms in the reservoir during dewatering?

A50: The Forest Service is not required to collect, process, or handle fish or other living organisms in a specific manner under this contract. However, the contractor’s dewatering plan will play a central role in securing the stream alteration permit. While the Forest Service will seek approval for the proposed method, there is always a possibility that the permit may include additional unforeseen requirements that the contractor will be obligated to meet.

Ideally, we would have applied for the permit prior to soliciting for the contract. Unfortunately, the contractor’s dewatering and sediment control plans are essential components of the permit application, making early submission impractical.

Q51: Engineered fish bypass to be included in the diversion/bypass design?

A51: An engineered fish bypass is not currently expected to be part of the project design.

However, if the stream alteration permit mandates one, the contractor will be responsible for incorporating and meeting that requirement.

Q52: Material Specifications 571, 572, and 573 for the water control gates were referred to, but they are not provided with the bid documents. Can you supply those please?

A52: Material Spec 571 is included herein as an attachment along with the other material specifications needed for this project. Material Specs 572 (flap gates) and 573 (radial gates) are not applicable to this Pine Valley project.

Q53: The latest RFI responses stated there are no alternative additive items and the entire Schedule of Items (SOI) applies. There seems to be redundancy on the SOI, our takeoffs are nowhere close to the quantities on the SOI. We request clarification or a revised SOI to match the quantities of the actual contract. For example, Items No. 1 and No. 14 are both for Clearing, Grubbing, and Stripping. The limits for what is to be included in No. 1 and No. 14 are not defined in the plans. Items No. 3 and 6 are both for Seeding. The limits for No. 2 and No. 6 are not defined in the plans. Items No. 7 and No. 16 are both excavation items. The plans are unclear the limits that delineate which materials to be included in each. Items No. 8 and No. 18 are both for Earthfill, Zone II. The limits for what is to be included in No. 8 and No. 18 are not defined.

A53: Line Items 0001–0013 correspond to Plan Sheets labeled G, F, E, and B, which do not begin with "AA." In contrast, Line Items 0014–0032 are tied to Plan Sheets that do start with "AA." For example, Line Items 0001 and 0014 both invoice clearing, grubbing, and stripping, but they pertain to distinct work and should be priced separately.

MATERIAL SPECIFICATIONS

Part 642 National Engineering Handbook

National Standard Material Specifications

Chapter 3

521–1(210–VI–NEH, January 2014)

Material Specification 521—Aggregates for Drainfill and Filters

1. Scope This specification covers the quality of mineral aggre-gates for the construction of drainfill and filters.

2. Quality Drainfill and filter aggregates shall be sand, gravel, or crushed stone or mixtures thereof. Aggregates shall be composed of clean, hard, durable, mineral particles free from organic matter, clay balls, soft particles, or other substances that would interfere with the free-draining properties of the aggregates.

Coarse aggregate may be crushed limestone or other material that has limestone particles included. Ag-gregates from crushed limestone shall be thoroughly washed and screened to remove limestone dust, lime-stone fines, and fine soil particles. Limestone shall not be used for fine aggregates except in combination with other material, such that not more than 5 percent of the portion finer than the No. 4 sieve shall be lime-stone.

Aggregates shall be tested for soundness according to ASTM Method C88 and shall have a weighted aver-age loss in 5 cycles of not more than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used.

3. Grading Drainfill and filter aggregates shall conform to the specified grading limits after being placed or after being compacted when compaction is specified. Grad-ing shall be determined by ASTM Method C136. The percentage of material finer than the No. 200 sieve shall be determined by the method in ASTM Designa-tion C117.

4. Storing and handling Drainfill and filter aggregates shall be stored and han-dled by methods that prevent segregation of particle sizes or contamination by mixing with other material.

Part 642

National Standard Material Specifications

Chapter 3

(210–VI–NEH, May 2001) 522–1

1. Scope This specification covers the quality of fine aggregate and coarse aggregate for use in the manufacture of portland cement concrete.

2. Quality Aggregate shall conform to the requirements of ASTM Specification C33 for the specified sizes. Aggregates that fail to meet any requirement may be accepted only when either:

a. The specified alternate conditions of accep-tance can be proven before the aggregates are used on the job and within a period such that no work under the contract will be delayed by the requirements of such proof, or

b. The specification for concrete expressly con-tains a provision of special mix requirements to compensate for the effects of the deficiencies.

3. Reactivity with alkalies The potential reactivity of aggregates with the alkalies in cement shall be evaluated by petrographic exami-nation and, where applicable, the chemical method of test, ASTM Designation C289, or by the results of previous tests or service records of concrete made from similar aggregates from the same source. The standards for evaluating potential reactivity shall be as described in ASTM Specification C33, appendix A1.

Aggregates indicated by any of the above to be poten-tially reactive shall not be used except under one of the following conditions:

a. Applicable test results of mortar bar tests made according to ASTM Method C227 are available which indicate an expansion of less than 0.10 percent at 6 months in mortar bars made with cement containing not less than 0.8 percent alkalies expressed as sodium oxide; or

b. Concrete made from similar aggregates from the same source has been demonstrated to be sound after 3 years or more of service under conditions of exposure to moisture and weath-er similar to those anticipated for the concrete under these specifications.

Aggregates indicated to be potentially reactive, but within acceptable limits as determined by mortar bar test results or service records, shall be used only with low alkali cement, containing less than 0.60 percent alkalies expressed as sodium oxide.

4. Storing and handling Aggregates of each class and size shall be stored and handled by methods that prevent segregation of par-ticles sizes or contamination by intermixing with other material.

Material Specification 522—Aggregates for Portland Cement Concrete

Part 642

National Standard Material Specifications

Chapter 3

523–1(210–VI–NEH, January 2014)

1. Scope This specification covers the quality of rock to be used in the construction of rock riprap.

2. Quality Individual rock fragments shall be dense, sound, and free from cracks, seams, and other defects conducive to accelerated weathering. Except as otherwise speci-fied, the rock fragments shall be angular to subround-

ed. The least dimension of an individual rock fragment shall be not less than one-third the greatest dimension of the fragment. ASTM D4992 provides guidance on selecting rock from a source.

Except as otherwise provided, the rock shall be tested and shall have the following properties:

Rock type 1

• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.5 when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Soundness—The weight loss in 5 cycles shall not be more than 10 percent when sodium sulfate is used or more than 15 percent when magnesium sulfate is used.

Rock type 2

• Bulk specific gravity (saturated surface-dry basis)—Not less that 2.5 when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Soundness—The weight loss in 5 cycles shall be not more than 20 percent when sodium sulfate is used or more than 25 percent when magnesium sulfate is used.

Rock type 3

• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.3 when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Absorption—Not more than 4 percent when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Soundness—The weight loss in 5 cycles shall be not more than 20 percent when sodium sulfate is used or more than 25 percent when magnesium sulfate is used.

3. Methods of soundness testing Rock cube soundness—The sodium or magnesium sulfate soundness test for all rock types (1, 2, or 3) shall be performed on a test sample of 5,000 ± 300 grams of rock fragments, reasonably uniform in size and cubical in shape, and weighing, after sampling, about 100 grams each. They shall be obtained from rock samples that are representative of the total rock mass, as noted in ASTM D4992, and that have been sawed into slabs as described in ASTM D5121. The samples shall further be reduced in size by sawing the slabs into cubical blocks. The thickness of the slabs and the size of the sawed fragments shall be deter-mined by the size of the available test apparatus and as necessary to provide, after sawing, the approximate 100-gram samples. The cubes shall undergo five cycles of soundness testing in accordance with ASTM D1512.

Internal defects may cause some of the cubes to break during the sawing process or during the initial soaking period. Do not test any of the cubes that break during this preparatory process. Such breakage, including an approximation of the percentage of cubes that break, shall be noted in the test report.

Material Specification 523—Rock for Riprap

Part 642

National Standard Material Specifications

Chapter 3

523–2 (210–VI–NEH, January 2014)

After the sample has been dried following completion of the final test cycle and washed to remove the so-dium sulfate or magnesium sulfate, the loss of weight shall be determined by subtracting from the original weight of the sample the final weight of all fragments that have not broken into three or more fragments.

The test report shall show the percentage loss of the weight and the results of the qualitative examination.

Rock slab soundness—When specified, the rock shall also be tested in accordance with ASTM D5240.

Deterioration of more than 25 percent of the number of blocks shall be cause for rejection of rock from this source. Rock shall also meet the requirements for average percent weight loss stated below.

• For projects located north of the Number 20 Freeze-Thaw Severity Index Isoline (fig. 523–1).

Unless otherwise specified, the average percent weight loss for Rock Type 1 shall not exceed 20 percent when sodium sulfate is used or 25 per-cent when magnesium sulfate is used. For Rock Types 2 and 3, the average percent weight loss shall not exceed 25 percent for sodium sulfate soundness or 30 percent for magnesium sulfate soundness.

• For projects located south of the Number 20 Freeze-Thaw Severity Index Isoline, unless otherwise specified, the average percent weight loss for Rock Type 1 shall not exceed 30 per-

Figure 523–1 Number 20 freeze-thaw severity index isoline (map approximates the map in ASTM D5312)

Material Specification 523 Rock for Riprap (continued)

Part 642

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Chapter 3

523–3(210–VI–NEH, January 2014) cent when sodium sulfate is used or 38 percent when magnesium sulfate is used. For Rock Types 2 and 3, the average percent weight loss shall not exceed 38 percent for sodium sulfate soundness or 45 percent for magnesium sulfate soundness.

4. Field durability inspection Rock that fails to meet the material requirements stated above (if specified), may be accepted only if similar rock from the same source has been demon-strated to be sound after 5 years or more of service under conditions of weather, wetting and drying, and erosive forces similar to those anticipated for the rock to be installed under this specification.

A rock source may be rejected if the rock from that source deteriorates in 3 to 5 years under similar use and exposure conditions expected for the rock to be installed under this specification, even though it meets the testing requirements stated above.

Deterioration is defined as the loss of more than one-quarter of the original rock volume, or severe crack-ing that would cause a block to split. Measurements of deterioration are taken from linear or surface area particle counts to determine the percentage of deterio-rated blocks. Deterioration of more than 25 percent of the pieces shall be cause for rejection of rock from the source.

5. Grading The rock shall conform to the specified grading limits after it has been placed within the matrix of the rock riprap. Grading tests shall be performed, as necessary, according to ASTM D5519, Method A, B, or C, as ap-plicable.

Material Specification 523 Rock for Riprap (continued)

Part 642

National Standard Material Specifications

Chapter 3

(210–VI–NEH, May 2001) 531–1

Material Specification 531—Portland Cement

1. Scope

This specification covers the quality of Portland ce-ment.

2. Quality Portland cement shall conform to the requirements of ASTM Specification C150 for the specific types of cement. When Type I Portland cement is specified, Type IS Portland blast-furnace slag cement or Type IP Portland-pozzolan cement conforming to the require-ments of ASTM Specification C595 may be used unless prohibited by the specifications.

When air-entraining cement is required, the contrac-tor shall furnish the manufacturer's written statement providing the source, amount, and brand name of the air-entraining component.

3. Storage at the construction site Cement shall be stored and protected at all times from weather, dampness, or other destructive elements. Ce-ment that is partly hydrated or otherwise damaged will not be accepted.

Part 642

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Chapter 3

532–1(210–VI–NEH, April 2015)

Material Specification 532—Supplementary Cementitious Materials

1. Scope This specification covers the quality of supplementary cementitious materials for concrete.

2. Quality Fly ash used as a partial substitution of Portland cement shall conform to the requirements of ASTM C618, Class Cor F except the loss on ignition shall not exceed 3 percent, unless otherwise specified. Lot-to-lot variation in the loss on ignition shall not exceed 1 per-cent. When specified, fly ash shall conform to one or more of the supplementary optional physical require-ments listed in ASTM C618.

Blast-furnace slag used as a partial substitution of portland cement shall conform to ASTM Standard C989 for ground granulated blast-furnace slag.

Silica fume used as a partial substitution of Portland Cement shall conform to ASTM C1240.

Part 642

National Standard Material Specifications

Chapter 3

533–1(210–VI–NEH, November 2005)

Material Specification 533—Chemical Admixtures for Concrete

1. Scope This specification covers the quality of chemical ad-mixtures for manufacturer of portland cement con-crete.

2. Quality Air-entraining admixtures shall conform to the require-ments of ASTM Specification C260.

Water-reducing and/or retarding admixtures shall con-form to the requirements of ASTM Specification C494, Types A, B, D, F, or G.

Plasticizing or plasticizing and retarding admixtures shall conform to ASTM C494, Types F or G, or C1017 as applicable.

Accelerating or water-reducing and accelerating ad-mixtures shall be noncorrosive and conform to the requirements of ASTM Specification C494, Types Cand E. The manufacturer shall provide long-term test data

Part 642

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Chapter 3

534–1(210–VI–NEH, January 2009) results from an independent laboratory verifying that the product is noncorrosive when used in concrete exposed to continuously moist conditions.

1. Scope This specification covers the quality of liquid mem-brane-forming compounds suitable for spraying on concrete surfaces to retard the loss of water during the concrete curing process.

2. Quality The curing compound shall meet the requirements of either ASTM Specification C309 or C1315. If Type 1 is specified, a fugitive dye shall be used.

3. Delivery and storage All curing compounds shall be delivered to the site of the work in the original container bearing the name of the manufacturer and the brand name. The compound shall be stored in a manner that prevents damage to

Material Specification 534—Concrete Curing Compound

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National Standard Material Specifications

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536–1(210–VI–NEH, amend. 32, January 2014)

Material Specification 536—Sealing Compound for Joints for Concrete and Concrete Pipe

1. Scope This specification covers the quality of sealing com-pound for filling joints in concrete pipe and concrete structures.

2. Type The compound shall be a cold-application material unless otherwise specified and shall be a single com-ponent or multiple component type.

3. Quality The sealing compound shall conform to the require-ments of one of the following specifications:

• ASTM Specification C990—Joints for concrete pipe, manholes, and precast box sections using preformed flexible joint sealants.

• ASTM Specification C877—External sealing bands for noncircular concrete sewer, storm drain, and culvert pipe.

• ASTM Specification D6690—Standard Specifi-cation for Joint and Crack Sealants, Hot Ap-plied, for Concrete and Asphalt Pavements.

• ASTM Specification C920—Elastomeric joint sealants for cold applied sealing and caulking of joints on mortar and concrete structures not subject to fuel spills. Use type S or M, grade NS for vertical joints; type S or M, grade P or NS for horizontal joints. For class 25, use type M.

The sealing compound if used with other joint mate-rial, such as fillers or gaskets, shall be compatible.

Part 642

National Standard Material Specifications

Chapter 3

(210–VI–NEH, May 2001) 537–1

1. Scope This specification covers nonmetallic waterstops for use in joints of concrete structures.

2. Classification Classes—Nonmetallic waterstops shall be of the fol-lowing classes, as specified:

Class I shall be fabricated of either natural or synthetic rubber.

Class II shall be fabricated of vinyl chloride polymer or copolymer.

Types—Nonmetallic waterstops may be either split or solid and shall conform to the following types, as specified (see fig. 537–1):

Type A shall have ribbed anchor flanges and a smooth web. Flanges may be of uniform thickness or may have either a converging or a diverging taper toward the edges.

Type B shall have ribbed anchor flanges and a smooth web containing a hollow tubular center bulb having a wall thickness equal to at least one-half the web thickness, and the inside diameter (D) specified in the specifications or shown on the drawings. Flanges may be of uni-form thickness or may have either a converging or a diverging taper toward the edges.

Type Cshall have a single, circular bulb-type anchor flange at each edge and a smooth web.

Type Dshall have a single, circular bulb-type anchor flange at each edge and a smooth web containing a hollow tubular center bulb having a wall thickness equal to a least one-half the thickness of the web, and the inside diameter

(D) specified in the contract.

Type E shall have ribbed anchor flanges and a web molded or extruded in the form of a round or U-shaped bulb of the dimensions specified in the contract or shown on the drawings. The web bulb shall be connected at the open-end of the U by a thin membrane having a minimum thickness of 1/64 inch and a maximum thick-ness of 1/5 of the web thickness and design to prevent infiltration of wet concrete into the bulb and to tear when expansion of the joint occurs. Flanges may be of uniform thickness or may have either a converging or a diverging taper toward the edges. Auxiliary positioning or nailing flanges may be provided as long as the functioning of the web bulb is not altered.

Material Specification 537—Nonmetallic Waterstops

Figure 537–1 Types of nonmetallic waterstops

D D

W

Type A

Type B

Type C

Type D

Type E

Type F

Part 642

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Chapter 3

(210–VI–NEH, May 2001)537–2

Material Specification 537 Nonmetallic Waterstops (continued)

Type F shall have ribbed anchor flanges with at least two extra heavy ribs designed to resist displacement of the waterstop during concrete placement on each flange, and a smooth web having a positioning or nailing flange attached at the center.

Type G shall be of special design conforming to the details shown on the drawings.

Sizes—Waterstops of types A through F shall be of the sizes specified in the specifications or shown on the drawings and listed in table 537–1 of this specification.

Type G waterstops shall have the dimensions shown on the drawings.

3. Physical requirements The extruded or molded material shall exhibit the properties specified herein when tested by the meth-ods specified in section 4 of this specification.

Class I waterstops

• Hardness as determined by the Shore A durom-eter method shall be a minimum of 60.

• Specific gravity shall be a maximum of 1.2.

• Tensile strength shall be a minimum of 2,500 pounds per square inch.

• Ultimate elongation shall be a minimum of 450 percent.

• Compression set shall be a maximum of 30 percent.

• Water absorption in weight measurements shall not exceed 5 percent.

• Decrease in tensile strength and ultimate elon-gation after aging shall not exceed 20 percent.

• There shall be no sign of failure due to brittle-ness at a temperature of minus 35 degrees Fahrenheit.

Class II waterstops

• Hardness as determined by the Shore A durom-eter method shall be a minimum of 60.

• Specific gravity shall be a maximum of 1.4.

• Tensile strength shall be a minimum of 1,400 pounds per square inch.

• Ultimate elongation of the web shall be a mini-mum of 280 percent, and the flanges shall be a minimum of 200 percent.

• There shall be no sign of failure due to flange brittleness at a temperature of 0 degrees Fahr-enheit nor of web brittleness at a temperature of minus 35 degrees Fahrenheit.

Table 537–1 Sizes of waterstops

Size designation

Web thickness

(T) (inches)

Width (W) (inches)

1 1/16 5 1/4

2 3/32 3 3/4

3 3/32 4

4 3/32 5 1/4

5 3/32 6

6 1/8 4

7 1/8 5 1/4

8 1/8 6

9 5/32 4

10 5/32 4 1/2

11 5/32 9

12 3/16 4

13 3/16 5

14 3/16 6

15 3/16 9

16 1/4 6

17 1/4 9

18 3/8 5

19 3/8 6

20 3/8 9

21 1/2 6

22 1/2 9

23 1/2 12

Part 642

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Chapter 3

(210–VI–NEH, May 2001) 537–3

• Decrease in either tensile strength or ultimate elongation after accelerated extraction shall not exceed 15 percent.

• Results of alkali exposure:

a. After immersion for 7 days, the sample shall exhibit no loss of weight and a maximum weight gain of 0.25 percent, and the hard-ness measured by the Shore A durometer method shall not vary more than 5 points either plus or minus from the untreated sample.

b. After immersion for 30 days, the sample shall exhibit no loss of weight and a maxi-mum weight gain of 0.40 percent, and the dimensions of the treated sample shall not vary by more than 1 percent from the un-treated sample.

4. Test methods Testing shall be conducted by the methods cited herein. All cited test methods are included in ASTM as follows:

a. Hardness shall be determined by ASTM D2240.

b. Specific gravity shall be determined by ASTM D792.

c. Tensile strength shall be determined by ASTM D412 for Class I waterstops and ASTM D638 for Class II waterstops.

d. Ultimate elongation shall be determined by ASTM D412 for Class I waterstops and ASTM D638 for Class II waterstops.

e. Compression set shall be determined by ASTM D395.

f. Water absorption shall be determined by ASTM D570.

g. Tensile strength and ultimate elongation after aging shall be determined by ASTM D412 for Class I waterstops and ASTM D638 for Class II waterstops.

h. Brittleness shall be determined by ASTM D746 for Class II waterstops.

i. Accelerated extraction shall be accomplished by procedures outlined by United States Army Corps of Engineers (USACE), Concrete Re-search Division (CRD) C572 under the follow-ing conditions:

(1) Samples shall not be less than 1/16 inch nor more than 1/8 inch in thickness.

(2) The immersion medium shall be a solution prepared by dissolving 5 grams of chemi-cally pure sodium hydroxide and 5 grams of chemically pure potassium hydroxide in 1 liter of water.

(3) The samples shall be immersed in the medium for 14 days at a temperature of 145 degrees Fahrenheit, plus or minus 5 degrees Fahrenheit.

(4) During the period of immersion, air shall be gently bubbled through the medium from a 0.25-inch diameter glass tube at an approximate rate of one bubble per sec-ond.

(5) Fresh medium shall be provided each day.

(6) Samples need not be dipped in acetone.

j. The effects of alkalies shall be determined by USACE CRD C572 under the following condi-tions:

(1) Sample shall have a maximum thickness of

0.25 inch.

(2) The immersion medium shall be as de-scribed for accelerated extraction above.

(3) Fresh medium shall be provided every 7days.

(4) The samples shall be immersed in the me-dium for 30 days.

(5) Samples need not be dipped in acetone.

5. Condition Waterstops shall be extruded or molded in such a manner that the material is dense and homogeneous throughout and free from voids, tears, thins, inden-tations, or other imperfections. Unless otherwise

Material Specification 537 Nonmetallic Waterstops (continued)

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(210–VI–NEH, May 2001)537–4 specified, waterstops shall be symmetrical in shape and uniform in dimensions and shall be furnished in continuous strips a minimum length of 50 feet. Factory splices shall have a minimum tensile strength of 50 percent of the unspliced section.

6. Packaging and storing Waterstops shall be packaged and stored by methods that provide protection from prolonged exposure to direct sunlight and/or excessive heat.

Material Specification 537 Nonmetallic Waterstops (continued)

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539–1(210–VI–NEH, amend. 32, January 2009)

1. Scope This specification covers the quality of steel reinforce-ment for reinforced concrete.

2. Quality All reinforcement shall be free from loose or flaky rust, soil, oil, grease, paint, or other deleterious matter.

Steel bars for concrete reinforcement shall be grade 40, 50, or 60 deformed bars conforming to one of the following specifications:

• Deformed and plain billet-steel bars for con-crete reinforcement—ASTM A615

• Rail-steel deformed bars for concrete reinforce-ment—ASTM A996

• Axle-steel deformed bars for concrete rein-forcement—ASTM A996

Dowels shall be plain round bars conforming to the same specifications listed above for steel bars.

Fabricated deformed steel bar mats for concrete reinforcement shall conform to the requirements of

ASTM A184.

Plain steel welded wire reinforcement for concrete reinforcement shall conform to the requirements of

ASTM A185.

Deformed steel welded wire reinforcement for concrete reinforcement shall conform to the require-ments of ASTM A497.

Epoxy-coated steel bars for concrete reinforcement shall conform to the requirements of ASTM A775.

3. Dimensions of welded wire reinforcement Gauges, diameters, spacing, and arrangement of wires for welded steel wire fabric shall be as defined for the specified style designations.

4. Storage Steel reinforcement inventories at the site of the work shall be stored above the ground surface on platforms, skids, or other supports and shall be kept clean and protected from mechanical injury and corrosion.

Material Specification 539—Steel Reinforcement (for concrete)

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Chapter 3

547–1(210–VI–NEH, amend. 32, January 2009)

1. Scope This specification covers the quality of Poly Vinyl Chloride (PVC), Polyethylene (PE), High Density Poly-ethylene (HDPE), and Acrylonitrile-Butadiene-Styrene (ABS) plastic pipe, fittings, and joint materials.

2. Material Pipe—The pipe shall be as uniform as commercially practicable in color, opaqueness, density, and other specified physical properties. It shall be free from vis-ible cracks, holes, foreign inclusions, or other defects.

The dimensions of the pipe shall be measured as pre-scribed in ASTM D2122.

Unless otherwise specified, the pipe shall conform to the requirements listed in this specification and the applicable reference specifications in table 547–2, the requirements specified in Construction Specification 45, Plastic Pipe, and the requirements shown on the drawings.

Fittings and joints—Fittings and joints shall be of a schedule, SDR or DR, pressure class, external load carrying capacity, or pipe stiffness that equals or exceeds that of the plastic pipe. The dimensions of fittings and joints shall be compatible with the pipe and measured in accordance with ASTM D2122. Joint and fitting material shall be compatible with the pipe material. The joints and fittings shall be as uniform as commercially practicable in color, opaqueness, den-sity, and other specified physical properties. It shall be free from visible cracks, holes, foreign inclusions, or other defects.

Fittings and joints shall conform to the requirements listed in this specification, the requirements of the applicable specification referenced in the ASTM or AWWA specification for the pipe, the requirements specified in Construction Specification 45, and the requirements shown on the drawings.

Solvents—Solvents for solvent welded pipe joints shall be compatible with the plastic pipe used and shall conform to the requirements of the applicable specification referenced in the ASTM or AWWA specifi-cation for the pipe, fitting, or joint.

Gaskets—Rubber gaskets for pipe joints shall con-form to the requirements of ASTM F477, Elastomeric Seals (Gaskets) for Jointing Plastic Pipe.

3. Perforations When perforated pipe is specified, perforations shall conform to the following requirements unless oth-erwise specified in Construction Specification 45 or shown on the drawings:

a. Perforations shall be either circular or slots.

b. Circular perforations shall be 1/4 ± 1/16-inch diameter holes arranged in rows parallel to the axis of the pipe. Perforations shall be evenly spaced along each row such that the center-to-center distance between perforations is not less than eight times the perforation diameter.

Perforations may appear at the ends of short and random lengths. The minimum perforation opening per foot of pipe shall be as shown in table 547–1.

Material Specification 547—Plastic Pipe

Table 547–1 Perforations

Nominal pipe size (in)

Minimum number of rows Minimum opening/foot (in2) circular slot

4 2 2 0.22

6 4 2 0.44

8 4 2 0.44

10 4 2 0.44

12 6 2 0.66

Part 642

National Standard Material Specifications

Chapter 3

547–2 (210–VI–NEH, amend. 32, January 2009)

Rows shall be arranged in two equal groups at equal distance from the bottom on each side of the vertical centerline of the pipe. The lower-most rows of perforations shall be separated by an arc of not less than 60 degrees or more than 125 degrees. The uppermost rows of perfora-tions shall be separated by an arc not to exceed 166 degrees. The spacing of rows between these limits shall be uniform. The minimum number of rows shall be as shown in table 547–1.

c. Slot perforations shall be symmetrically located in two rows, one on each side of the pipe cen-terline. Slot perforations shall be located within the lower quadrants of the pipe with slots no wider than 1/8 inch and spaced not to exceed 11 times the perforation width. Minimum perfo-ration opening per lineal foot of pipe shall be as shown in table 547–1.

d. On both the inside and outside of the pipe, perforations shall be free of cuttings or frayed edges and of any material that would reduce the effective opening.

Material Specification 547 Plastic Pipe (continued)

Part 642

National Standard Material Specifications

Chapter 3

547–3(210–VI–NEH, amend. 32, January 2009)

Table 547–2 Pipe specification

Pipe Specification

Poly vinyl chloride (PVC) pipe

Plastic pipe - Schedules 40, 80, 120....................................................................................................................ASTM D1785

ASTM D2466

Pressure rated pipe - SDR Series........................................................................................................................AWWA C900

ASTM D2241

Plastic drain, waste, and vent pipe and fittings................................................................................................ASTM D2665 Joints for IPS PVC pipe using solvent weld cement........................................................................................ASTM D2672 Composite sewer pipe..........................................................................................................................................ASTM D2680 Type PSM PVC sewer pipe and fittings..............................................................................................................ASTM D3034 Large-diameter gravity sewer pipe and fittings.................................................................................................ASTM F679 Smooth-Wall Underdrain Systems for Highway, Airport, and Similar Drainage..........................................ASTM F758 Profile gravity sewer pipe and fittings based on controlled inside diameter................................................ASTM F794 Corrugated sewer pipe with a smooth interior and fittings............................................................................ASTM F949 Pressure pipe, 4-inch through 12-inch for water distribution.........................................................................AWWA C900 Water transmission pipe, nominal diameters 14-inch through 36-inch..........................................................AWWA C905

Polyethylene (PE) plastic pipe Schedule 40...........................................................................................................................................................ASTM D2104 12 to 60-inch annular corrugated profile-wall polyethylene (PE) pipe and fittings.....................................ASTM F2306 SIDR-PR based on controlled inside diameter.................................................................................................ASTM D2239 Schedules 40 and 80 Based on outside diameter..............................................................................................ASTM D2447 SDR-PR based on controlled outside diameter................................................................................................ASTM D3035

High density polyethylene (HDPE) plastic pipe Plastic pipe and fittings........................................................................................................................................ASTM D3350 SDR-PR based on controlled outside diameter................................................................................................ASTM F714 Heat joining polyolefin pipe and fittings............................................................................................................ASTM D2657

Acrylonitrile-butadiene-styrene (ABS) pipe Plastic pipe, schedules 40 and 80.......................................................................................................................ASTM D1527 Composite sewer pipe..........................................................................................................................................ASTM D2680

Material Specification 547 Plastic Pipe (continued)

Part 642

National Standard Material Specifications

Chapter 3

571–1(210–VI–NEH, amend. 32, January 2009)

1. Scope This specification covers the quality of metal slide gates for water control.

2. Class and type of gate The class of gate is expressed as a numerical symbol composed of the seating head and unseating head. The two numbers are separated by a hyphen with the seat-ing head listed first. For this purpose, the heads shall be expressed in terms of feet of water. Gates shall be of the specified types as defined:

Light duty

Moderate duty Type MMS-1 Cast iron with bronze seat facings, cast iron or galvanized structural steel guides, and galvanized steel, bronze, or stainless steel fasteners.

Type MMS-2 Cast iron with bronze seat facings, cost iron or stainless steel guides, and bronze or stainless steel fasteners. Guides and fas-teners are stainless steel, when specified.

Heavy duty Type MHS-1 Have gray cast iron slides, frames, guides, and yokes, and are fitted with bronze seat facings, bronze wedges and wedge blocks or wedge seat facings, and bronze stem blocks or thrust nuts;

bronze or stainless steel fasteners; and cold rolled steel stems except where stainless steel stems are specified.

Type MHS-2 Have gray cast iron slides, frame, guides, and yokes, and are fitted with stainless steel seat facings, wedges, wedge seat facings, stems and fasteners; and auste-nitic cast iron stem blocks or thrust nuts.

Type MHS-3 Have austenitic gray cast iron slides, frames, guides, and yokes, and are fitted with nickel-copper alloy seat facings, wedges, wedge seat facings, stems and fasteners; and austenitic cast iron stem blocks or thrust nuts.

3. Quality of material Material for slide gates and appurtenances shall con-form to the requirements of the applicable specifica-tions listed below for the alloy, grade, type, or class of material and the condition and finish appropriate to the structural and operational requirements.

Material ASTM specification

Cast iron and gray cast iron...................... A48, Class 30 A126, Class B Austenitic cast iron.................................................. A436 Structural steel shapes, plates, ................................ A36 and bars Cold rolled steel........................................................ A108 Carbon steel bars........................................A108 or A575 Stainless steel.................................................A167, A276,

Castings, nickel and nickel alloy............................ A494 Carbon steel sheets and strips.............................. A1011 Zinc-coated carbon steel sheets...............A653 or A924 Bronze bar, rods, shapes................................B21 or B98 Naval bronze............................................................... B21 Phosphor bronze.........................................B103 or B139 Manganese bronze......................................B138 or B584 Silicon bronze...............................................B98 or B584 Cast bronze................................................................ B584 Nickel-copper alloy plate, sheet, ........................... B127 strip Nickel-copper alloy rod or bar................................ B164

Galvanizing (zinc coating) shall conform to the re-quirements of Material Specification 582.

Material Specification 571—Slide Gates

Part 642

National Standard Material Specifications

Chapter 3

571–2 (210–VI–NEH, amend. 32, January 2009)

4. Fabricated metal gates (light duty gates) Fabricated metal gates shall be built to withstand the seating head expressed by the gate class designation.

Unless otherwise specified, the gates shall be galva-nized steel with flat-back frames.

5. Cast iron gates (light duty gates) The frame shall be cast iron of the specified type. The front face shall be machined to receive the gate guides.

The gate slide shall be cast iron and shall be fabri-cated to withstand the seating and unseating heads expressed by the gate class designation as defined in section 2 of this specification.

Grooves shall be cast on the vertical sides of the slide to match the guide angles.

The gates guides shall be galvanized structural steel and shall be fabricated to withstand the total thrust of the gate slide from water pressure and wedge action under maximum operating conditions.

Wedges and wedge seats shall have smooth bearing surfaces. Wedges may be cast as integral parts of the slide. Removable wedges and wedge seats shall be fas-tened to the slide, frame, or guides by means of suit-able studs, screws, or bolts and shall be firmly locked in place after final adjustment. Each interacting set of wedge and wedge seat shall be adjustable as needed to ensure accurate and effective contact. Adjusting bolts or screws shall be bronze or galvanized steel.

Seat facings shall be machined to a smooth finish to ensure proper watertight contact.

6. Frame or seat (moderate and heavy duty gates) The frame shall be cast iron and of the specified type.

The front face shall be machined to receive the gates guides, and the rear face shall be machined as required to match the specified attaching means. For heavy duty gates, a dovetailed groove shall be machined on the perimeter of the front face to receive the seat facing.

7. Gate slide (moderate and heavy duty gates) The gate slide shall be cast iron, rectangular in shape, and shall have horizontal and vertical stiffening ribs of sufficient section to withstand the seating and unseat-ing heads expressed by the gate class designation as defined in section 2 of this specification. For heavy duty gates, a dovetailed groove shall be machined on the perimeter of the slide face to receive the seat facing.

Tongues shall be machined on the vertical sides of the slide along its entire height to match the guide grooves and angles with a maximum clearance of 1/16 inch for gates smaller than 54 inches by 54 inches, and 1/8 inch for larger gates.

A nut pocket with reinforcing ribs shall be integrally cast on the vertical centerline and above the horizontal centerline of the slide. The pocket shall be of a shape adequate to receive a flat-backed thrust nut or stem block and shall be built to withstand the opening and closing thrust of the stem.

8. Gate guides (moderate and heavy duty gates) The gate guides shall be built to withstand the total thrust of the gate slide from water pressure and wedge action. The gate guides shall be cast iron for heavy duty gates.

Grooves shall be machine-in cast iron guides to re-ceive the tongue on the gate slide throughout the entire length of the guide.

The guides shall be of adequate length to retain a mini-mum of one-half the height of the gate slide when the gate is fully opened.

9. Wedges and wedge seats (moderate and heavy duty gates) Pads for supporting wedges, wedge seats (or blocks), and wedge loops (or stirrups) shall be cast as integral parts of the gate frame, slide, or guides and shall be accurately machined to receive those parts.

Material Specification 571 Slide Gates (continued)

Part 642

National Standard Material Specifications

Chapter 3

571–3(210–VI–NEH, amend. 32, January 2009)

Wedges and wedge seats shall have smooth bear-ing surfaces for moderate duty gates and shall have machine finish bearing surfaces for heavy duty gates.

Removable wedges may be cast as integral part of the slide for moderate duty gates. Wedges shall be fastened to the gate slide, frame, or guides with suit-able studs, screws, or bolts and shall be firmly locked in place after final adjustment. Each interacting set of wedge and wedge seat shall be adjustable as needed to ensure accurate and effective contact.

10. Seat facing Moderate duty gates—Seat facings shall be ma-chined to a smooth finish to ensure proper watertight contact. Bronze facings shall be securely attached by welding or other approved methods.

Heavy duty gates—Seat facings shall be pressed or impacted into the machined dovetailed grooves on the gate slide and frame and machined to a smooth finish to ensure proper watertight contact.

11. Yoke When a self-contained gate is specified, the yoke shall be of such design as to withstand the loads resulting from normal operation of the gate. For moderate and heavy duty gates, cast iron yokes shall be provided with machined pads for connecting to the ends of gate guides and to receive the stem thrust cap or hand-wheel lift.

12. Flush bottom seal (heavy duty gate) When a flush bottom sealing gates is specified, a solid, square-corner type rubber seal shall be provided at the bottom of the gate opening. It shall be securely attached either to the bottom of the slide or to the frame. Metal surfaces bearing on the rubber seal shall be smooth and rounded as necessary to prevent cut-ting of the seal during gate operation.

13. Gate stem and lift (or hoist) The gate stem and lift/hoist shall be of the specified type, size, and capacity and, if hand operated, shall be capable of moving the gate slide under normal condi-tions, following unseating from the wedging device, with a pull on the handwheel or crank of not more than 25 pounds with the specified seating and/or un-seating head of water against the gate.

Unless otherwise specified, the stem shall be carbon steel and shall be furnished in sections as necessary to permit reasonable ease in installation. Couplings shall be bolted, pinned, or keyed to the stem.