SECTION 02222 GABION MATTRESSES INDEX 1. SCOPE 3. MATERIALS 2. GENERAL 4. INSTALLATION 1. SCOPE. 1.1 Contractor

ZERO ACCIDENTS ; SECTION 02222 GABION MATTRESSES INDEX 1. SCOPE 3. MATERIALS 2. GENERAL 4. INSTALLATION

1. SCOPE. 1.1 Contractor shall furnish and place gabion mattresses at the locations indicated on the drawings. 1.2 Gabions shall be manufactured in such a manner that their sides, ends, lid and partition panels can be assembled to form rectangular units of the specified dimensions, and as shown. 1.3 Gabions shall be of a single unit construction. Front, base, back and lid shall be woven into a single unit. Ends and partition panels shall be factory connected to the base. 2. GENERAL. 2.1 Gabion mattress shall conform to the following typical dimensions 6'W x 9'to 12'L x 12" thick. Partition panels shall be spaced no greater than 3 feet apart. 2.2 Mesh openings shall be hexagonal in shape with 2 1/2" x 3 1/4" nominal mesh. 2.3 Mesh joints shall be flexible and triple twisted to prevent nravelling. 2.4 All perimeter edges of the mesh forming the gabion shall be securely selvedged so that the joints obtained have at least the same strength as the wire mesh itself. \ . . • 2.5 All dimensions are subject to tolerance limit of ±3% or manufacturer's specified sizes. 3. MATERIALS. 3.1 Galvanized steel wire shall be in accordance with the following. 3.1.1 Mesh Wire. The diameter of the steel wire mesh shall be U.S. Steel Wire Gage No. 11 after galvanization. 3.1.2 Selvedge Wire. The diameter of the selvedge wire, running through all the edges (perimeter wire), shall be U.S. Steel Wire Gage No. 10 after galvanization. 3.1.3 Lacing Wire. The diameter of the wire, necessary for assembling and lacing the gabion units, shall be U.S. Steel Wire Gage No. 13 after galvanization. 3.2 All wire gauges are subject to a tolerance of ±2.50% of the manufacturer's stated specifications. 3.3 Tensile strength of all wire used for manufacturing gabion mattresses and lacing wire shall range from 60,000 to 85,000 psi in accordance with Federal Specifications (QQ-W-461g, Class 3). 3.4 Load Test and Elongation Test shall be conducted in accordance with Federal Specifications (QQ-W-461g, Class 3).

0285-33-2/CD 02222-1 3.5 Steel wire used shall be galvanized having a minimum amount of zinc coating of 0.80 oz/sq.ft. of wire, complying with Federal Specification (QQ-W-461g, Class 3). 4. INSTALLATION. 4.1 GABION MATTRESS ASSEMBLY. 4.1.1 Gabions shall be supplied folded flat, ties in pairs and packed in bundles. Single gabions shall be removed from the bundle, unfolded flat on the ground and all kinks and bends flattened. 4.1.2 Contractor shall assemble each gabion unit individually by erecting the sides (front and back), ends and partition panels ensuring that all creases are in the correct position and the tops of all sides level. 4.1.3 The Contractor shall lace the four corners of the gabion unit first, followed by the edges or internal partition panels to the sides. 4.1.4 The lacing procedure consists of cutting a length of lacing wire (approximately 1-1/2 times the distance to be laced - not to exceed five feet). Secure the wire terminal at the corner by looping and twisting, then proceed to lace with alternating single and double loops at approximately five inch intervals. Securely fasten the other lacing wire terminal. 4.2 GABION MATTRESS INSTALLATION. 4.2.1 Assembled gabion units shall be carried to the job site and placed in their proper location. For structural integrity, all adjoining empty gabion mattresses shall be laced along the perimeter of their contact surfaces in order to obtain a monolithic mattress. 4.2.2 While under tension, gabion joints shall be carefully controlled against possible unravelling. 4.2.3 Gabion mattresses shall be filled with clean, hard, durable field or cobble stone, four to eight inches in size, or as approved by the Contracting Officer. Stones shall be free from soft rock, debris and soil. 4.2.4 Care shall be taken when placing fill material to assure that the sheathing on gabion mattresses will not be broken or damaged. 4.2.5 The cells in any row shall be filled in stages so that local deformation may be avoided. 4.2.6 Along all exposed gabion faces, the outer layer of stone shall be carefully placed and packed by hand, in order to ensure proper alignment and a neat, compact, square appearance. 4.2.7 The last layer of stone shall be leveled with the top of the gabion to allow proper closing of the lid and provide an even surface. 4.2.8 Well packed filling without undue bulging, and secure lacing, is essential in all structures. 4.2.9 Lids shall be stretched tight over the filling, using bars or lid closing tools, until the lid meets the perimeter edges or front and end panels. 4.2.10 Lids shall then be tightly laced along all edges, ends and diaphragm(s) in the same manner as described hereinbefore for assembling. 4.2.11 Where shown on the Drawings or otherwise directed by the Contracting Officer, gabion mesh shall be cut, folded and wired together to suit existing site conditions. Mesh must be cleanly cut and surplus mesh cut out completely, or folded back and neatly wired to an adjacent gabion face. Cut edges of mesh shall be securely laced together with lacing wire in the manner described above for assembling.

0285-33-2/CD 02222-2 ZERO ACCIDENTS SECTION 02223 RIPRAP AND BEDDING MATERIAL INDEX ; 1. SCOPE " 3. DELIVERY, STORAGE AND HANDLING 2. SUBMITTALS 4. MATERIALS

1. SCOPE. CONTRACTOR shall furnish all labor, equipment and materials necessary to place a protective covering of well-graded stone on drainage channels indicated on the drawings. 2. SUBMITTALS. 2.1. CATEGORY I. None. 2.2. CATEGORY II. Certificates of Compliance. 3. DELIVERY, STORAGE AND HANDLING. All aggregates shall be delivered and stored in such a manner and location to prevent contamination with sediment or debris. Stockpiles shall be clear of construction activities and contaminated materials handling areas. '4. MATERIALS. 4.1. Riprap shall consist of stones shaped as nearly as practicable in the form of right angular prism. Riprap shall have a d50 valve of 3-inches, and hall conform to the following gradation requirements: Percent Lighter Stone Size _ bv Weight 5 inches 100 3 inches 35 - 55 Smaller than No. 10 Sieve 0-10 4.2. The gradation of materials furnished for use as riprap will be accepted or rejected based on a visual examination of the material by the Contracting Engineer. Material shall contain less than 20 percent of stones with a ratio of maximum-to-minimum dimension greater than three, and a sufficient amount of stones smaller than the average stone size to fill the spaces between the larger stones. Gradation for a 12" riprap layer is: d.00 10 - 26 Ibs d50 5 - 11 Ibs d15 2 - 5 Ibs

'285-33-2/CD 02223-1

§/ 4.3. Bedding material shall consist of crushed gravel or stone and shall conform to the following gradation requirements: Percent of Total Sieve Size bv Weight 2 inch 100 1/4 inch 25 - 60 No. 40 5-40 No. 200 0-10 4.4. A woven geotextile shall be placed under the bedding material and riprap. See SECTION: GEOTEXTILES USED AS FILTERS for material specifications. 5. PLACING 5.1. Minimum total thickness of the riprap layer shall be nine inches (9") and the minimum total thickness of the bedding layer shall be three inches (3"). 5.2. The stones shall be placed so that the weight of the stone is carried by the underlying material and not by the adjacent stones. On slopes, the largest of stones shall be at the bottom. Riprap shall be of proper size to. form a compact solid blanket to protect the slopes. 5.3. The ground surface on which the stone riprap is to be placed shall be free of brush, trees, stumps, and other objectionable material and shall be dressed to a smooth surface. All soft or spongy material shall be removed to the depth specified or as directed by the Contract Officer and replaced with select granular fill material and compacted in an approved manner. 5.4. Where soft or spongy material exists, it shall be removed to a depth of six inches (6") and replaced with bedding material. The bedding material shall be placed upon the prepared area to a minimum depth of six inches (6") using methods which will not cause segregation of the particle sizes. Bedding material shall be select granular fill as specified under Section 2D5. Bedding material that has become contaminated by natural soils or other materials shall be removed and replaced with uncontaminated bedding material at the Contractor's expense. 5.5. Geotextile underlayment shall be installed and anchored in accordance with manufacturer's recommendations. 5.6. Riprap shall be placed in a manner that will produce a reasonably well-graded mass of stone with smaller stone fragments filling the space between the larger ones, so as to result in the minimum practicable percentage of voids. 5.7. Riprap placed shall be in conformance with the lines, grades, and thicknesses shown on the plans. 5.8. Riprap used for bank or channel protection shall be placed to its full course thickness in one operation, unless other wise directed by the Contract Officer, and in such manner that the underlying material will not be displaced or worked into the layer of stone filling. 5.9. Placement of stone upon firm subgrade or finished bedding material shall be carefully controlled to avoid disruption and damage to the layer of bedding material. 5.10. The stone shall be so placed and distributed that there will be no poc-ets of uniform size material. 5.11. The desired distribution of the various sizes of stone throughout the mass shall be obtained by selective loading of the material at the quarry or 0285-33-2/CD 02223-2

48003752 other source; by controlled dumping of successive loads during the final placing; or by other methods of placement which will produce the specified results. 5.12. Rearranging of individual stones by mechanical equipment or by hand will be required to the extent necessary to secure the specified results.

285-33-2/CD 02223-3 ZERO ACCIDENTS SECTION 02230 . MAINTENANCE ACCESS ROAD INDEX 1. SCOPE 4. MATERIALS 2. PURPOSE 5. CONSTRUCTION 3. APPLICABLE PUBLICATIONS

1. SCOPE. The work covered by this section of the Specifications consists of 'furnishing all labor, equipment, and materials and of performing all operations in connection with constructing a stabilized access road of aggregate underlain with filter cloth in accordance with these Specifications and the contract drawings. This specification describes the permanent maintenance access road to be installed near the end of construction activities. It does not specify requirements for any access or haul roads that the contractor may provide over the site surface during construction activities. 2. PURPOSE. To provide a stable roadbed for maintenance vehicles to enter, service, and leave the site while eliminating the deterioration of the underlying cap and the tracking of sediments offsite. 3. APPLICABLE PUBLICATIONS. The following publications of the issues listed below, but referred to hereafter by basic designation only, form a part of this specification to the extent indicated by the reference thereto. 3.1. American Society for Testing and Materials (ASTM) Standards. C 88-83 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate . Q 422-63 Particle-Size Analysis of Soils D 751-79 Method'of Testing Coated Fabrics (modified) D 1140 Amount of Materials in Soil Finer than the No. 200 Sieve D 2487-85 Classification of Soils for Engineering Purposes D 1682-64 Test Methods for Breaking Loan and Elongation of Textile Fabrics D 2786-80a Test Method for Hydraulic Bursting Strength of Knotted Goods, and Nonwoven Fabrics: Diaphragm Bursting Strength Test Method 3.2. Others. US Std. Sieve Equivalent Opening Size CV-02215 4. MATERIALS. 4.1. Aggregate Size. Aggregate shall meet the requirements of AASHTO M43 Size No. 1 when testing in accordance with AASHTO T27 omitting AASHTO Til. 4.2. Geotextiles. (Reference SECTION: GEOTEXTILES FOR PAVED AREAS for geotextile requirement.

0285-33-2/CD 02230-1 5. CONSTRUCTION. 5.1. Stone Size. AASHTO M43 Size No. 1, compacted by passing an approved 30-ton roller or loaded dump truck across the surface to a stable roadbed. 5.2. Length. As identified on the contract drawings. 5.3. Thickness. Not less than 12 inches. 5.4 Width. 12-foot minimum, but not less than the full width at points where ingress or egress occurs. 5.5. Geotextile. Will be placed over the entire area prior to placing of stone. 5.6. Surface Water. All surface water flowing or diverted toward the access road shall be piped across as warranted. If piping is impractical, a mountable berm with 5:1 slopes will be permitted. 5.7. This access road shall be maintained in a condition which will prevent tracking or flowing of sediment onto public rights-of-way. This may require periodic top dressing with additional stone as conditions demand and repair and/or cleanout of any measures used to trap sediment. 5.8. Field Conditions. Should conditions arise in the field that render the drawings, these Specifications, or the requirements of the access road inappropriate or inadequate, the Contractor shall immediately notify the Contract Officer. Additional drawings or modifications, when required, will be furnished by the Contracting Officer.

0285-33-2/CD 02230-2 W003755 March 1989 ZERO ACCIDENTS SECTION 02241 CRUSHED AGGREGATE BASE COURSE INDEX 1. APPLICABLE PUBLICATIONS 6. STOCKPILING MATERIAL 2. EQUIPMENT 7. NOT USED 3. APPROVAL, SAMPLING, AND TESTING 8. AGGREGATES 4. SUBMITTALS 9. CONSTRUCTION 5. WEATHER LIMITATIONS 10. MAINTENANCE

1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the,text by the basic designation only. 1.1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS. C 88-83 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate C 117-84 Materials Finer Than 75-um (No. 200) Sieve in Mineral Aggregates by Washing C 131-81 Resistance to Degradation of Small Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine C 136-84 Sieve Analysis of Fine and Coarse Aggregates D 75-87 Sampling Aggregates D 422-63 Particle-Size Analysis of Soils (R 1972) D 1557-78 Moisture-Density Relations of Soils and Soil- Aggregate Mixtures'Using 10-1b Rammer and 18-inch Drop D 2922-81 Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) D'3017-78 Moisture Content of.So.il and Soil Aggregate in Place by Nuclear Methods (Shallow Depth) D 4318-84 Liquid Limit, Plastic Limit, and Plasticity Index of Soils E 11-81 Wire-Cloth Sieves for Testing Purposes 2. EQUIPMENT. All plant, equipment, tools and machines used in the performance of the work shall be subject to approval prior to commencement of work. This equipment shall be maintained in satisfactory working condition at all times. • ; ' 3. APPROVAL, SAMPLING, AND TESTING. Sampling and testing shall be the responsibility of the Contractor and shall be performed at no additional cost to the Government. Sampling and testing shall be performed by an approved commercial testing laboratory, or by the Contractor subject to approval. Tests shall be performed at the frequency specified hereinafter. Copies of test results shall be furnished to the Contracting:0fficer as soon as tests

0285-33-2/CD 02241-1 are performed and in every case prior to placing subsequent construction over completed base course. 3.1. GENERAL. The Contractor shall select the source of materials and perform initial sampling and testing sufficiently in advance to not delay the work. The Contractor shall control his operations during production and placement of material, so that materials in the completed course will meet specified requirements. All quality control sampling and testing shall be performed by the Contractor in accordance with paragraph: CONTRACTOR QUALITY CONTROL in SECTION: SPECIAL CLAUSES, and as specified herein. The Government may perform verification tests for final approval of materials in the completed course. 3.2. SAMPLES. All samples including those required and used by the Contractor for control of his operations, shall be representative of materials being placed. In addition, samples shall be taken from completed and compacted course. All samples shall be taken in conformance with ASTM D 75 unless otherwise approved or directed. 3.3. TESTS. The following tests shall be performed by the Contractor. 3.3.1. Sieve Analyses shall be made in accordance with ASTM C 117, C 136, and D 422. Sieves shall conform to ASTM E 11. 3.3.2. Wear (L.A. Abrasion) Test shall be made in conformance with ASTM C 131. 3.3.3. Soundness shall be determined in accordance with ASTM Standard C 88 using magnesium sulfate. 3.3.4. Liquid-Limit and Plasticity-Index shall be determined in accordance with ASTM D 4318. 3.3.5. Moisture-Density Determinations. The maximum density and optimum moisture shall be determined in accordance with ASTM D 1557, Method D. 3.3.6. Field Density. Density shall be measured in the field in accordance with ASTM D 1556 or ASTM D 2922. For the method presented in ASTM D 1556, the base plate as shown in the drawing shall be used. Tests performed in accordance with ASTM D 2922 result in a wet unit weight of soil. When using this method, ASTM D 3017 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gages shall also be checked along with density calibration checks as described in ASTM D 3017. Calibration curves for the moisture gages as specified in ASTM D 3017 and for density gages as specified in ASTM D 2922 shall be furnished. The calibration curves for the moisture gages and density gages shall be checked at the beginning of the job and on each type of material encountered on the job. If nuclear devices are used, not less than 1 of every 10 consecutive field density tests shall be in accordance with ASTM D 1556 to provide correlation. Calibration curves, test results, and correlation tests shall be furnished within 24 hours of the conclusion of the tests. At least one field density test shall be performed for each 1,000 square yards of each layer of base material. 3.3.7. Crushed Particles shall be determined by visual examination and measurement. 3.3.8. Degree of Compaction required under the paragraph: COMPACTION is expressed as a percentage of the maximum density obtained by the test procedure in ASTM D 1557, Method D. This will be abbreviated hereinafter as percent laboratory maximum density.

0285-33-2/CD 02241-2 £8003.757 3.4. TESTING FREQUENCY. 3.4.1. Initial Tests. One of each of the following tests shall be performed on the proposed material prior to commencing construction to emonstrate that the proposed material will meet all specified requirements when furnished and after placing and compaction. Sieve Analysis including 0.02 mm size material L.A. Abrasion Particle Shape Crushed Particles, unless material is crushed quarried rock Soundness Liquid-Limit and Plasticity-Index Moisture-Density Relationship 3.4.2. In-Place Tests. One of each of the following tests shall be performed on samples taken from the placed and compacted base course. Samples shall be taken for each 1,000 square yards of each layer of material placed in each area. Sieve Analysis including 0.02mm size material Field Density and Moisture Liquid Limit and Plasticity Index Crushed Particles, unless the material is crushed quarried rock or unless otherwise approved 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit data as specified herein on the following: 4.1. CATEGORY I. None. 4.2. CATEGORY II. (For Information Only) Initial test results on proposed material (Para. 3.4.1) In-place tests (Para. 3.4.2) 5. WEATHER LIMITATIONS. Courses shall be constructed only when atmospheric temperature is above 35 degrees F. When the temperature falls below 35 degrees F., the Contractor shall protect, by approved methods, all areas of completed or partially completed crushed aggregate base course against freezing. 6. STOCKPILING MATERIAL. Prior to stockpiling of material, storage sites shall be cleared and leveled. Aggregates shall be stockpiled on designated cleared and leveled areas so as to prevent segregation. Aggregates and binders obtained from different sources shall be stockpiled separately. 7. NOT USED. 8. AGGREGATES. Aggregates shall consist of crushed stone, crushed gravel, angular sand or other approyecLsound, durable materials processed and blended or naturally combined. Aggregates shall be durable and sound, free from foreign materials such as organic matter, lumps of clay and coatings. The Contractor shall obtain materials that meet the requirements specified herein and that can be constructed to meet the gradation, compaction and smoothness requirements specified herein after placement. The material retained on a No. 4 sieve shall be known as coarse aggregate; that passing the No. 4 sieve shall be known as binder material.

285-33-2/CD 02241-3

a*QG3758 8.1. COARSE AGGREGATE conforming to the requirements specified above shall have a percentage of wear not to exceed 50 percent after 500 revolutions when tested in accordance with ASTM C 131. When subjected to 5 cycles of the soundness test, in accordance with ASTM Standard C 88 using magnesium sulfate, the loss in weight of coarse aggregate shall not exceed 18 percent. Coarse aggregate shall consist of crushed rock or crushed gravel having angular fragments uniform in density and quality. The amount of flat and elongated particles shall not exceed 30 percent. A flat particle is one having a ratio of width to thickness greater than 3, and an elongated particle is one having a ratio of length to width greater than 3. Crushed gravel shall conform to the requirements of Crushed Gravel or Coarse Aggregate below. The Contractor shall notify the Contracting Officer in writing stating which subparagraphs the crushed gravel shall conform to, and the selected paragraph requirements shall be mandatory for the entire job. 8.1.1. Crushed Gravel shall be manufactured from gravel particles 50 percent of which by weight are retained on the maximum size sieve listed in GRADATION below. 8.1.2. Crushed Stone retained on each sieve specified shall contain at least 50 percent by weight of crushed pieces having two or more freshly fractured faces with the area of each face being at least equal to 75 percent of the smallest midsectional area of the piece. When two fractures are adjacent, the angle between the planes of the fractures must be at least 30 degrees to count as two fractured faces. 8.2. BINDER MATERIAL shall consist of screenings, angular sand or other finely divided mineral matter processed or naturally combined with the coarse aggregate. The portion of any component, or of the completed course passing the No. 40 sieve shall be either nonplastic or shall have a liquid limit not greater than 25 and a plasticity index not greater than 5. 8.3. GRADATION requirements shall apply to the completed base. The maximum size of aggregate shall be not over 1 1/2 inches and the material shall be well graded within the limits specified below. The Contractor shall designate one of the following gradations for use on the project and all the material furnished for the project shall conform to the designated gradations after placement and compaction. Sieve Designation Percentage by Weight Passing Square-Mesh Sieve No. 1 No. 2 2 inches 1-1/2 inch 100 1 inch 60-100 100 1/2 inch 30-65 40-70 No. 4 20-50 20-50 No. 10 15-40 15-40 No. 40 5-25 . 5-25 No. 200 0-8 0-8 0.02 mm 0-3 0-3 The above gradations represent the extreme limits which shall determine suitability of aggregate for use from all sources of supply. The aggregate used in the work shall have a gradation within the limits designated in the table, and shall not vary from the low limit on one sieve to the high limit on

0285-33-2/CD 02241-4 the adjacent sieve or vice versa, but shall be well graded from coarse to fine. CONSTRUCTION. 9.1. GRADE CONTROL. During construction the lines and grades including crown and cross slope indicated shall be maintained by means of line and grade stakes placed by the Contractor in accordance with SPECIAL CLAUSES. 9.2. OPERATION OF PITS OR QUARRIES. Not used. 9.3. PREPARATION OF SUBGRADE . Prior to constructing crushed aggregate base course, the previously constructed subgrade shall be cleaned of all foreign substances. The subgrade shall conform to SECTION: GRADING. Ruts or soft, yielding spots in the subgrade areas having inadequate compaction, and deviations of the surface from requirements set forth therein shall be Corrected to specification requirements prior to placing the base course. The finished subgrade shall not be disturbed by traffic or other operations and shall be maintained by Contractor in a satisfactory condition until base course is placed. 9.4. MIXING AND PLACING. Materials shall be mixed by the stationary- plant, traveling-plant, or road-mix method and placed in such a manner as to obtain uniformity of the crushed aggregate base course material and at a uniform optimum water content for compaction.' Contractor shall make such adjustments in mixing or placing procedures or in equipment to obtain the true grades, to minimize segregation and degradation, to reduce or accelerate loss or increase of water, and to insure a satisfactory base course. 9.5. COMPACTION. Each layer of crushed aggregate base course including shoulders shall be compacted. Water content shall be maintained at optimum. Density of compacted mixture shall be at least 100 percent of laboratory aximum density. Rolling shall begin at the outside edge of the surface and roceed to the center, overlapping on successive trips at least.one-half the width of the roller. Alternate trips of the roller shall be slightly different lengths. Speed of the roller shall be such that displacement of the aggregate does not occur. Areas inaccessible to the rollers shall be compacted with mechanical tampers, and shall be shaped and.finished by hand methods. 9.6. LAYER THICKNESS. The compacted thickness of the crushed aggregate base course shall be as indicated. When a compacted layer of 6 inches or less is specified, the material shall be placed in a single layer. When,a compacted thickness of more than 6 inches is required, no single layer of the placed material shall be in excess of 8 inches nor less than 3 inches when compacted. 9.7. EDGES OF THE BASE COURSE. Not used. 9.8. FINISHING. The surface of the top layer shall be finished to grade and cross section shown. Finished surface shall be of uniform texture. Light blading during compaction may be necessary for the finished surface to conform to the lines, grades, and cross sections. Should the surface for any reason become rough, corrugated, uneven in texture, or traffic marked prior to completion, such unsatisfactory portion shall be scarified, reworked, recompacted, or replaced as directed. 9.9. SMOOTHNESS. The surface of each the layer shall show no deviations in excess of 3/8 inch when tested with a 10-foot straightedge applied both parallel with and at right angles to the centerline of the base-course area. Deviations exceeding this amount shall be corrected by

0285-33-2/CD 02241-5

^003760 removing material and replacing with new material, or by reworking existing material and compacting. 9.10. THICKNESS CONTROL. The Contractor shall control his operations by measurements to insure placement of materials to the thickness specified. Thickness measurements shall be made by test holes at least 3 inches in diameter through the course. One depth measurement shall be made for each 500 square yards or part thereof of base course. Measurements may be made by the Government for verification of compliance; however, the Contractor shall not depend on such measurements for his control of operations. The completed thickness of the base course shall be within 1/2 inch plus or minus of the thickness shown on the drawings. Where the measured thickness is deficient by more than 1/2 inch, the Contractor shall correct such areas by scarifying, adding mixture of proper gradation, reblading and recompacting. The average job thickness shall be the average of the job measurements as specified above but within 1/4 inch of the thickness indicated. 10. MAINTENANCE. The crushed aggregate base course shall be maintained in a satisfactory condition until accepted. Areas of crushed aggregate base course damaged by freezing, rainfall or other weather conditions shall be corrected to meet specified requirements.

0285-33-2/CD 02241-6 4ftQ0376f ZERO ACCIDENTS SECTION 02245 TOPSOIL CAP = INDEX 1. SCOPE 4. MATERIALS 2. APPLICABLE PUBLICATIONS 5. SUBGRADE PREPARATION 3. SUBMITTALS 6. PLACEMENT

1. SCOPE 1.1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install a topsoil cap. 1.2. The types of topsoil work include the following: 1.2.1. Procurement and placement of 12-inches of topsoil from off-site sources or as otherwise stated. 1.2.2. The minimum 12-inch thickness topsoil cap shall consist of two 6-inch topsoil layers. The upper 6-inch layer will be designated as Grade A topsoil and the lower 6-inch layer of topsoil shall be designated as Grade B topsoil. Refer also to Part 3.4 of this section. 1.2.3. Provide and supply topsoil amendments to provide acceptable material for landscape Work. 1.2.4. Maintenance Work. 1.2.5. Surveying the mining areas and providing equipment and personnel to assist the ENGINEER in collecting representative soil samples. APPLICABLE PUBLICATIONS. The publications listed below form a part of the specification to the extent referenced. The publication referenced to is in the text by basic designation only. 2.1. AMERICAN SOCIETY FOR TESTING AND MATERIAL (ASTM) STANDARDS. 2.1.1. C ASTM 602, Agricultural Lining Materials. 2.1.2. D ASTM 2487, Classifications of Soils for Engineering Pur- poses. . • - • -' -•--•• 2.1.3. D ASTM 2974, Moisture, Ash and Organic Matter of Peat and Other Organic Soils. , ; 2.2. Association of Official Analytical Chemists, Official Methods of Analysis. 3. SUBMITTALS 3.1. CATEGORY I NOT USED. 3.2. CATEGORY II. 3.2.1. Shop Drawings: Submit for approval the following: a. Before purchasing topsoil, a site assessment report for each borrow source must be provided in accordance with Paragraph 3.3. Topsoil can only be obtained from pre-approved borrow sources. b. Before delivery of each type of topsoil, written statement giving the location of the properties from which the topsoil is to be obtained, the names and address of the suppliers, the depth to be stripped and the crops grown during the past 2 years. c. Manufacturer's specifications and application instructions for all soil amendments required for the Grade A topsoil.

0285-33-2/CD . 02245-1 _ \ 11003762 3.2.2. Test Reports: Before delivery submit for approval soil analyses made by an approved soil testing laboratory stating the percentages of silt, clay, sand, and organic matter, the pH and the soluble salt content of each type of topsoil. Soil analysis will be required for every 5000 cubic yards of off-site topsoil provided by CONTRACTOR. 3.3. Site Assessment of Borrow Sources. The Contractor will be required to conduct a Phase 2 Environmental Real Estate Assessment of all off-site borrow areas or source by an independent organization experienced in conducting site assessments. The site assessment will include, but will not be limited to the following: legal title searches; review of regulatory agency hazardous waste site registries (federal, state, and county) including USEPA NPL, CERCLIS FINDS Lists; PADER registry of Inactive Hazardous Waste Sites, Active and Inactive Spill Lists, Storage Tank Registries; and County Lists and/or Maps of Solid and Hazardous Waste Site; communication with local and state environmental officials/agencies regarding current and previous activities; and site inspection. The site assessment will be conducted in accordance with current practices. A site assessment report of all potential borrow areas will be submitted to the Contracting Officer for review. Sites that are listed on hazardous waste site registries where widespread contamination is suspected through site inspections, sites with questionable histories or documented information with local and state officials on questionable activities or incidences will be cause for rejection' by the Contracting Officer. Borrow soils can only be obtained from approved sites. The Contractor shall provide documentation for the source of each incoming truck!oad of fill and/or topsoil. 4. MATERIALS 4.1. Grade A Topsoil: 4.1.1. Fertile, friable, natural loam surface soil, capable of sustaining vigorous plant growth, free of any admixture of subsoil, clods of hard earth, plants or roots, sticks or other extraneous material harmful to plant growth. Supply Grade A topsoil with the following analysis: a. Percent Passing Sieve Size by Weight 3-inch 100 1-inch 85 - 100 k-inch 65 - 90 No. 200 20 - 80 b. Clay content of material passing #200 sieve not greater than 30 percent, as determined by hydrometer tests. c. pH 5.5 to pH 7.6. If approved by Contracting Officer, natural topsoil not having the specified pH value may be amended by CONTRACTOR as his own expense. d. Organic content ranging from 2.5 to 6 percent, as determined by ignition loss.

0285-33-2/CD 02245-2 5R003763 e. Free of pests and pest larvae. f. Soluble salt content not greater than 500 ppm. g. Liquid limit less than 50. 4.1.2. Before delivery, assist the Contracting Officer in collecting soil samples for every 5,000 cubic yards of Grade A topsoil provided by CONTRACTOR. 4.2. Grade B Topsoil: 4.2.1. Fertile, friable, natural loam soil, capable of sustaining plant growth, free of clods of hard earth, plants or roots, sticks or other extraneous material harmful to plant growth. Supply Grade B topsoil with the following analysis: , a. Percent Passing Sieve Size by Weight 3-inch 100 No. 4 75 No. 200 45 0.002 mm 10 4.2.2. Before delivery, assist the Contracting Officer in collecting soil samples for every 5,000 cubic yards of Grade B topsoil provi.ded by the CONTRACTOR. 4.3. Soil Amendments: 4.3.1. Lime: Natural limestone containing not less than 85 percent f total carbonates, ground so that not less than 90 percent passes a 10-mesh sieve and not less than 50 percent passes a 100-mesh sieve. 5. SUBGRADE PREPARATION. The Contractor shall prepare the subgrade as described in SECTIONS: CLEARING AND GRUBBING and.GRADING to lines and grades indicated on drawings. : 6. INSPECTION. 6.1. CONTRACTOR and his installer shall examine the subgrade, verify the elevations, observe the conditions under which Work is to be performed, and notify the Contracting Officer of unsatisfactory conditions. Do not proceed with the Work until unsatisfactory conditions have been corrected in a manner acceptable to the Contracting Officer. 6.2. PREPARATION 6.2.1. Scarify the areas to receive topsoil to a minimum depth of 1 inch to permit bonding of the topsoil layers to the previously placed layer. Operate the equipment used to scarify the subsoil so the ridges and depressions are parallel to the contours. 6.3. INSTALLATION 6.3.1. , Place no topsoil until quality assurance testing results are determined to be acceptable to the Contracting Officer. 6.3.2. Place and spread topsoil in two 6-inch layers to a total minimum depth of 12 inches. 6.3.3. Do not spread topsoil while in a frozen condition or when oisture content is so great that excessive compaction will occur nor when so dry hat dust will form in the air or that clods will not break readily. 6.3.4. Do not compact topsoil.

0285-33-2/CD 02245-3 6.3.5. After the topsoil is spread, remove all large, stiff clods, rocks, roots or other foreign matter over 3-inches from the surface. 6.3.6. Apply soil amendments as required, by machine over all areas receiving topsoil, to bring the soil to a neutral pH. Work lightly into the top 3 inches of topsoil at least five days before applying the commercial fertilizers. 6.3.7. Manipulate topsoil to attain a properly drained surface. 6.3.8. Grade topsoil areas to smooth, even surface with loose, uniform, fine texture. 6.3.9. Roll and rake and remove ridges and fill all depressions, ruts, low spots or unsuitable areas which result after settlement so that the area is suitable for subsequent work. 6.4. THICKNESS VERIFICATION 6.4.1. Topographic surveys will be preformed by a licensed land surveyor to verify the thickness of each topsoil layer using the same grid system indicated on the construction drawings. 6.4.2. Minimum thickness of each topsoil layer shall be 0.5 feet and maximum shall be 0.6 feet as measured perpendicular to the slope. Placement of material in excess of the maximum thickness shall be at no extra cost to the OWNER. 6.5. MAINTENANCE 6.5.1. Maintain topsoiled areas by filling in erosion channels and correcting drainage as required. 6.5.2. The CONTRACTOR shall be responsible for correcting erosion damage for a period of one year following completion of Work. 6.6. INSPECTION AND ACCEPTANCE 6.6.1.. When the topsoil ing work is completed, including maintenance, the Contracting Officer will make an inspection to determine acceptability. 6.6.2. Where inspected topsoil Work does not comply with the requirements, regrade rejected Work and maintain until reinspected by the Contracting Officer and found to be acceptable.

0285-33-2/CD 02245-4 £8003765 ZERO ACCIDENTS SECTION 02250 SYNTHETIC CHANNEL LINER INDEX 1. SCOPE 7. DELIVERY, STORAGE, 2. APPLICABLE PUBLICATIONS AND HANDLING 3. QUALIFICATIONS 8. WARRANTY 4. SUBMITTALS 9. PRODUCTS 5. EQUIPMENT 10. INSTALLATION 6. MEETINGS . 11. INSTALLATION QUALITY CONTROL

1. SCOPE. Contractor shall furnish all labor, materials, equipment 'and incidentals required to supply, install and test a 80 mil 'high density polyethylene (HOPE) synthetic flexible membrane channel liner (FML) on the Drawings and specified herein. 2. APPLICABLE PUBLICATIONS. The following publications listed below form a part of this specification to the extent referenced. The publications are referenced in the text by basic designation only. 2.1. Standards of American Society for Testing and Materials (ASTM). 2.2. National Sanitation Foundation, Standard 54 for Flexible Membrane Liners. 3. QUALIFICATIONS. 3.1. FML MANUFACTURER shall be capable of meeting the production schedule as necessary. The manufacturer shall submit documentation of projects using an aggregate total of a minimum of 10,000,000 ft2 of the proposed FML. Documentation shall include each referenced project's location, owner, contact, telephone number and square footage used. 3.2. FML INSTALLER shall demonstrate qualification by submitting documentation of projects having an aggregate square installed FML of at minimum 10,000,000 ft2 of the proposed FML. Documentation shall include each referenced project's location, owner, contact, telephone number, and square footage installed. The resumes for the proposed seaming crews shall be submitted. At least one-half of the personnel shall have a minimum of two years of FML installation experience. Each seaming crew shall have a designated foreman with a minimum of three years of FML installation experience. The seaming crew foreman shall be present during all seaming operations. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit for approval the following items. 4.1. CATEGORY I. 4.1.1. A statement of proposed FML material including manufacturer's literature. 4.1.2. Shop drawings for FML installation including anchoring details, seaming details, penetration details, and layout plans. 4.1.3. FML manufacturer's qualifications. 4.1.4. FML installer's qualifications and seaming crew resumes.

0285-33-2/CD 02250-1 W003766 4.1.5. Certification of compliance with material specifications. 4.1.6. FML installer's quality control manual. 4.2. CATEGORY II. 4.2.1. Weekly reports including: 4.2.1.1. Quantity of FML material delivery. 4.2.1.2. Reports of damaged FML material, including final disposition. 4.2.1.3. Progress of installation including location -f panels and seams. 4.2.1.4. Results of field and laboratory testing. 4.2.1.5. Projected activities for the next week. 4.2.1.6. Results of field seam testing. 4.2.2. As-built drawings showing panel layout, weld locations, and penetration details and locations. 4.2.3. FML Warranty. 5. EQUIPMENT. All equipment, tool's, and machines used in performance of the work shall be subject to approval by Contracting Officer prior to commencement of work. This equipment shall be maintained in satisfactory working condition at all times. 6. MEETINGS. 6.1. PRECONSTRUCTION MEETING shall be held at least one week prior to commencing FML installation to discuss liner installation methods and quality control program. At a minimum, the Contracting Officer, and representatives of the Contractor and FML Installer should be present. 6.2. DAILY MEETINGS shall be held just prior to commencement of the work day to discuss the planned FML related activities for the day and resolve any issues related to FML installation. 7. DELIVERY, STORAGE, AND HANDLING 7.1. DELIVERY. The FML rolls shall be purchased and shipped by appropriate means so that no damage is caused. Off-loading of materials shall be performed only after the required submittals have been received and approved by the Contracting Officer. Damaged material shall be isolated and inspected. The final disposition of material from damaged rolls shall be submitted in writing to the Contracting Officer. Rolls/panels of FML shall be delivered in protective packaging and labeled with the manufacturer's name, material and thickness, batch and roll numbers, and length and width of the roll/panel. 7.2. STORAGE. Until opened, FML rolls/panels shall be stored in their original unopened packaging and kept under cover to protect the _FML from puncture, mechanical abrasions, sunlight, heat, dirt, and other damage. The rolls/panels shall be stored on a prepared surface and stacked no more than two high. 7.3. HANDLING. Appropriate handling equipment used when loading or moving FML rolls/panels shall be as recommended by the FML manufactu* r and as approved by the Contracting Officer. 8. WARRANTY. The FML installers shall issue a written warranty addressing FML material, fabrication, and installation workmanship. The warranty shall include a statement that the installed material meets the requirements of the project drawings and specifications that under normal

0285-33-2/CD 02250-2 AR003767 covered conditions the FML material is warranted for 20 years and that the FML will not fail due to a seam failure within 10 years of the installation. ; " ' 9. PRODUCTS. 9.1. HOPE RESIN. 9.1.1. Prior to installation of any FML material, the Contractor shall submit for approval to the Contracting Officer information obtained from the manufacturer: 9.1.1.1. Origin (resin supplier's name, resin production plant), identification (brand name, number) and production date of the HOPE resin. 9.1.1.2. Copy of quality control certificates issued by the HOPE resin supplier. 9.1,1.3. Reports on the test conducted by the Manufac- turer to verify the quality of the HOPE resin used to manufacture the FML rolls. Tests shall include, specific gravity (ASTM D 792, Method A or ASTM D 1505) and melt index (ASTM D 1238 Condition E). 9.1.2. The HOPE FML shall be manufactured from pure resins supplied by only one manufacture (such as: Gulf HD9642, Phillips TR 400 Resin or approved equal), having a density of 0.940 and a melt index of 0.30 or an approved equivalent. The pure resin shall be mixed with the specified amount of carbon black. The carbon black is to be pre-blended according to specifications of the manufacturer. 9.1.3. The resin used for extrusion bonded seams shall be identical in all respects to the HOPE resin used to manufacture the liner sheets. 9.2. HOPE SHEET MANUFACTURING. 9.2.1. The HOPE liner materials shall be formulated from the appropriate polymers and compounding ingredients to form an HOPE sheet material that meets all requirements for use as a liner for a municipal waste landfill. The sheet material shall be capable of being bonded to itself by thermal bonding in accordance with the sheet manufacturer's recommendations and instructions. 9.2.2. The liner shall be manufactured to a tolerance of ±10 percent of nominal the minimum design thickness. 9.2.3. Liner sheets which have repair patches upon delivery to the site shall not be accepted. 9.2.4. Extruded sheets shall be at least ten feet (10') in width. Individual liner sheets may be pre-assembled at the factory into larger panels to minimize field seams. Liner sheet and pre-assembled panel sizes shall consider .access to site and materials handling con- straints. 9.2.5. Each roll shall be identified by a number and date of manufacture.

0285-33-2/CD 02250-3 9.2.6. The completed 80 mil sheet, upon thorough quality control testing specified herein, must demonstrate the following properties: _____Property______Test Method Value Units 1. Thickness ASTM D 1593 80 mils minimum 2. Specific Gravity ASTM D 792 0.94 g/cm3 Method A 3. Melt Flow Rate ASTM D 1238 0.3-0.2 g/10 Min Condition E 4. Low Temperature ASTM D 746 -112 °F Brittleness Procedure B 5. Coefficient of Linear ASTM D 696 1.2x10'* °C Thermal Expansion 6. Water Absorption ASTM D 570 0.10 max.% wt. change / 7. Shore D Hardness ASTM D 2240 65 • Shore D 8. Tear Resistance ASTM D 1004 60 Ib. min. Die C 9. Percentage Elongation ASTM D 638* 13 % at Yield 10. Percentage Elongation ASTM D 638* 700. % at Break 11. Tensile Strength at Yield ASTM D 638* 190 Ibs/inch width 12. Modulus of Elasticity ASTM D 688 110,000 psi 13. Tensile Strength at Break ASTM D 638* 320 Ibs/inch width 14. Carbon Black Content ASTM D 1248 2 Min. % 3 Max. % 15. Dimensional Stability ASTM D 1204 ±3 % change % change, each direction 212°F, 1 hr. 16. Resistance to Soil ASTM D 3083 % change Burial (as modified max. in in NSF Standard original 54 Appendix A) value a. Tensile Strength Yield 5± b. Tensile Strength at Break 5± c. Elongation at Yield 10± d. Elongation at Break 10± e. Modulus of Elasticity 10± 17. Environmental Stress ASTM D 1693 500 Min. hours Crack (as modified in NSF Standard 54 Appendix A)

0285-33-2/CD 02250-4 W003769 Field Seam Requirements . . :. . Value _____Property____ Test Method 80 mil Units 1. Bonded Seam Strength ASTM D 3083 FTB1 . Breaking - - factor . '. Ibs/inch min. 2. Peel Adhesion ASTM D 413 FTB1 Ib/inch min. (as modified : in App. A) 3. Dead Load a. Room Temp. 73°F NSF Standard Pass 50% Bonded Seam Load 54 Appendix A b. Elevated Temp. 158°F NSF Standard Pass 25% Bonded Seam Load 54 Appendix A 4. Resistance to Soil Burial . ASTM D 3083 .FTB1 _. -- . Peel Adhesion (as modified in NSF Standard 54 Appendix A) 5. Bonded Seam Strength -20 % change ...... max. in original ______. value * Speed 2 ipm. Test Specimen, Type IV. 1 FTB - Film Tear Bond: Parent material must .fail before seam failure.

9.3. PIPE PENETRATION MATERIALS 9.3.1. Extrusion Joining Resin: Resin used for extrusion joining sheets and sheet to pipe shall be HOPE produced from the same as the sheet resin. Physical properties shall be the same as those of the resin used in the manufacture of the HOPE FML. The resin shall be supplied in black. 9.3.2. Sponge Rubber Sheeting: Sponge rubber.sheeting shall be Type SCE-41, Neoprene/EPT/SBR, Closed Cell Medium, 1/4-inch thick, one side adhesive. 9.3.3. Neoprene Adhesive: Neoprene adhesive such as PYTHON shall be used for gluing sponge rubber sheeting to concrete and HOPE surfaces. 10. INSTALLATION. 10.I. PREPARATION FOR LINER INSTALLATION 10.1.1. The Contractor shall prepare the 1 iner -subgrade so that it is free of stones, organic matter, irregularities, protrusions, loose soil, and any abrupt changes in grade that could damage the liner.' 10.1.2. The subgrade shall be dry, structurally sound, and compacted or mechanically tamped to ensure a smooth surface. >' 10.1.3. Subgrade shall be inspected and approved'by Contract Officer and Liner Installer prior to placement of the FML. The liner manufacturer or Installation Contractor shall document in writing that the surface on which the FML will be installed is acceptable. 'This documentation shall be given to the Contract Officer prior to commencement of the liner installation. 10.1.4. Subgrade shall be inspected and approved by Contract Officer and Liner Installer prior to placement of HOPE FML. The liner manufacturer or Installation Contractor shall document in writing that the surface on which the HOPE liner will be installed is acceptable. This

0285-33-2/CD 02250-5 documentation shall be given to the Contract Officer prior to commencement of the liner installation. 10.2. PLACEMENT OF LINER SHEETS 10.2.1. The layout of FML sheets shall minimize the length of field seaming required and shall show locations of seams. Sheet layout shall take into consideration any expansion and contraction anticipated due to ambient temperature variations. 10.2.2. Placement of FML sheets shall be in accordance with the approved layout diagram. Any variation shall be approved by the Contract Officer noted on the "as-built" layout diagram. 10.2.3. Placement of liner sheets result in a good fit in all corners and grade changes, without bridging. Excessive slack shall be avoided to minimize rippling of liner during cover placement. 10.2.4. The amount of FML unrolled and laid within the excavation daily, shall be limited to the amount of FML that can be properly seamed during a one day operation. Tack or spot welding does not constitute a completed seam as described in Paragraph 10.5,.below. 10.2.5. All FML sheets that have not been seamed to the adjacent sheet shall be adequately anchored to prevent uplift or movement by wind. Anchoring shall consist of sandbags placed closely along the edge of the liner and intermittently spaced throughout the liner area. Sandbags shall be plastic type having a minimum weight of 40 pounds. 10.2.6. Method of Placement: Contractor shall comply with the following: 10.2.6.1. Any equipment used does shall not damage the FML by handling, trafficking, leakage of hydrocarbons, or other means. 10.2.6.2. All personnel working on the FML shall not smoke, wear damaging shoes, throw items through the air, or engage in other activities which could damage the FML. 10.2.7. The Contract Officer shall inspect each panel, after placement and prior to seaming, for damage. The Contract Officer shall advise the Contractor which panels or portions of panels should be rejected, repaired, or accepted. Damaged panels or portions or damaged panels which have been rejected shall be marked and removed from the Work area. The damaged materials shall become the property of the Contractor and shall be removed from the site at the expense of the Contractor, 10.2.8. Installed FML shall not be covered or otherwise obscured by subsequent activities without approval by the Contract Officer. 10.3. FIELD SEAMING 10.3.1. Field seams shall be fusion welded type produced by two overlapped liner sheets to effect a homogeneous joint with a bonded seam strength equal to tensile properties specified for the liner sheets in Paragraph 9.2.6. The double seam shall have an enclosed space quality assurance testing purposes. 10.3.2. All liner sheet surfaces to be seamed shall be free of dust, dirt and moisture. Water shall be prevented from ponding on the liner. 10.3.3. All liner sheet surfaces to be seamed shall be roughened with a sander or other or cleaned using suitable means prior to seaming to remove surface oxidation. Minimum overlap of liner sheets shall be 6 inches.

0285-33-2/CD 02250-6 SR00377I 10.3.4. FML sheet edges to be seamed shall lay flat against each other during seaming until the seam has reached specified strength. 10.3.5. Field seaming is prohibited when the ambient air temperature is below five degrees Celsius, above 40 degrees Celsius, during precipitation, or when winds are in excess of 20 miles per hour. 10.4. PIPE PENETRATION SEALING SYSTEM 10.4.1. Provide pipe penetration sealing system as shown on the Drawings and specified herein. Include pipe, pipe flashing, apron pieces, batten strips, bolts, adhesives, sealants, and other miscellaneous items as required. 10.4.2. Pipe penetration shall be constructed with HOPE liner material of the same thickness as the FML installation. Flashing and apron material shall be field-welded to the liner material to prevent leakage. The liner shall be anchored to the penetration with stainless steel clamps and bolts. The Contractor shall take every precaution not to damage the penetrations during installation of the liner and piping. Damaged materials will be removed and replaced at the Contractor's expense. "10.5. OVERLAPPING AND TEMPORARY BONDING 10.5.1. FML panels shall be overlapped by a minimum of three (3) inches for extrusion welding and five (5) inches for fusion welding. 10.5.2. Contractor shall assure that the procedure used to temporarily bond adjacent panels together does not damage the FML; in particular, the temperature of hot air at the nozzle of any spot welding apparatus is controlled such that the FML is not damaged. 10.5.3. No solvent or adhesive shall be used unless the product is approved in writing by the Contract Officer. 10.6. SEAM PREPARATION 10.6.1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any kind, and foreign material. 10.6.2. Where seam overlap bonding is required, the process shall be according to the Manufacturer's instructions and in a way that does not damage the FML. 10;6.3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths". 10.7. SEAMING EQUIPMENT AND PRODUCTS 10.7.1. General 10-.7.1.1. Approved processes for field seaming are extrusion welding and fusion welding. Only apparatus which have been specifically approved by make and model shall be used. 10.7.2. Extrusion Fillet Process: 10.7.2.1. Welding apparatus shall be equipped with gauges .giving the temperature in the apparatus and at the nozzle. Contractor shall provide documentation regarding the HOPE extrudate to the Contract Officer and shall certify that the extrudate temperatures, ambient temperatures, and FML surface temperatures at appropriate intervals. 10.7.2.2. Contractor shall comply with the following: a. Spare operable seaming apparatus is to be maintained on site. b. Equipment used for seaming is shall not likely to damage the FML. c. The extruder is shall be purged prior to beginning a seam until all heat degraded extrudate has been removed from the barrel.

0285-33-2/CD 02250-7 d. The electric generator is shall be placed on a smooth base such that no damage occurs to the FML. e. A smooth insulating plate or fabric is shall be placed beneath the welding apparatus after usage. f. The FML is shall be protected from damage in heavily trafficked areas. 10.7.3. Thermal Fusion Process: 10.7.3.1. Thermal Fusion-welding apparatus must be automated vehicular-mounted devices which produce a double seam with an enclosed space (hot wedge dual track). The seaming apparatus shall be equipped with gauges giving the applicable temperatures and pressures. The Contractor shall log ambient, seaming apparatus, and FML surface temperatures as well as seaming apparatus pressures. 10.7.3.2. Contractor shall comply with the following: a. Spare operable seaming apparatus are shall be available on site. b. Equipment used for seaming is shall not likely to damage the FML. c. For cross seams, the edge of the cross seams is shall be ground to a smooth incline (top and bottom) prior to welding. d. The electric generator is shall be placed on a smooth base such that no damage occurs to the FML. e. A smooth insulating plate or fabric is shall be placed beneath the hot welding apparatus after usage. f. The FML is shall be protected from damage in heavily trafficked areas. 10.7.4. Weather Conditions for Seaming: 10.7.4.1. Unless authorized in writing by the Contract Officer, no seaming shall be attempted below 5°C (418F) nor above 40°C (104°F). 10.7.4.2. Between 5°C (41°F) and 10°C (50°F), seaming is possible if the FML is preheated by either sun or hot air device, and if there is not excessive cooling resulting from wind' (as determined by the Contract Officer). 10.7.4.3. Above 10°C (50°F), no preheating is required. 10.7.4.4. In all cases, the FML shall be dry and protected from wind damage. 10.7.4.5. If approved by the Contract Officer, Contractor may perform seaming when the ambient temperature is below 5°C (41°F). Contractor shall demonstrate to the Contract Officer that the low temperature seaming procedure does not cause any physical or chemical modification to the FML that will generate any short-or long-term damage. 10.7.4.6. Seaming during adverse weather conditions will be allowed only if the Contractor demonstrates to the Contract Officer's satisfaction that mitigative measures provide acceptable seaming conditions. 10.7.5. General Seaming Procedure: 10.7.5.1. Seaming shall extend to the outside edge )f panels to be placed in the anchor trench. 10.7.5.2. As required, a firm substrate shall be prov ,d by using a flat board, a conveyor belt, or similar hard surface directly under the seam overlap to achieve proper support.

0285-33-2/CD 02250-8 MQ03773 10.7.5.3. Fishmouths 'or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle in order to achieve a flat overlap. The cut fishmouths or wrinkles shall be seamed and any portion where the overlap is inadequate shall then be patched with an oval or round patch of the same FML extending a minimum of six (6) inches beyond the cut in all directions. 11. INSTALLATION QUALITY CONTROL 11.1. The Liner Installer will be required to conduct both destructive and non-destructive testing as part of the field quality assurance program. 11.2. The Contract Officer and Liner Installer shall visually inspect all liner material to be used for transport damage and uniformity and compare sheet identification numbers with those on the certification provided by the Manufacturer to assure delivery of the appropriate material. ' 11.3. The Contract Officer will measure the thickness of each liner sheet at 5 points across its width using a de,ad w'eight micrometer exerting a pressure of 3.4 psi to verify minimum sheet thickness. 11.4. At the start of each work day, and after each break in construction that results in an equipment shutdown, or crew change the Liner Installer shall in the presence of the Contract Officer conduct a start-up field test of the seaming which shall be performed on a ten foot test strip at or near the work location. The material for the test strip and test fixture for making the field test shall be provided by the Contractor at no additional cost. Cut-outs of each sample from the test strip shall be subjected to a pull test at the site. The fixture used for making pull tests in the field shall be manually operated. It shall be strong enough to permit the owner to determine that the seam is at least as strong as either sheet. Random samples from each start-up test strip will also be provided and tested as per the tests listed in Paragraph 10.5.6. This testing will be conducted in a previously approved off-site laboratory or a portable test lab at the site. 11.4.1. Test seams shall be made on fragment pieces of FML liner to verify that seaming conditions are adequate. Such test seams shall be made at the beginning of each seaming period, at the Contract Officer's discretion, and at least once each four (4) hours, for each seaming apparatus used that day. Also, each seamer shall make at least one (1) test seam each day. 11.4.2. Test seam sample shall be at least two (2) feet long by one (1) foot wide with the seam centered lengthwise. Two (2) adjoining specimens, one inch wide each, shall be cut from the test seam sample by the Contractor. These specimens shall be tested in the field by hand or tensiometer, and shall not fail in the seam. If test seam fails, the entire operation shall be repeated. If the additional test seam fails, the seaming apparatus or seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two (2) consecutive, successful, full test seams are achieved. Contract Officer shall observe all test seam procedures. The remainder of the successful test seam sample shall be assigned a number and marked accordingly by the Contractor, who shall also log the date, hour, ambient temperature, number of seaming unit, name of seamer, and

0285-33-2/CD 02250-9 ^003774 pass or fail description. The sample itself shall be labeled and submitted to the Contract Officer. 11.5. The Contract Officer may request that field cutouts will be made by the Liner Installer of the field seams. A minimum of one sample per seaming crew per 500 feet of seam or per day, whichever is less shall be cut from the installed HOPE liner by the Liner Installer. The cutout sample shall be wide enough to accommodate the testing specified in Paragraph 9.2.6. Random specimens shall then be cut by the Liner Installer from the sample. The specimens shall then be tested using the tests specified in Paragraph 10.4.6. Before testing the cutout seam shall be allowed to cure or age properly in accordance with manufacturer's directions. The resulting hole shall be patched by the Liner Installer with an oval-shaped piece of sheet material and thermally seamed in accordance with the manufacturer's directions. 11.5.1. Contract Officer shall observe all test seam procedures. The remainder of the successful test seam sample shall be assigned a number and marked accordingly by the Contractor, who shall also log the date, hour, ambient temperature, number of seaming unit, name of seamer, and pass or fail description. The sample itself shall be labeled and submitted to the Contract Officer. 11.6. A log shall be maintained by the Liner Installer for the purpose of recording all test results as specified in Paragraph 4.2. All welds will have attained their full strength within six (6) hours after they have been completed. In addition, should the Contract Officer, at any time during the installation, believe the seaming process may not be performing adequately, may, to avoid destructive sampling the actual liner system, request additional test strips. This shall be done by the Liner Installer at no additional cost. 11.7. DESTRUCTIVE TEST METHODS ON FIELD SEAM SAMPLES 11.7.1. Field seam samples cut from the installed HOPE liner shall be tested in accordance with the specifications as described for Field Seam Requirements in Paragraph 9.2.6. 11.8. NONDESTRUCTIVE TEST METHODS OF SEAMS 11.8.1. General: 11.8.1.1. Nondestructive tests shall be performed by experienced personnel thoroughly familiar wi-th the specified test methods and equipment to be used. 11.8.1.2. Nondestructive testing shall be performed as the seaming work progresses. 11.8.1.3. Air pressure (double fusion seam only) testing will be the primary nondestructive test method. 11.8.2. Air Pressure Testing (For Double Fusion Seam Only) 11.8.2.1. The equipment shall be comprised of the following: a. An air pump (manual or motor-driven) equipped with pressure gauge capable of generating and sustaining a pressure between 160 'and 200 kPa (25 to 30 psi). b. A rubber hose with fittings and connections. c. A sharp hollow needle, or other approved pressure feed device. 11.8.2.2. The following procedures shall be followed: a. Seal both ends of the seam to be tested.

0285-33-2/CD 02250-10 M003775 b. Insert needle or other approved pressure feed device into the tunnel created by the fusion weld. c. Energize the air pumps to a pressure between 160 and 200 kPa (25-30 psi), close valve, cut a slit at the opposite end of the test section to ensure that the entire seam is pressurized. d. Re-seal slitted end. e. Re-energize the air pump to a pressure between 160 and 200 kPa (25 and 30 psi), close valve, and sustain pressure for approximately 5 minutes. f. If loss of pressure exceeds 30 kPa (4 psi) or does not stabilize, locate faulty area and repair in accordance with Para- graph 11.10. g. Remove needle or other approved pressure feed device and seal. 11.8.3. All field seams shall be visually inspected for edge bonding to find unbonded areas. 11.9. All inadequate seams or portions thereof shall be'corrected in accordance with the approved method. Should differences of opinion between the Liner Installer and the Contract Officer develop during the installation relevant to seam integrity, the Contract Officer may, at his discretion, obtain samples of the seams in dispute for field and/or laboratory testing by an independent testing laboratory. The Liner Installer, shall be responsible for providing samples and patching the resulting void in accordance with the previously approved testing procedures at no additional cost. 11.10. DEFECTS AND REPAIRS 11.10.1. All seams and non-seam areas of the FML shall be inspected for identification of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. Each suspect location, both in seam and non-seam areas, shall be non-destructively tested using the methods specified herein, as appropriate. Each location which fails the non-destructive testing shall be marked and repaired by the Contractor. 11.10.2. Repair procedures shall be agreed upon between Contract Officer and Contractor. 'Unless otherwise agreed, the procedures shall be as follows: 11.10.2.1. Defective seams shall be repaired by reconstruction as described below. '•. 11.10.2.2. Tears or pinholes shall be repaired by seaming or patching. i 11.10.2.3. Blisters, larger holes, undispersed raw materials, and contamination by foreign matter shall be repaired by patches. 11.10.2.4. Surfaces of HOPE FML which are to be patched shall be abraded no more than one (1) hour prior to the repair. 11.10.2.5. All seams used in repairing procedures must be approved, extrusion welded seams and shall be subjected to the same nondestructive test procedures as outlined for all other seams. 11.10.2.6.. Each patch shall be numbered and logged. Patches shall be round or oval in shape, and made of the same FML, and extend a minimum of six (6) inches beyond the edge of defects. 11.10.2.7. Patches shall be applied using approved methods only.

0285-33-2/CD 02250-11 ' *ftQ03776 11.10.2.8. Where,excessive extrudate surface occurs, the affected seam length shall be cap-stripped. 11.10.3. Seam reconstruction for the extrusion welding process shall be achieved by grinding the existing seam and rewelding a new seam. Seam reconstruction for the fusion process shall be achieved by cutting out the existing seam and welding in a replacement strip. 11.10.4. Each repair shall be non-destructively tested using the methods specified herein, as appropriate. Repairs which pass the nondestructive test shall be taken as an indication of a.n adequate repair. Failed tests indicate that the repair shall be redone and retested until a passing test results. The Contract Officer shall observe all nondestructive testing of repairs and the Contractor shall record the number of each patch, date, name of patcher, and test outcome. 11.11. FML ACCEPTANCE 11.11.1. At the conclusion of placement of each FML, Contractor shall prepare and submit six (6) copies of a written report of the work which includes the following: 11.11.1.1. Complete identification of flexible membrane liner, including, but not limited to, resin type, physical properties and other pertinent data. 11.11.1.2. Complete description of failed seaming system used including material, method, temperatures, seam overlap width and cure or aging time. 11.11.1.3. Complete description of field sampling and testing including test equipment used, location of field tests, copy of test results, conditioning procedure prior to destructive seam testing, method of recording loading and determining average load for destructive test methods, and type of failure in tests (i.e., within the seam, within the sheet material, clamp edge, seam edge). 11.11.1.4. "As-built" drawings showing actual layout of liner sheets, pipe penetration details and anchor trench details.

0285-33-2/CD 02250-12 £3003777 11.11.1.5. An affidavit of compliance from the liner manufacturer, containing the following wording: "I (name and title), as the duly authorized representative of (Company name), hereby certify that the installation of the (80 mil) HOPE FML has been completed in accordance with the terms and conditions of the Contract Documents entitled Millcreek Superfund Site, Hazardous Waste Cleanup, Erie , County, Pennsylvania. By: ______1 (signature)

(Corporate Seal) Witness:____ (signature)

Date: 11.12. ANCHOR TRENCH 11.12.1. Anchor trench shall be excavated to the lines and width shown on the Contract Drawings. No more than the amount of trench required for the FML to be anchored in one day shall be excavated (unless otherwise specified) to minimize desiccation potential of the anchor trench clay soils. 11.12.2. Slightly rounded corners shall be provided in the trench where the FML adjoins to trench so as to avoid sharp bends in the FML. No loose soil shall be allowed to underlie the FML in the anchor trench. Where trench sides or bottom soils are loosened during excavation, they shall be recompacted prior to placing the FML in the trench. 11.12.3. Backfilling of the anchor trench shall be conducted in accordance with Section: EXCAVATION, TRENCHING, AND BACKFILLING FOR STRUCTURES.

0285-33-2/CD 02250-13 . Q rt ^ M003770 October 1989 ' " ZERO ACCIDENTS SECTION 02275 GEOTEXTILE FOR PAVED AREAS INDEX 1. SCOPE 5. MATERIALS 2. APPLICABLE PUBLICATIONS 6. PREPARATION OF SURFACE 3. SUBMITTALS 7. INSTALLATION OF THE GEOTEXTILE 4. SHIPMENT AND STORAGE PART 1 - GENERAL 1. SCOPE. The work provided for herein consists of furnishing all plant, labor, material, and equipment and performing all operations required for furnishing, hauling and placing the geotextile, complete, as specified herein and shown on the contract drawings, and maintaining the geotextile until placement of the base course cover is completed and accepted. 2. APPLICABLE PUBLICATIONS. The American Society for Testing and Material (ASTM) publications listed below form a part of this specification to the extent referenced the publications are referred to in the text by the basic designation only. D 123-88b Standard Terminology Relating to Textiles D 1117-80 Testing Nonwoven Fabrics D 1683-81 Fail in Sewn Seams of Woven Fabrics D 3787-80a Bursting Strength of Knitted Goods: Constant-Rate- . of-Traverse (CRT), Ball Burst Test D 3884-80 Abrasion Resistance of Textile Fabrics (Rotary Platform, Double-Head Method) D 4632-86 Breaking Load and Elongation of Geotextiles (Grab Method) D 4751-87 Determining the Apparent Opening Size of a Geotextile 3. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor, shall submit the following: 3.1. CATEGORY I. None. 3.2. CATEGORY II. (For Approval) Geotextile Sample (Para. 5.3) Geotextile Certificate of Compliance (Para. 5.3)

0285-33-2/CD 02275-1 £8003779 4. SHIPMENT AND STORAGE. During all periods of shipment and storage, the geotextile shall be protected from direct sunlight, ultra-violet rays, temperatures greater than 140 degrees Fahrenheit, mud, dirt, dust, and debris. To the extent possible, the fabric shall be maintained wrapped in a heavy duty protective covering. PART 2 - MATERIALS 5. MATERIALS. 5.1. GEOTEXTILE. The geotextile shall be woven pervious sheet of plastic yarn as defined by ASTM D 123. The Geotextile shall meet the physical requirements listed in Table No. 1 of the specifications. The geotextile fiber shall consist of a long-chain synthetic polymer composed of at least 85 percent by weight of propylene, ethylene, ester, amide, or vinylidene-chloride, and shall contain stabilizers and/or inhibitors added to the base plastic if necessary to make the filaments resistant to deterioration due to ultra-violet.and heat exposure. The fabric should be fixed so that the yarns will retain their relative position with respect to each other. The edges of the fabric shall be finished to prevent the outer yarn from pulling away from the fabric. The Contractor shall provide to the Government geotextile samples for testing to determine compliance with any or all of the requirements in this specification. When samples are to be provided, they shall be submitted a minimum of 30 days prior to the beginning of installation of the same geotextile material. Table 1 Property Test Procedure Acceptable Limits Woven Grab, Ibs ASTM D 4632 300 Puncture Strength, Ibs ASTM D 3787 130 Burst Strength, psi ASTM D 3786 600 Trapezoidal Tear Strength, Ibs ASTM D 4533 120 Apparent Opening Size (AOS) ASTM D 4751 30-50 5.2. SEAMS. Sewing of seams is optional. Unsewn seams shall be overlapped a minimum of .12 inches. If the geotextile seams are sewn, they shall be sewn with thread of a material meeting the chemical requirements given above for geotextile yarn or shall be bonded by cementing or by heat. Seams shall be tested in accordance with Method ASTM D 1683, using 1-inch square jaws and 12 inches per minute constant rate of traverse. The strengths shall be not less than 90 percent of the required tensile strength (Table 1) of the unaged geotextile in any principal direction. 5.3. ACCEPTANCE REQUIREMENTS. All brands of geotextile and all seams to be used shall be accepted on the following basis. The Contractor shall furnish the Contracting Officer, in duplicate, a mill

0285-33-2/CD 02275-2 «ftOQ3780 certificate or affidavit signed by a legally authorized official from the company manufacturing the geotextile. The mill certificate or affidavit shall attest that the geotextile meets the chemical, physical, and manufacturing requirements stated in this specification. If requested by the Contracting Officer, the Contractor shall provide to the Government geotextile samples for testing to determine compliance with any or all of the requirements in this specification. When samples are to be provided, they shall be submitted a minimum of 30 days prior to the beginning of installation of the same geotextile. All samples^ provided shall be from the same production lot as will be supplied for ' the contract, and shall be the full manufactured width of the geotextile by at least 10 ft. long, except that samples for seam strength may be a full width sample folded over and the edges stitched for a length of at least 5 ft. Samples submitted for testing shall be identified by manufacturers lot designation. PART 3 - EXECUTION 6. PREPARATION OF SURFACE. Immediately prior to placing the geotextile, the previously constructed underlying surface course shall be cleaned of all foreign substances; if the surface of the underlying material has been damaged after placement or has inadequate compaction or other deviations from this contract specification requirements, such defects shall be repaired immediately prior to placement of the geotextile. 7. INSTALLATION OF THE GEOTEXTILE. The geotextile shall be placed in the manner and at the locations shown on the drawings. At the time of installation, geotextile shall be rejected if it has defects, rips, holes, flaws, deterioration, or damage incurred during manufacture, transportation or storage. The geotextile shall.be placed with the long dimension parallel to the centerline of the roadway or long side of the area and shall be laid smooth and free of tension, stress, folds, wrinkles, or creases, the strips shall be placed to provide a minimum width of 12 inches of overlap for each joint. Any damage to the geotextile during its installation or during placement of aggregate shall be replaced by the Contractor at no cost to the Government. The work shall be scheduled so that the covering of the geotextile with a layer of the specified material is accomplished within 5 days after placement of geotextile. Failure to comply shall require replacement of geotextile. The geotextile shall be protected from damage due to the placement of aggregate or other materials by limiting the height of drop of the material. Before placement of aggregate the Contractor shall demonstrate that the placement technique will prevent damage to the geotextile.

0285-33-2/CD 02275-3 ZERO ACCIDENTS _. SECTION 02410 SUBDRAINAGE SYSTEM (TOE DRAIN) INDEX 1. APPLICABLE PUBLICATIONS * 10. DRAINAGE STRUCTURES 2. DELIVERY, STORAGE, AND HANDLING 11. INSTALLATION OF FILTER OF MATERIALS CLOTH AND PIPE FOR 3. STRENGTH TESTS OF PIPE SUBDRAINS 4. NOT USED 12. INSTALLATION OF AND 5. PIPE FOR SUBDRAINS BACKFILLING FOR BLIND OR 6. FILTER CLOTHS • FRENCH DRAINS 7. MATERIALS FOR DRAINAGE STRUCTURES 13. INSTALLATION OF FILTER MATERIAL 8. GRANULAR SUBDRAIN FILTER MATERIAL AND BACKFILLING FOR SUBDRAINS 9. EXCAVATION AND BACKFILLING FOR 14. TRENCHING AND BEDDING FOR DRAINAGE STRUCTURES SUBDRAINS * NOT USED 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATIONS. RR-F-621 Frames, Covers, Gratings, Steps, Sump and Catch Basin, Manhole SS-C-1960/3B Cement, Portland SS-L-351B Lime: Hydrated (for) Structural Purposes WW-P-402C Pipe, Corrugated (Aluminum Alloy) & Am-1 WW-P-405B Pipe, Corrugated (Iron or Steel, Zinc Coated) & Am-1 1.2. DEPARTMENT OF THE ARMY, CORPS OF ENGINEERS, HANDBOOK FOR CONCRETE AND CEMENT. CRD-C 41-81 Air Content of Freshly Mixed Concrete by the Pressure Method CRD-C 575-74 Change in Weight of Rubber on Immersion in Water ' 1.3. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) STANDARDS. M 45-831 Aggregate for Masonry Mortar M 252-85 Corrugated Polyethylene Drainage Tubing M 278-81 Class PS 50 Polyvinyl Chloride (PVC) Pipe (R 1986) M 294-86 Corrugated Polyethylene Pipe, 12 to 24 in. Diameter 1.4. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. C 14-82 Concrete Sewer, Storm Drain and Culvert Pipe C 141-85 Hydraulic Hydrated Lime for Structural Purposes

0285-33-2/CD 02410-1 D 1557-78 Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 10-lb (4.54 kg) Rammer and 18-inch (457 mm) Drop D 1682-64 Breaking Load and Elongation of Textile (R 1975) Fabrics D 1683-81 Failure in Sewn Seams of Woven Fabrics D 2487-85 Classification of Soils for Engineering Purposes D 2751-83a Acrylonitrile-Butadiene-Styrene (ABS) Sewer Pipe and Fittings D 2922-81 Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) D 3017-78 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) D 3034-85b Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings D 3212-86 Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals F 405-85 Corrugated Polyethylene (PE) Tubing and Fittings F 667-85 Large Diameter Corrugated Polyethylene Tubing and Fittings F 758-82 Smooth-Wall Poly(Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage F 949-86a Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings 2. DELIVERY, STORAGE, AND HANDLING OF MATERIALS. 2.1. DELIVERY AND STORAGE. Materials delivered to site shall be inspected for damage, unloaded, and stored with the minimum of handling. Materials shall not be stored directly on the ground. Inside of pipes and fittings shall be kept free of dirt and debris. During shipment and storage, filter fabric shall be wrapped in burlap or similar heavy duty protective covering. The storage area shall be such that the fabric is protected from mud, soil, dust, and debris. Filter fabric materials that are not to be installed immediately shall not be .stored in the direct sunlight. Plastic pipe shall be protected from exposure to direct sunlight over extended periods. 2.2. HANDLING. Materials shall be handled in such a manner as to insure delivery to the trench in sound undamaged condition. Pipe shall be carried and not dragged to the trench. 3. STRENGTH TESTS OF PIPE to determine conformance with the crushing strength requirements specified in the applicable specifications for subdrains shall be the three-edge bearing test for clay, concrete, and porous concrete pipe. 4. NOT USED. 5. PIPE FOR SUBDRAINS shall be as indicated and shall conform to the requirements for the pertinent type or types in the following lists: 5.1. PLASTIC PIPE. Plastic pipe shall contain ultraviolet inhibitor to provide protection from exposure to direct sunlight. 0285-33-2/CD 02410-2 5.1.1. Acrylonitrile-Butadiene-Styrene (ABS) Piping. Acryloni- trile-butadiene-styrene (ABS) piping and fittings shall conform to ASTM D 2751, with maximum SDR of 35. 5.1.2. Polyvinyl Chloride (PVC) Pipe and Fittings. Polyvinyl Chloride (PVC) pipe and fittings shall conform to either [ASTM [D 3034,] 5.1.3. Corrugated Polyethylene (PE) Pipe and Fittings. Use either [ASTM F 405 for pipes 3 to 6 inches in diameter, inclusive, ASTM F 667 for pipe 8 to 24 inches in diameter] . Fittings shall be manufacturer's standard type and shall conform to the indicated specification. 5.1.4. Pipe Perforations. Water inlet area shall be a minimum of 0.5 square inch per linear foot. Manufacturer's standard perforated pipe which essentially meets these requirements may be substituted with prior approval of the Contracting Officer. 5.1.4.1. Circular Perforations in Plastic Pipe. Not Used. 5.1.4.2. Slotted Perforations in Plastic -Pipe. Circum- ferential slots shall be cleanly cut so as not to restrict the inflow of water and uniformly spaced along the length and circumference of the tubing. Average width of slots shall be 1/16 inch. Width of slots shall not exceed 1/8 inch nor be less than 1/32 inch. The length of individual slots shall not exceed 1-1/4 inches on 3-inch diameter tubing, 10 percent of the tubing inside nominal circumference on 4- to 8-inch diameter tubing, and- 2-1/2 inches on 10-inch diameter tubing. Rows of slots shall be symmetrically spaced so that they are fully contained in 2 quadrants of the pipe. Slots shall be centered in the valleys of the corrugations of profile wall pipe. 6. FILTER CLOTHS shall consist of woven or nonwoven pervious sheets fabricated from a plastic material having a satisfactory record of service in this type of use. Seams shall be sewn with yarns, of the same material and have a tensile strength determined by ASTM Method D 1683 equal to or greater than the weakest tensile strength of the cloth. The filter cloth shall have physical'characteristics as indicated in SECTION: GEOTEXTILES USED AS. FILTERS. 7. MATERIALS FOR DRAINAGE STRUCTURES. - Not Used. See SECTION: STORM DRAINAGE SYSTEM. . ; - - 8. GRANULAR SUBDRAIN FILTER MATERIAL. Filter material shall be washed-sand, sand and gravel, crushed stone, crushed-stone screenings, or slag composed of hard, tough, durable particles free from adherent coating. Filter material shall not contain corrosive agents, organic matter, or soft, friable, thin, or elongated particles in quantities considered deleterious by the Contracting Officer and shall meet the gradation requirements listed in Table 1 herein. Filter materials shall be uniformly graded between the limits specified in Table 1. Points on the individual grading curves obtained from representative samples of filter materials not only shall lie between the boundary limits as defined by smooth curves drawn through the tabulated grading limits plotted on a mechanical-analysis diagram, but also shall exhibit no abrupt changes in slope denoting skip grading, scalping of certain sizes, or other irregularities that would be detrimental to the proper functioning of the filter. Filter materials shall be clean and free from soil slurries and foreign materials. Filter material found to be dirty or otherwise contaminated after installation shall be removed and replaced with satisfactory material by the Contractor at no expense to the Government.

0285-33-2/CD ' 02410-3 TABLE 1. FILTER MATERIAL FOR SUBDRAINS Percentages by Weight Passing Sieve Designation Square-Mesh Sieves 1-1/2" 100 1/2" 80-100 1/4" 70-85 No. 10 35-75 No. 20 25-45 No. 40 15-35 No. 100 0-10 No. 200 0-5 9. EXCAVATION AND BACKFILLING FOR DRAINAGE STRUCTURES shall be as specified in paragraphs on TRENCHING AND BEDDING FOR SUBDRAINS and INSTALLATION OF FILTER MATERIAL AND BACKFILLING FOR SUBDRAINS. 10. DRAINAGE STRUCTURES Not Used. 11. INSTALLATION OF FILTER CLOTH AND PIPE FOR SUBDRAINS. 11.1. INSTALLATION OF FILTER CLOTH. 11.1.1. Overlaps on Pipes. One layer of filter cloth shall be wrapped around perforated or slotted collector pipes in such a manner that longitudinal overlaps of cloth are in unperforated or unslotted quadrants of the pipes. The overlap shall be about 2 inches. The cloth shall be secured to the pipe in such a manner that backfill material will not infiltrate through any cloth overlaps. 11.1.2. Joints. One layer of filter cloth shall be wrapped around open pipe joints. The overlap should be about 2 inches. The cloth shall be .secured to the pipe in such a manner that backfill material will not infiltrate through the overlap or the edges of the cloth to either side of the joint. 11.1.3. Trench Lining and Overlaps. Trenches to be lined with filter cloth shall be graded to obtain smooth side and bottom surfaces so that the cloth will not bridge cavities in the soil or be damaged by projecting rock. The cloth shall be laid flat but not stretched on the soil, and shall be secured with anchor pins. Overlaps shall be 12 inches and anchor pins shall be used along the overlaps. 11.1.4. Protection from Exposure to Sun. Prior to and during installation, the cloth may be exposed to sunlight no more than 5 day(s). All filter cloth installations shall be inspected and approved by the Contracting Officer before backfilling, and any defective or damaged cloth shall be rejected. Backfill shall be that specified for subdrains, shall be placed as indicated, and shall be of composition specified in paragraph: GRANULAR SUBDRAIN TLTER MATERIAL. 11.2. PIPELAYING. Each pipe shall be carefully inspected before : is laid. Any defective or damaged pipe shall be rejected. The laying of pipe ihall proceed upgrade beginning at the lower end of the pipeline. Under no circumstances shall pipe be laid in water, and no pipe shall be laid when the trench conditions or weather is unsuitable for such work. Full responsibility for the diversion of drainage and dewatering of trenches during construction shall be borne by the Contractor. Pipe shall be laid to the grades and 0285-33-2/CD 02410-4 /18003785 . alinement as indicated. The-pipe shall be bedded to the established gradeline. Perforated pipe shall be placed with the perforations down unless otherwise indicated. Pipe of either the bell-and-spigot type or the tongue-and-groove type shall be laid with the bell or groove end upstream. All pipe in place shall be approved before backfilling. 11.3. JOINTING. ; 11.3.1. Acrylonitrile-Butadiene-Styrene (ABS) Piping. Solvent cement or elastomeric joints for ABS pipe shall be in accordance with ASTM D 2751, dimensions and tolerances in accordance with Table 2 therein. 11.3.2. Poly(Vinyl Chloride) (PVC) Pipe. Joints shall be in accordance with the requirements of ASTM D 3212. 11.3.3. Corrugated Polyethylene (PE) Tubing and Fittings. Joints shall be in accordance with the requirements of ASTM F 405. 12. INSTALLATION OF AND BACKFILLING FOR BLIND OR FRENCH DRAINS. 'Blind or french drains shall be backfilled with filter materials specified hereinafter for subdrains. The filter material shall be placed as indicated or specified and shall be compacted as specified in paragraph: INSTALLATION OF FILTER MATERIAL AND BACKFILLING FOR SUBDRAINS. The filter material shall extend to a suitable outlet or to an outlet through a pipeline as indicated or as specified. Overlying backfill material shall be compacted as specified hereinafter for subdrains. 13. INSTALLATION OF FILTER MATERIAL AND BACKFILLING FOR SUBDRAINS. After pipe for subdrains has been laid, inspected, and approved, filter material shall be placed around and over the pipe to the depth indicated. 13.1. COMPACTION. The filter material shall be placed in layers not to exceed 8 inches, and each layer shall be saturated by flooding, and shall be thoroughly compacted by mechanical tampers or rammers. The remainder of the trench backfill shall be placed as follows: Under Pavements - Not more than six-inch layers, with at least 90 percent maximum density for cohesive soils and at least 95 percent maximum density (as defined in ASTM D 1557) for cohesionless soils up to the elevations at which the requirements for pavement subgrade materials and compaction control. All Other Areas - Not more than twelve-inch layers, with at least 85 percent maximum density for cohesive soils and at least 90 percent maximum density for cohesionless soils (as defined in ASTM D.1557). Cohesionless materials shall include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. When results of compaction tests for moisture-density relationships are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture-density curves, and cohesive soils will show normal moisture-density curves. Where greater compaction requirements are specified elsewhere for protection of overlying pavements or structures, the same requirements shall apply to the backfill around or over subdrain under such pavements or structures. Testing shall be the

0285-33-2/CD 02410-5 ^003786 responsibility of the Contractor and shall be performed at no additional cost to the Government. Testing shall be performed by an approved commercial testing 'laboratory or may be performed by the Contractor subject to approval. Tests shall be performed in an approved sufficient number to insure that the specified density is being obtained. At least one density test shall be made for each layer of fill for each 1000 sq. yds. or less of trench. The soil density test shall be performed in the field in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922 and D 3017. When ASTM D 2922 is used, the calibration curves shall be checked, and adjusted if necessary, using the sand cone method as described in paragraph "Calibration" of ASTM D 2922. ASTM D 2922 results in a wet unit weight of soil and when using this method, ASTM D 3017 shall be used to determine the moisture content of the soil. The.calibration curves furnished with the moisture gauges shall be checked along with the density calibration checks as described in ASTM D 3017. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job, on each different type of material encountered, at intervals as directed by the Contracting Officer. If ASTM D 2922 is used for field density control, there should be at least one test performed according to ASTM D 1556 per every 10 tests performed according to ASTM D 2922 for correlation of test results. The moisture-density relationships shall be determined in the laboratory by the Contractor's testing laboratory >in accordance with ASTM D 1557, Method B, C, or D. A moisture-density test series shall be performed for each principal type of material or combination of materials encountered or utilized. Construction equipment shall be operated in such manner that no damage to the pipe will result. Where so directed, any sheeting and/or portions of the bracing used shall be left in place, and the contract price will be adjusted accordingly. Untreated sheeting shall not be left in place beneath structures or pavements. 14. TRENCHING AND BEDDING FOR SUBDRAINS. 14.1. TRENCHING in width and depth shall be as indicated. 14.2. REMOVAL OF ROCK. Rock in either ledge or boulder formation shall be removed to the depth necessary to provide space for placement of the specified depth of filter material. Rock excavation shall be as specified and defined in SECTION: EXCAVATION, TRENCHING AND BACKFILLING FOR UTILITIES SYSTEMS. 14.3. REMOVAL OF UNSUITABLE MATERIAL. Removal of unsuitable material shall be as specified and defined in SECTION: EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS. 14.4. BEDDING SURFACE shall provide a firm foundation of uniform density. Each section of pipe shall rest upon the pipe bed for its full length, with recesses excavated to accommodate bells and joints. Subdrains shall be placed on the natural soil foundation or on filter material, as indicated. The filter material shall be graded and compacted as specified in paragraph: INSTALLATION OF FILTER MATERIAL AND BACKFILLING FOR SUBDRAINS. 14.5. PROTECTION OR REMOVAL OF UTILITY LINES. Existing utility lines that are shown on the drawings or the locations of which are made known to the Contractor prior to excavation and that are to be retained, as well as utility lines constructed during excavation operations, shall be protected from damage during excavation and backfilling, and if damaged, shall be repaired by the Contractor at his expense. In the event that the Contractor damages any existing utility lines that are not shown on the drawings or the locations of which are not known to the Contractor, report thereof shall be made immediately to the

0285-33-2/CD 02410-6 A-R003787 Contracting Officer. If the Contracting Officer determines that repairs shall be made by the Contractor, such repairs will be made in accordance with the clause Entitled "Changes" of the CONTRACT CLAUSES. When utility lines that are to be removed are encountered within the area of operations, the Contractor shall notify the Contracting Officer in ample time for the necessary measures to be taken to prevent interruption of the service. 15. SUBDRAIN PINCH VALVES 15.1. Pinch valves are to be installed on toe drain and weep hole subdrain pipes as indicated on the construction plans. 15.2. Check valves are to be all rubber and of the flow operated check type with a slip-on end connection. Inlet port areas shall be 100% of the mating pipe port size. The port area shall contour down to a duckbill which shall allow passage of flow in one direction while preventing reverse flow. The check valve is designed to slip over the specified pipe outside diameter. The flexible duckbill sleeve shall be one piece rubber construction with fabric reinforcement. The check valve shall also have a protective exterior wrapping for protection against sunlight attack. Check valves shall be attached to the pipe outside diameter by means of vendor furnished clamps.

0285-33-2/CD 02410-7

\X January 1989 ZERO ACCIDENTS SECTION 02430 STORM-DRAINAGE SYSTEM INDEX 1. APPLICABLE PUBLICATIONS 10. HYDROSTATIC TEST ON 2. SUBMITTALS WATERTIGHT JOINTS 3. DELIVERY, STORAGE, AND HANDLING 11. EXCAVATION AND TRENCHING FOR OF MATERIALS PIPE CULVERTS, STORM DRAINS 4. NOT USED AND DRAINAGE STRUCTURES 5. PIPE FOR CULVERTS AND STORM DRAINS 12. BEDDING 6. DRAINAGE STRUCTURES 13. PLACING PIPE 7. MATERIALS FOR DRAINAGE STRUCTURES 14. BACKFILLING 8. DOWNSPOUT BOOTS 15. LEAKAGE TESTS 9. JOINTS 16. CULVERT FLAP VALVES 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATIONS (Fed. Spec.). HH-G-156d Gasket Material, General Purpose; Rubber & Int. Am-1 Sheets, Strips, and Special Shapes (GSA-FSS) RR-F-621 Frames, Covers, Gratings, Steps, Sump and Catch Basin, Manhole , RR-S-1301 Safety Equipment, Climbing SS-S-210A Sealing Compound, Preformed Plastic, For Expansion Joints and Pipe Joints 1.2. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) PUBLICATIONS. M 33-81 Preformed Expansion Joint Filler for Concrete (Bituminous Type) M 170-85 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe M 198-75 Joints for Circular Concrete Sewer and Culvert (R 1986) Pipe Using Flexible Watertight Gaskets M 199-85 Precast Reinforced Concrete Manhole Sections M 206-85 Reinforced Concrete Arch Culvert Storm Drain, and Sewer Pipe 1.3. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. A 36-87 Structural Steel A 48-83 Gray Iron Castings A 123-84 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products A 307-86a Carbon Steel Bolts and Studs C 76-85a Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

0285-33-2 02430-1

M003789 C 231-82 Air Content of Freshly Mixed Concrete by the Pressure Method C 443-85a Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets C 478-85a Precast Reinforced Concrete Manhole Sections D 1556-82 Density of Soil in Place by the Sand-Cone Method D 1557-78 Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 10-1b (4.54 kg) Rammer and 18-inch (457 mm) Drop D 2487-83 Classification of Soils for Engineering Purposes D 2922-81 Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) D 3017-78 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) 2. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, .the Contractor shall submit for approval, the following items required by this section: 2.1. CATEGORY I. None. 2.2. CATEGORY II. (For information only) Pipe Laying Installation Recommendations (Para. 13) 3. DELIVERY, STORAGE, AND HANDLING OF MATERIALS. 3.1. DELIVERY AND STORAGE. Materials delivered to site shall be inspected for damage, unloaded, and stored with the minimum of handling. Do not store materials directly on the ground. Inside of pipes and fittings shall be kept free of dirt and debris. 3'.2. HANDLING. Materials shall be handled in such a manner as to insure delivery to the trench in sound undamaged condition. Pipe shall be carried to the trench not dragged. Gasket materials and plastic materials that are not to be installed immediately shall not be stored in the direct sunlight. 4. NOT USED. 5. PIPE FOR CULVERTS AND STORM DRAINS shall be as indicated and shall conform to requirements for the following pertinent types: 5.1. REINFORCED CONCRETE PIPE. ASTM C 76 or AASHTO M 170, Class III. 6. DRAINAGE STRUCTURES. 6.1. MANHOLES. Construction shall be of precast reinforced concrete manhole sections, complete with frames and covers and with fixed galvanized steel ladders where indicated. Manhole bases and junction boxes shall be cast-in-place or precast reinforced concrete. 6.2. CURB AND AREA INLETS. Construction shall be of cast-in-place or precast reinforced concrete as indicated. 6.3. HEADWALLS. Construction shall be of reinforced concrete, as indicated. 6.4. FLARED END SECTIONS. Sections shall be of a standard design with pipe manufacturer and manufactured of the same materials as specified for the pipe.

0285-33-2 02430-2

58003790 7. MATERIALS FOR DRAINAGE STRUCTURES. 7.1. CONCRETE. Unless otherwise specified, concrete and reinforced oncrete shall have a minimum compressive strength of 3000 psi at 28 days age and shall conform to the requirements under SECTION: CONCRETE FOR STRUCTURE CONSTRUCTION. The concrete mixture shall have air content by volume of concrete, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds 1-1/2 inches. Air content shall be determined in accordance with ASTM C 231. The concrete covering over steel reinforcing shall be not less than 1-1/2 inches thick for walls and flooring. Concrete covering deposited directly against the ground shall have a thickness of at least 3 inches between steel and ground. Expansion-joint filler material shall conform to ASTM D 1751, D 1752, or AASHTO M 33 or shall be resin impregnated fiberboard conforming to the physical requirements of ASTM D 1752. 7.2. MORTAR. Mortar for pipe joints and connections to other drainage structures, and block construction shall conform to ASTM C 270, Type M, except the maximum placement time shall be 1 hour. 7.2.1. The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar but in no case shall exceed 5.0 gallons of water per sack of cement. Water shall be clean and free of harmful acids, alkalies, and organic impurities. The mortar shall be used within 30 minutes after the ingredients are mixed with water. 7.2.2. The inside of the joint shall be wiped clean and finished smooth. In pipe too small for a man to work inside, wiping may be done by dragging a suitable swab or long-handled brush through the pipe as work regresses. The mortar bead on the outside shall be protected from air and sun ith a proper covering until satisfactorily cured. 7.3. PRECAST REINFORCED CONCRETE MANHOLE RISERS shall conform to ASTM C 478 or AASHTO M 199. Joints between precast concrete risers and tops shall be full-bedded in cement mortar and shall be smoothed to a uniform surface on both interior and exterior of the structure or joints shall be made with flexible watertight, rubber-type gaskets meeting the requirements of paragraph: Flexible Gasket Joints. 7.4. PRECAST REINFORCED CONCRETE MANHOLE TOPS shall conform to ASTM C 478 or AASHTO M 199. 7.5. PRECAST REINFORCED CONCRETE MANHOLE BASES shall be as indicated and shall be of such design as to effect suitable connection with influent and effluent lines and provide a suitable base structure for riser sections. 7.6. FRAME AND COVER OR GRATINGS. Frame and cover or gratings shall be cast gray iron, class 35 B or cast ductile iron, Grade 65-45-12 and shall conform to Fed. Spec. RR-F-621. Weight, shape, size, and waterway openings for frames and grates or covers shall be as indicated on the drawings. Frames, covers, and gratings shall have a minimum transverse proof-load strength of 25,000 pounds. 7.7. STEEL LADDERS. Steel ladders conforming to the requirements in ANSI A14.3 shall be installed where the depth of the manhole exceeds 4 feet. These ladders will be not less than 16 inches in width with 3/4-inch-diameter rungs spaced 12 inches apart. Ladders shall be adequately anchored to the wall by means of steel inserts spaced not more than 6 feet apart vertically and shall be so installed as to provide at Jeast 7 inches of space between wall and center of rungs. The ladders and inserts shall be galvanized after fabrication with 2.3 oz. of zinc per square foot of surface area in conformance with ASTM A 123. A adder climbing safety device conforming to Fed. Spec. RR-S-1301 shall be "0285-33-2 02430-3

4100379! installed where the depth of the manhole exceeds 20 feet. The wall along the line of the ladder shall be vertical for its entire length. 8. DOWNSPOUT BOOTS. NOT USED. 9. JOINTS. Pipe joints shall be one of the following types and shall meet the test requirements of paragraphs: HYDROSTATIC TEST ON WATERTIGHT JOINTS. 9.1. FOR CONCRETE PIPE. 9.1.1. Flexible Gasket Joints. 9.1.1.1. Materials. Flexible joints shall be made with plastic or rubber-type gaskets for concrete pipe. The design of joints and the physical requirements for plastic gaskets shall conform to AASHTO M 198, and rubber-type gaskets shall conform to ASTM C 443 or AASHTO M 198. Factory-fabricated resilient joint materials shall be, at the option of the Contractor, one of three types and of the materials and manufacture conforming to ASTM C 425. Gaskets shall have not more than one factory-fabricated splice, except that two factory-fabricated splices of the rubber-type gasket are permitted if the nominal diameter of pipe being gasketed exceeds 54 inches. 9.1.1.2. Test Requirements. Certified copies of test results shall be delivered to the Contracting Officer before gaskets or jointing materials are installed. Gaskets or jointing materials shall not swell more than 100 percent by volume when immersed in accordance with Method 6211 of Fed. Std. 601, in immersion medium No. 3 for 70 hours at 212 deg. F. Gaskets or jointing materials shall meet the low-temperature flexibility requirements of Fed. Spec. HH-G-156. Alternate types of watertight joint may be furnished if specifically approved. 9.1.1.3. Installation. Gaskets and jointing materials shall be as recommended by the particular manufacturer in regard to use of lubricants, cements, adhesives, and other special installation requirements. Surfaces to receive lubricants, cements, or adhesives shall be clean and dry. Gaskets and jointing materials shall be affixed to the pipe not more than 24 hours prior to the installation of the pipe, and shall be protected from the sun, blowing dust, and other deleterious agents at all times. Gaskets and jointing materials shall be inspected before installing the pipe; any loose or improperly affixed gaskets and jointing materials shall be removed and replaced. The pipe shall be aligned with the previously installed pipe, and the joint pulled together. If, while making the joint, the gasket or jointing material becomes loose and can be seen through the exterior joint recess when joint is pulled up to within one inch of closure, the pipe shall be removed and the joint remade. 10. HYDROSTATIC TEST ON WATERTIGHT JOINTS. A hydrostatic test shall be made on the watertight joint types proposed. Only one sample joint of each type needs testing; however, if the sample joint fails because of faulty workmanship, an additional sample joint may be tested. Copies of test results shal". e submitted to the Contracting Officer. During the test period the joint shall protected from high temperatures that might soften or adversely affect th jointing materials. The possibility that some water may be absorbed by cone, te pipes during this test will be considered before rejecting any rubber seals proposed. Performance requirements for joints in reinforced concrete pipe shall conform to ASTM C 443 or AASHTO M 198.

0285-33-2 02430-4

48003792 11. EXCAVATION AND TRENCHING FOR PIPE CULVERTS, STORM DRAINS AND DRAINAGE STRUCTURES. Excavation of trenches for culverts and storm drains shall be in accordance with the applicable portions of SECTION: EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS. 12. BEDDING. The bedding surface for the pipe shall provide a firm foundation of uniform density throughout the entire length of the pipe. When no bedding class is specified or detailed on the drawings, concrete pipe shall be bedded carefully in a soil foundation accurately shaped and rounded to conform to the lowest one-fourth of the outside portion of circular pipe or to the lower curved portion of pipe arch for the entire length of the pipe or pipe arch. When necessary, the bedding shall be tamped. Bell holes and depressions for joints shall be only of such length, depth, and width as required for properly making the particular type of joint. 13. PLACING PIPE. Each pipe shall be carefully examined before being laid, and defective or damaged pipe shall not be used. Pipelines shall 'be laid to the grades and alignment indicated. Proper facilities shall be provided for lowering sections of pipe into trenches. Lifting lugs in vertically elongated metal pipe shall be placed in the same vertical plane as the major axis of the pipe. Under no circumstances shall pipe be laid in water, and no pipe shall be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction shall be provided as necessary. All pipe in place shall be inspected before backfilling, and those damaged during placement shall'be removed and replaced at no additional cost to the Government. Where installation procedures or any part thereof are required to be in ccordance with the recommendations of the manufacturer of the material being installed, printed copies of these recommendations shall be furnished prior to installation. Installation of the item will not be allowed until the recommendations are received. Failure to furnish these recommendations can be cause for rejection of the material. 13.1. CONCRETE PIPE. Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and tongue ends of tongue-and-groove pipe pointing in the direction of the flow. 13.2. MULTIPLE CULVERTS. Where multiple lines of pipe are installed, adjacent sides of pipe shall be at least half the nominal pipe diameter or 3 feet apart, whichever is less. 14. BACKFILLING. 14.1. BACKFILLING PIPE IN TRENCHES. After the bedding has been prepared and the pipe installed, selected material from excavation or borrow, at a moisture content that will facilitate compaction, shall be placed along both sides of pipe in layers not exceeding 6 inches in compacted depth. The backfill shall be brought up evenly on both sides of pipe for the full length of pipe. Care shall be taken to insure thorough compaction of the fill under the haunches of the pipe. Each layer shall be thoroughly compacted with mechanical tampers or rammers. This met'hod of filling and compacting shall continue until the fill has reached an elevation of at least 12 inches above the top of the pipe. The remainder of the trench shall be backfilled and compacted by spreading and rolling or compacted by mechanical rammers or tampers in layers not exceeding 6 inches, except that under unpaved areas, the thickness may be 12 inches. Tests for density will be made as necessary to insure conformance to the compaction 0285-33-2 02430-5 ARG03793 requirements specified in "Compaction" below. Where it is necessary in the opinion of the Contracting Officer, any sheeting and/or portions of bracing used shall be left in place, and the contract will be adjusted accordingly. Untreated sheeting shall not be left in place beneath structures or pavements. 14.2. BACKFILLING PIPE IN FILL SECTIONS. For pipe placed in fill sections, backfill material and the placement and compaction procedures shall be as specified above and in "Compaction" below. The fill material shall be uniformly spread in layers longitudinally on both sides of pipe, not exceeding 6 inches in compacted depth, and shall be compacted by rolling parallel with pipe or by mechanical tamping or ramming. Prior to commencing normal filling operations, the crown width of the fill at a height of 12 inches above the top of the pipe shall extend a distance of not less than twice the outside pipe diameter on each side of the pipe or 12 feet, whichever is less. After the backfill has reached at least 12 inches above the top of the pipe, the remainder of the fill shall be placed and thoroughly compacted in layers not exceeding 6 inches, except that under unpaved areas, the thickness may be 12 inches. 14.3. MOVEMENT OF CONSTRUCTION MACHINERY. In compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe shall be avoided. Movement of construction machinery over a culvert or storm drain at any stage of the construction shall be at the Contractor's risk. Any pipe damaged thereby shall be repaired or replaced at the expense of the Contractor. 14.4. COMPACTION. Cohesionless materials shall include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. When results of compaction tests for moisture-density relations are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture- density curves, and cohesive soils will .show normal moisture-density curves. Compaction shall be accomplished by approved equipment and procedures. Material shall be moistened or aerated as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used. When questionable or borderline materials are encountered, the Contracting Officer will determine the compaction requirements to be used. Each layer shall be compacted to not less than the percentage of maximum density specified hereinafter. 14.4.1. Compaction, Density and Tests. 14.4.1.1. Where cohesionless materials are used for fills or backfills, sands or poorly graded gravels (either of which contain less than 15% passing the No. 200 sieve) shall be placed and compacted fully saturated to prevent bulking. Well-graded gravel shall be placed and compacted at a moisture content between 1 percent below and 4 percent above optimum moisture content. The materials shall be compacted to a density equal to 95% of maximum density as determined by ASTM D 1557, Method B, C, or D. 14.4.1.2. For all other materials, each layer shall be moistened or aerated to a moisture content after compaction of 1% below to 4% above optimum and compacted to at least 90% of maximum density as determined by ASTM D 1557, Method B, C, or D. Upon completion of areas to receive concrete, the applicable moisture-density relations shall be maintained until placement of the concrete. 14.4.1.3. Tests For and Control of Density. Testing shall be the responsibility of the Contractor and shall be performed at his expense by 0285-33-2 02430-6

IR00379& an approved commercial testing laboratory. When test results indicate that compaction is not as specified, the material shall be removed and replaced or recompacted to meet specification requirements at no expense to the Government. Subsequent tests on recompacted areas shall be performed to determine conformance with specification requirements. 14.4.1.3.1. Quality Control. All quality control sampling and testing shall be performed by the Contractor in accordance with paragraph: CONTRACTOR QUALITY CONTROL of SECTION: SPECIAL CLAUSES, and as specified herein. 14.4.1.3.2. Density-Moisture Determinations. Tests for determination of maximum density and optimum moisture shall be performed by the Contractor in accordance with the requirements of ASTM D 1557, Method B, C, or D. Samples shall be representative of the materials to be placed. An optimum moisture-density curve shall be obtained for each principal type of material or combination of materials encountered or utilized. Results of these tests shall be the basis of control for compaction. The above testing shall include Atterberg limits, grain size determinations ahd specific gravity. 14.4.1.3.3. Density Control. The Contractor shall adequately control his compaction operations by tests made in accordance with ASTM Standard D 1556, ASTM D 2167 or nuclear devices to insure placement of materials within the limits of densities specified. Nuclear testing equipment and procedures shall conform to ASTM Standard D 2922 and D 3017. When ASTM D 2922 is used, the calibration curves shall be checked, and adjusted if necessary, using the sand cone method as described in paragraph "Calibration" of ASTM D 2922. ASTM D 2922 results in a wet unit weight of soil and when using this method, ASTM D 3017 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall be checked along with the density calibration checks as described in ASTM D 3017. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job, on each different type of material encountered, at intervals as directed by the Contracting Officer. If ASTM D 2922 is used for field density control, there should be at least one test performed according to ASTM D 1556 per every 10 tests performed according to ASTM D 2922 for correlation of test results. One test shall be made for each 3,000 sq. yds. or less for each layer of specified depth, except areas to receive pavements, for which one test shall be made for each 2,000 sq. yds. or less for each layer. Additional tests shall be made as necessary. All test results shall be furnished daily to the Contracting Officer. Acceptance tests may be made by the Government for verification of compliance; however, the Contractor shall not depend on such test for his control of operations. 15. LEAKAGE TESTS. Lines shall be tested for leakage by either infiltration tests or exfiltration tests, as appropriate. Prior to testing for leakage, the trench shall be backfilled up to at least the lower half of the pipe. If required, sufficient additional backfill shall be placed to prevent pipe movement during testing, leaving the joints uncovered to permit inspection. Visible leaks encountered shall be corrected regardless of leakage test results. When the water table is 2 feet or more above the top of the pipe at the upper end of the pipeline section to be tested, infiltration shall be measured using a suitable weir or other device acceptable to the Contracting Officer. When the Contracting Officer determines that infiltration cannot be properly tested, an exfiltration test shall be made by filling the line to be tested with water so that a head of 0285-33-2 02430-7 W003795 at least 2 feet is provided above both the water table and the top of the pipe at the upper end of the pipeline to be tested. The filled line shall be allowed to stand until the pipe has reached its maximum absorption, but not less than 4 hours. After absorption, the head shall be reestablished. The amount of water required to maintain this water level during a 2-hour test period shall be measured. Leakage as measured by either the infiltration test or exfiltration test shall not exceed 250 gallons per inch diameter per mile of pipeline per day 0.2 gallons per inch diameter per 100 feet of pipeline per hour. When leakage exceeds the maximum amount specified, satisfactory correction shall be made and retesting accomplished. Testing, correction, and retesting shall be made at no additional cost to the Government. 16. CULVERT FLAP VALVES. 16.1. Flap valves are to be installed on culvert pipes, storm drain and surface water drainage pipes that enter Marshall's Run and/or the North Ditch as indicated on the construction plans. 16.2. Flap valves shall be a swinging or hinged type of valve used to permit flow of water through a pipe in one direction only. ' Valves* shall close automatically when back or reverse flow tries to reenter. Valves shall be equipped with bronze seats so that the head of the liquid will force the flap tightly closed. Valves shall be dripproof. 16.3. Valve body shall be iron with bronze flap ring, seat ring and hinge pin. 16.4. Valves shall have an ANSI 125 pound flanged end for connection to a flanged pipe. 16.5. Manufacturer: a. Rodney Hunt Company. b. Col dwell Wilcox Company. c. Clow Corporation. d. Or equal.

0285-33-2 02430-8 January 1989 ZERO ACCIDENTS SECTION 02444 CHAIN LINK SECURITY FENCE AND GATES INDEX 1. APPLICABLE PUBLICATIONS 4. MATERIALS 2. SUBMITTALS 5. GROUNDING 3. INSTALLATION * ~ 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATIONS (Fed. Spec.). FF-P-101F Padlocks RR-F-191J/GEN Fencing, Wire and Post Metal (and Gates, Chain Link Fence Fabric, and Accessories) (General Specification) RR-F-191/1C Fencing, Wire and Post, Metal (Chain-Link Fence Fabric) (Detail Specification) RR-F-191/2C Fencing, Wire and Post, Metal (Chain-Link Fence Gates) (Detail Specification) RR-F-191/3C Fencing, Wire and Post, Metal (Chain-Link Fence Posts, Top Rails and Braces) Detail Specification RR-F-191/4C Fencing, Wire and Post, Metal (Chain-Link Fence Accessories) (Detail Specification) 1.2. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS. A 569-85 Steel Carbon (0.15 Maximum, Percent), Hot-Rolled Sheet and Strip Commercial Quality A 570-85a Steel, Sheet & Strip, Carbon, Hot-Rolled Structural Quality C 94-86a Ready-Mixed Concrete 1.3. UNDERWRITERS LABORATORIES (UL) INC. PUBLICATION. UL 467 Grounding and Bonding Equipment (Nov 22, 1984, 6th Ed.; Rev. Nov 23, 1984) 2. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit for approval the following items: 2.1. CATEGORY I. None. 2.2. CATEGORY II. Fence Component List (Para. 3.1 thru 3.4 and 3.6) 3. MATERIALS. Materials shall conform to Fed. Spec. RR-F-191 and detailed specifications forming the various parts thereto. Chain link security fence shall be constructed at the locations and alignment shown on the drawings. All chain link security fence materials shall be the standard product of one manufacturer who is regularly engaged in the manufacture of chain link security 0285-33-2/CD 02444-1 H800379? fencing. Products which differ only in nonessential details from those specified herein will be acceptable. Drawings shall be submitted for any deviations in accordance with the SPECIAL CLAUSES. 3.1. CHAIN-LINK FABRIC. Fed. Spec. RR-F-191/1, Type I, 1.2 ounces per square foot coating, or Type II, 0.40 ounce per square foot coating, and shall be 9-gage wire woven in a 2-inch mesh. Fabric width shall be 8'-0". 3.2. POST, RAILS, AND BRACES. Fed. Spec. RR-F-191/3, zinc-coated, 1.8 ounce per square foot, except as modified herein. 3.2.1. Post Braces and Truss Rods. For each gate, corner, pull, or end post. Truss rods shall be provided with turnbuckles or other equivalent provisions for adjustment. 3.2.2. Intermediate Posts. C-section line posts of the same dimension as H-post, 0.120 inch wall thickness, and fabricated from steel conforming to ASTM A 570, Grade 33 may be furnished in lieu of H- or round posts. 3.2.3. Posts, Braces, Rails, and Gate Frames - Option. Steel pipe manufactured from steel conforming to ASTM A 569, cold-rolled and coated with a minimum of 0.9 ounce of zinc per square foot, a. minimum of 15 micrograms of zinc chromate per square inch and a minimum of 0.3 mils cross link polyurethane acrylic exterior coating may be furnished. Steel pipe shall be of the same external dimension and minimum wall thickness as Class 1 - steel pipe as listed in Fed. Spec. RR-F-191/3. 3.3. ACCESSORIES. Fed Spec. RR-F-191/4. 3.3.1. Barbed Wire. Zinc coated for use with zinc-coated fabric and aluminum coated for use with aluminum-coated fabric. 3.3.2. Barbed Wire Support Arms. Single arm type. 3.3.3. Tension Wire. Minimum tensile strength of 75,000 psi, zinc-coated for use with zinc-coated fabric and aluminum coated for use with aluminum-coated fabric. Minimum weight of aluminum coating shall be 0.40 ounce of aluminum per square foot of wire. 3.3.4. Tie Wire. Nine gage galvanized steel wire for attaching fabric to rails, braces, and intermediate posts. 3.3.5. Hog Rings. Nine gage (minimum) galvanized steel wire for attaching fabric to top and bottom reinforcing wires. 3.4. GATES. Fed. Spec. RR-F-191/2; gates shall be the type shown on the drawings. Gate frames and accessories shall be zinc coated, 1.8 ounce per square foot. Gate fabric shall be as specified for chain-link fabric. Each end member of gate frames shall be extended sufficiently above the top member to carry three strands of barbed wire in horizontal alinement with barbed wire strands on the fence. Gate leaves more than 8 feet wide shall have either intermediate members and diagonal truss rods or shall have tubular members as necessary to provide rigid construction, free from sag or twist. Gate leaves less than 8 feet wide shall have truss rods or intermediate braces. Gate fabric shall be attached to the gate frame by method standard with the manufacturer except that welding will not be permitted. Latches shall be arranged for padlocking so that padlock will be accessible from both sides of the gate regardless of the latching arrangement. Gates shall be provided with stops for holding gates in the open position. 3.5. CONCRETE. ASTM C 94, using 3/4 inch maximum-size aggregate, and having minimum compressive strength of 3,000 psi at 28 days. 3.6. PADLOCKS. Fed. Spec. FF-P-101, type EPB, 1-3/4-inch size, with chain. All padlocks shall be keyed alike.

0285-33-2/CD 02444-2

HH003798 4. INSTALLATION. The fence shall be installed on previously prepared surfaces |to line and grade indicated. Fence installation shall be as specified and in accordance with the fence manufacturer's written installation instructions. 4.1. EXCAVATION. Excavation for concrete-embedded items shall be of the dimensions indicated. Post holes shall be cleared of loose materials. Waste material shall be collected and disposed of under the topsoil cap. The ground surface irregularities, along the fence line and in areas not being altered by area grading, shall be eliminated to the extent necessary to maintain a 2-inch clearance between the bottom of the fabric and finish grade. 4.2. POST SETTING. Posts shall be set plumb and in alinement. Posts shall be set in concrete bases of dimensions indicated. Concrete shall be thoroughly compacted so as to be free of voids and finished in a dome. Straight runs between braced posts shall not exceed 500 feet. Concrete shall be cured a minimum of 72 hours before any further work is done on the posts. 4.3. POST CAPS. Post caps shall be of the design as required to accommodate the top rail. Post caps shall be installed as recommended by the manufacturer. 4.4. SUPPORTING ARMS. Supporting arms shall be of the design as required to accommodate the top rail. Supporting arms shall be installed as recommended by the manufacturer. In addition to manufacturer's standard connections, supporting arms shall be securely anchored to posts in such manner that will prevent easy removal with hand tools. Supporting arms shall be anchored with 3/8 inch diameter plain pin rivets or at the Contractor's option, studs driven by low-velocity explosive-actuated tools may be used with steel, wrought iron, ductile iron, or malleable iron. Studs driven by an explosive-actuated tool will not be used with gray iron or other material that will be fractured. A minimum f two studs per support arm shall be used. 4.5. TOP RAILS. Top rail shall be installed before installing chain-link fabric and shall pass through intermediate post caps. Expansion coupling shall be provided and spaced a maximum of 100 feet on centers. 4.6. TOP AND BOTTOM TENSION WIRE. Bottom tension wire shall be installed before installing chain-link fabric and shall be pulled taut. 4.7. FABRIC. Fabric shall be mechanically pulled taut and secured to the top rail and bottom wire close to both sides of each post and at intervals of not more than 24 inches on center. Fabric shall be .secured to line posts using ties at the top and bottom at intervals of not more than 15 inches. Fabric shall be secured to end, corner, pull, and gate posts for the full length by integrally weaving to fastening loops or by using stretcher bars and bands. Fabric shall be twisted and barbed on the top salvage and knuckled on the bottom salvage. 4.8. BARBED WIRE. Barbed wire shall be installed on supporting arms above the fence posts and extended ends of gate frames. Each strand shall be pulled taut and securely fastened to each supporting arm and extended member. The method of securing wires shall be positive and complete. 4.9. GATES. Gates shall be hinged to swing through 180 degrees from closed to open. Gates shall be complete with latches, stops, keepers, fabric, braces, and locks and shall conform to the contract drawings. Hinge pins and hardware shall be welded or otherwise secured to prevent removal. 4.10. PADLOCKS. Padlocks shall be furnished for gate openings and shall have chains that are securely attached to the gate or gate posts. Padlocks shall be keyed alike and two keys shall be provided for each padlock.

0285-33-2/CD 02444-3

4*003799 5. GROUNDING. 5.1. FENCE shall be grounded at each side of every gate, at points 150 feet each side of overhead power-transmission lines, at intervals of every 1,000 to 1,500 feet of length when fences are located in isolated places, and every 500 to 750 feet when in close proximity (100 feet or less) to public roads, highways, and buildings. Fence shall be grounded at locations, where the fence alinement changes more than 15 degrees. 5.2. FENCE POSTS. Each fence post to be grounded shall be connected to a ground electrode consisting of a copper-clad steel ground rod 3/4 inch in diameter and 10 feet long, driven not less than 11 feet into the ground with rod located at the fence line or as near the fence line as is practicable. Ground rods shall conform to UL 467. Connection of fence post to ground electrode shall be made below grade with not less than No. 4 AWG stranded-copper wire with TW insulation by approved clamp-type fitting of copper on fence post and electrode. Each gate panel shall be bonded with a flexible bond strap to its gate post.

0285-33-2/CD 02444-4 January 1989 ZERO ACCIDENTS SECTION 02480 SEEDING INDEX 1. APPLICABLE PUBLICATIONS 9. PLANTING SEED 2. GENERAL REQUIREMENTS 10. SOIL EROSION CONTROL MATERIAL *3. SOIL TEST 11. PROTECTION AND CLEANUP 4. SUBMITTALS 12. ESTABLISHMENT AND MAINTENANCE 5. DELIVERY, STORAGE, AND HANDLING PERIOD 6. MATERIALS 13. HERBICIDES, INSECTICIDES, AND 7. DATES FOR SEEDING PESTICIDES 8. PREPARATION OF SEEDBED • 14. FINAL ACCEPTANCE * NOT USED Attachments: Seeding Methods, Std. Dwg. No. 16-10-01, Sheet 2 Soil Erosion Control Blanket Placement Details, Std. Dwg. No. 16-10-01, Sheet 3 , - PART 1 - GENERAL 1.. APPLICABLE PUBLICATIONS. The following publications of the issues listed elow form a part of this specification to the extent referenced. The 'publications are referenced in the text by basic designation only. 1.1. FEDERAL SPECIFICATION (Fed. Spec.). 0-F-241D Fertilizer, Mixed, Commercial 1.2. U.S. DEPARTMENT OF AGRICULTURE. Federal Seed Act of 9 August 1939 (53 Stat. 1275) 2. GENERAL REQUIREMENTS. The specified seed varieties and quantities shall be uniformly distributed over all ground areas disturbed by grading and/or trenching and not otherwise surfaced and in such manner that will produce an even stand of grass over the entire area seeded, as shown on attached Standard Drawing No. 16-10-01, Sheet 2. The Contractor shall notify the Contracting Officer at least 10 days prior to seeding operations. 3. SOIL TEST. NOT USED. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit the following items: 4.1. CATEGORY I. None. 4.2. CATEGORY II. 4.2.1. Certificates of Compliance: 4.2.1.1. Seed. 4.2.1.2. Fertilizer. 4.2.1.3. Agricultural Soil Test Report. 4.2.2. Manufacturer's Literature: 4.2.2.1. Hydro-Mulch. 4.2.2.2. Erosion Control Materials.

0285-33-2/CD 02480-1 5. DELIVERY, STORAGE, AND HANDLING. 5.1. DELIVERY. 5.1.1. Seeding Material shall be inspected upon arrival at the jobsite, and unacceptable material shall be removed from the jobsite. 5.1.2. During Delivery, Seed shall be protected from any drying or contamination by detrimental material. 5.1.3. Fertilizer shall be delivered to the site in the original, unopened containers bearing the manufacturer's guaranteed chemical analysis, name, trade name, trademark, and conformance to state and federal law. 5.1.4. Chemical Treatment of Materials. Pesticides and Herbicides shall be delivered to the site in the original unopened containers. Containers without labels and EPA registration numbers and the manufacturer's registered uses will be rejected by the Contracting Officer. 5.2. STORAGE. 5.2.1. Seed and Fertilizer shall be stored in cool, dry locations away from contaminants. 5.2.2. Pesticides and Herbicides shall not be stored with other landscape materials and shall be handled and stored following manufacturer's directions. 5.2.3. Materials shall be stored in areas designated or as approved by the Contracting Officer. PART 2 - PRODUCTS 6. MATERIALS. 6.1. SEED shall be state-certified seed of the latest season's crop and shall be delivered in original sealed packages bearing the producer's guaranteed analysis for percentages of mixtures, purity, germination, weed-seed content, and inert material. Labels shall conform with USDA Federal Seed Act, Rules & Regulations and applicable state seed laws. Wet, moldy, or otherwise damaged seed will be rejected. 6.1.1. Lawn Seed Mixture. Not used. 6.1.2. Field Seed Mixture. The mixture of each seed lot shall contain the following types of seed and their pounds of Pure Live Seed (PLS) per acre: The following formula shall be used to determine the amount of commercial seed required to provide in each kind of seed the specified quantities of pure live seed, with Purity and Germination expressed as whole numbers: Pure Live Seed x 100 xlOO = Pounds Commercial Purity x Germination Seed Required 6.2. FERTILIZER shall be controlled-release, commercial grade, granular free flowing, uniform in composition, delivered in fully labeled sealed containers, and shall conform to applicable state and federal regulations. Fertilizer shall conform to Fed. Spec. O-F-241, and shall bear the manufacturer's guaranteed statement of analysis. 6.2.1. Granular fertilizer shall contain a minimum percentage by weight of the following elements: 10 Nitrogen (of which 50% shall be a slow release organic type), 20 Phosphoric acid, and 10 Potassium. The fertili er mixture used shall be derived from either sulfur coated urea, urea formaldehyde, plastic or polymer coated prills or isobutylenediurea.

0285-33-2/CD 02480-2 6.3. TOPSOIL. Specified under SECTION: TOPSOIL. 6.4. TOPSOIL FOR REPAIR. Erosion repair topsoil shall be obtained by the Contractor from off-site areas and shall conform to upper topsoil requirements. See SECTION: TOPSOIL. Topsoil for repair shall be a natural, friable soil representative of agriculturally productive soils in the vicinity. It shall be obtained from well-drained areas and shall be free of any admixture of subsoil, toxic substances, and any material or substance that may be harmful to plant growth. 6.5. MULCH. 6.5.1. Straw Mulch shall be stalks from oats, wheat or rye that are free from noxious weeds, mold, or other objectionable material. The straw- mulch shall contain at least 50 percent by weight of the material to be 10 inches or longer. Straw shall be in an air-dry condition and suitable for placing with blower equipment. 6.5.2. Wood Cellulose Fiber Mulch And Tackifier shall be wood cellulose fiber and shall not contain any growth or germination-inhibiting factors and shall be dyed an appropriate color to facilitate visual metering during application. Composition on air-dry weight basis: 9 to 15 percent moisture, pH range from 3.5 to 5.0. Use with hydroseeding application of grass seed and fertilizer. When added to water, it forms a homogenous slurry specifically for use in hydraulic mulching and seeding equipment. Tackifier shall be a natural vegetable gum, blended with gelling and hardening agents. This material, when mixed with wood cellulose and water becomes a tackifier/ binder to act as an agent for erosion control and provides a stable bed for seed germination. 6.6. WATER shall be a quality suitable for irrigation. 6.7. CHEMICAL TREATMENT MATERIAL shall be EPA registered and approved herbicides and pesticides. These materials shall comply with all applicable state and federal laws. 6.8. SOIL EROSION CONTROL MATERIAL, AND STAPLES. 6.8.1. Soil Erosion Control Blanket shall consist of a machine- laid mat of curled wood excelsior, fibers of which 80 percent are 6 inches or longer. The excelsior fiber shall be burred wood fiber from nonresinous timber. The fiber thickness shall be consistent and evenly distributed over the entire area of the blanket. The top side of each blanket shall be covered with a photodegradable extruded plastic mesh. Mesh size shall be a minimum of 1 inch by 2 inches. Blankets shall be made smolder resistant without chemical additives. Roll size specifications are: roll width 48 inches, length 180 feet average, area coverage 80 square yards average, roll weight approximately 78 pounds. 6.8.2. Staples shall meet the Erosion Control Material manufacturer's instructions.

PART 3 - EXECUTION 7. DATES FOR SEEDING. 7.1. LAWN SEEDING. Not used. 7.2. FIELD SEEDING. The Contractor shall prepare the seedbed and perform field seeding as specified in paragraph: MATERIALS between the dates- of:, -•--•.-.;-,- Spring: 1 May to 31 May (Preferred) Dormant: 1 November to 31 May (Used when schedules do not allow spring

0285-33-2/CD 02480-3 planting. Dormant seeding only after soil temperatures are below 60 deg. F. No seeding when soil is frozen or muddy.) 8. PREPARATION OF SEEDBED. 8.1. GENERAL. The Contractor shall place topsoil and establish finish grades in accordance with the SECTION: GRADING. Any eroded finish grades shall be repaired in accordance with the MATERIALS paragraph: TOPSOIL FOR REPAIR. 8.2. TILLAGE. The soil shall be tilled to a depth of at least 4 inches by plowing, disking, harrowing, or rototilling. When drought, excessive moisture, or other unsatisfactory conditions prevail, the work should be stopped. The soil surface shall be leveled to meet finish grade requirements before seeding. Seedbed preparation shall be performed on the contour to reduce soil loss. Slopes 2 horizontal to 1 vertical and greater, minimum tillage depth shall be 2 inches. 8.3. APPLICATION OF FERTILIZER. Granular fertilizer shall be incorporated into the soil to a depth of 2 inches during seedbed preparation. When hydro-seeding is specified, the fertilizer may be applied with the use of hydro-seed and mulch. 8.4. FERTILIZER RATE. 8.4.1. Apply fertilizer at a rate to supply no less than 7 pounds of fertilizer mix per 1,000 square feet/acre of seeded area. 9. PLANTING SEED. 9.1. GENERAL. Prior to seeding, any previously prepared seedbed areas compacted or damaged by interim rains, traffic, or other cause, shall be reworked to restore the ground condition previously specified. Seed shall be planted at the rate specified herein. 9.2. METHODS. Seed planting shall be accomplished by: 9.2.1. Broadcast Seeding. The Contractor shall broadcast seed by hand or with approved gravity or cyclone types of spreading equipment. Broadcast seedings shall be covered to an average depth of 1/4 inch. Completed seeding shall be mixed into soil with a harrow or rake and compacted with a cultipacker-type roller providing 60 to 90 pounds weight per linear foot of roller, or by equivalent approved hand rolling or compacting methods. Broadcast seeding will not be permitted when wind velocity is such as to prevent uniform seed distribution. 9.2.2. Drill Seeding. The Contractor shall plant seed with a grass seed drill equipped with seeding mechanisms, agitator, double disk furrow openers and packer wheels or drag chains. The seed drill shall plant, cover and compact the seedbed in the same operation. The distance between drill rows shall not be more than 6-1/2 inches apart with planting depth of 1/4 - 1/2 inch. Drill seeding is recommended over broadcast for large areas of field seeding. 9.2.3. Hydro Seeding. The Contractor shall accomplish seeding, fertilizing, and mulching by hydroseed application. Hydro seeding shall not be used for dormant fall field-type seeding. Seed and fertilizer in the amount per acre designated, wood cellulose fiber mulch and tackifier/binding agents at the rates recommended by the manufacturer for the specific fiber mulch used, shall be combined with water to provide a slurry, and hydraulic application shall be performed in such manner that the liquid carrier will uniformly distribute the material over the entire area to be seeded at rates JBfr not less than indicated herein. No following compaction shall be done. The flip

0285-33-2/CD 02480-4 seeded area shall be watered after seeding and the soil moistened to a depth of 2 to 4 inches. 9.3. VEGETATIVE MULCHING. The contractor shall perform vegetative mulching on the same day as planting seed. Vegetative mulching is not required on hydro-seeding. 9.3.1. Applying Mulch. Straw mulch shall be spread uniformly in a continuous blanket over the seeded areas, using 2 tons of material per acre. The mulch shall be spread in such manner as to prevent bunching. 9.3.2. Securing Mulch. Immediately following the spreading of the mulch, the material shall be anchored securely into the soil a minimum of 3 inches by means of a mulch anchoring machine equipped with large coulter- type discs spaced on approximate 8-inch centers. Edges of the discs shall be dull to prevent cutting of the mulching and equipment operation shall be such as to embed the mulch to the required depth. In areas where equipment cannot be used, mulch shall be secured by shallow covering of earth or by embedding with approved hand methods, including straight-bladed spade with dulled edge. 10. SOIL EROSION CONTROL MATERIAL shall be installed ori all unlined ditches and swales and on all slopes exceeding 25% slope ]. Installation of erosion control materials shall be in accordance with the manufacturer's instructions or as shown on the Standard Drawing 16-10-01, Sheet 3. 10.1. SOIL PREPARATION. The surfaces of ditches and slopes to receive soil erosion control material shall be topsoiled, finished, tilled, fertilized, and seeded in accordance with the paragraph: PREPARATION OF SEEDBED. 10.2. PLACEMENT OF SOIL EROSION CONTROL MATERIAL. 10.2.1. General. Soil erosion control material shall be unrolled and placed with the netting on top. Apply wire staples or stakes vertically through the netting and blanket into the ground. Material shall be installed in accordance with the manufacturer's instructions. Erosion control material placement shall be accomplished without damage to the installed material or distortion of established grades. 10.2.2. Ditches. Erosion control material shall be laid in the direction of the flow of water and smoothed and secured in place as shown on attached Standard Drawing No. 16-10-01, Sheet 3, with all overlaps in direction of water flow. 10.2.3. Slopes. Erosion control material may be laid horizontally or vertically on the slope and secured as shown on attached Standard Drawing No. 16-10-01, Sheet 3. 10.3. MAINTENANCE. The erosion control material shall be maintained by the Contractor until all work on the entire contract or designated portion thereof has been completed and accepted. Maintenance includes repair of eroded areas, the repair or replacement and restapling of loose or undermined erosion control material. Also includes reseeding eroded areas with installed erosion control materials. :. , . 11. PROTECTION AND CLEANUP. After seeding and mulching operations have been completed, barricades and approved warning signs shall be erected by the Contractor as required to provide protection against traffic and trespass. Excess material from seeding and mulching operations, and all debris, shall be cleaned up and disposed of off the site.

0285-33-2/CD 02480-5 12. ESTABLISHMENT AND MAINTENANCE PERIOD. 12.1. LAWN SEEDING. Not used. 12.2. FIELD SEEDING. The Contractor is responsible for the establishment and maintenance of field seeding for a minimum period of 365 days after all of the work on the project has been completed and accepted by the Contracting Officer. 12.2.1. Watering of field seeding is not required. 12.2.2. Mowing shall be provided by the Contractor for weed control and as directed by the Contracting Officer. The Contractor shall maintain an approximate 6-inch minimum height of grass and weeds during the maintenance period. 12.2.3. Reseeding and Repair. During the maintenance period, any eroded or damaged seeding shall be repaired and reseeded by the Contractor. 13. CHEMICAL TREATMENT. Herbicides and pesticides shall be applied as directed by the Contracting Officer for the control of weeds or pests that may damage seeded areas. Application shall be by a certified applicator and performed in accordance with manufactures recommendations stated on the container label. When weeds are sprayed they should be 4 to 6 inches high if they are thick enough to shade the ground completely. The seeded grass should be in at least a two- to four-leaf stage before spraying. 14. FINAL ACCEPTANCE. Final inspection and acceptance will be at the end of the Establishment and Maintenance Period. Acceptance will be based upon material, performance and completion of all the items of work specified for SEEDING. Unacceptable work shall be reseeded by the Contractor.

0285-33-2/CD 02480-6 02480 02480

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1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATION (Fed. Spec.). 0-F-241D Fertilizers, Mixed, Commercial 1.2. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) PUBLICATION. Z60. latest edition American Standard for Nursery Stock (Oct. 1980) 1.3. AMERICAN JOINT COMMITTEE ON HORTICULTURAL NOMENCLATURE PUBLICATION. Standardized Plant Names (1942 - Second Edition) 1.4. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. D 2607-69 Peats, Mosses, Humus, and Related Products SOURCE INSPECTIONS. 2.1. PLANT MATERIALS shall be inspected at the growing site and tagged or otherwise approved for delivery. Such inspection does not preclude the right of rejection at the project site. 2.2. TOPSOIL. See SECTION: TOPSOIL CAP. 3. DELIVERY, STORAGE, AND HANDLING. 3.1. DELIVERY. 3.1.1. Plant material shall be inspected by the Contracting Officer upon arrival at the jobsite and unacceptable plant material shall be removed from the jobsite within the same day of delivery. The Contractor shall notify the Contracting Officer, a minimum of 48 hours in advance, when the plant material is to be delivered. 3.1.2. Plants shall be protected during delivery to prevent damage to the root balls or desiccation of leaves. Trees shall be protected during transportation by tying in the branches and covering all exposed branches. 3.1.3. The use of equipment such as "tree spades" shall be permitted provided that the plant balls are sized in accordance with ANSI Z60.1 and tops are protected from damage. * 3.1.4. Soil conditioners and amendments shall be delivered to the jobsite in their original, unopened containers bearing the manufacturer's guaranteed chemical analysis and name. In lieu of containers, soil conditioners and amendments may be furnished in bulk and a certificate from the manufacturer indicating the above information shall accompany each delivery.

285-33-2/CD ' 02490-1 3.2. STORAGE. 3.2.1. Plant Storage. Plants not installed on the day of arrival at the jobsite shall be stored and protected. Outside storage locations shall be continually shaded and protected from the wind. Plants stored on the project shall be protected from any drying at all times by covering the balls or roots with moist sawdust, wood chips, shredded bark, peat moss, or other similar mulching material. Plants be kept in a moist condition until planted by watering with a fine mist spray. 3.2.2. Storage of Other Materials. Soil conditioners and amendments shall be kept in dry storage away from contaminants. Storage of materials shall be in areas designated or as approved by the Contracting Officer. 3.3. HANDLING. Care shall be taken to avoid drying or damaging plants being moved from the nursery or storage area to the planting site. Balled and burlapped plants shall be handled carefully to avoid cracking or breaking the earth ball. Plants shall not be handled by the trunk or stems. Damaged plants will be rejected and shall be removed from the jobsite. 4. MATERIALS. 4.1. PLANTS. 4.1.1. Plants shall be nursery grown or plantation grown stock conforming to ANSI Z60.1 and publication for Standardized Plant Names. Plant material shall be of the varieties specified in the plant material list on the drawings. Any plant material deviating therefrom shall be replaced with the correct plants at no additional cost to the Government. Where the drawings or specifications are in conflict with ANSI Z60.1, the drawings and specifications shall prevail. Plant labels shall be affixed to each plant in accordance with ANSI Z60.1. 4.1.2. Planting stock shall be park grade, sound, vigorous, healthy, and free from disease, sun-scald, windburn, abrasion, and harmful insects or insect eggs and shall have healthy, normal, and unbroken root systems. Deciduous trees shall be symmetrically developed, of uniform habit of growth, with straight boles or stems, and free from objectionable disfigurements. All shade trees shall have one main leader. Evergreen trees shall have well-developed symmetrical tops with typical spread of branches for each particular species or variety. Ground covers and vines shall be vigorous, have the number and length of runners and clump size specified, and be the proper age for the grade of plants specified. Only vines and ground cover plants well established in removable containers, integral containers, or formed homogeneous soil sections shall be used. Plants shall have been grown under climatic conditions similar to those in the locality of the project. Plants budding into leaf or having soft growth shall be sprayed with an antidesiccant at the nursery before digging. If spraying of an antidesiccant is used, it will not be required again prior to the transporting of plant materials. 4.1.3. The minimum acceptable sizes of all plants, measured before pruning and with branches in normal position, shall conform to the measurements indicated on the drawings. Plants larger in size than specified may be used with the approval of the Contracting Officer, but at no change in the contract price. If larger plants are used, the ball of earth or spread of roots shall be increased in accordance with ANSI Z60.1. 4.1.4. The Contractor shall facilitate inspection and identification by labeling trees with a durable waterproof label and weather-resistant ink. Labels shall state the correct plant name and size as specified in the list 0285-33-2/CD 02490-2 of required plants. Labels shall be securely attached to plants and shall be legible for 60 days after delivery to the jobsite. 4.1.5. Plant material shall be nursery grown unless otherwise indicated and shall conform to the requirements and recommendations of ANSI Z60.1. Plants shall be dug and prepared for shipment in a manner that will not cause damage to branches, shape, and future development after planting. 4.1.5.1. Balled and burl apped plants shall have ball sizes and ratios conforming to ANSI Z60.1. Plants shall be balled with firm, natural balls of soil. Balled and burlapped plants shall be wrapped firmly with burlap, strong cloth, or plastic and tied. 4.1.6. Substitutions. Plants or cultivars, other than those named in the list of plants to be furnished, will not be accepted unless specifically approved in writing by the Contracting Officer. 4.2. TOPSOIL. 4.2.1. Topsoil shall be approved fertile, friable, natural surface soil, such as may be found locally and capable of producing agricultural crops, as specified in SECTION: GRADING. 4.2.2. If additional topsoil is required, it shall be obtained (by the Contractor) from off-base areas approved by the Contracting Officer and shall be a natural friable soil, representative of productive soils in the vicinity. It shall be obtained from well-drained areas and shall be free of admixture of subsoil and foreign matter or objects larger than 1 inch in any dimension, toxic substances, and any material or substances that may be harmful to plant growth. The pH range shall be 6.0 to 7.0. Topsoil that does not meet this pH range shall be amended by the addition of pH adjusters. 4.3. SOIL CONDITIONERS. Peat shall be a natural product of sphagnum moss eat (peat moss), hypnum moss peat, reed-sedge peat, or peat humus derived from freshwater site conforming to ASTM D 2607, except as otherwise specified herein. Peat shall be shredded and granulated to pass a 3/4-inch mesh screen and conditioned in storage piles for at least 6 months after excavation. 4.4. PLANTING SOIL MIXTURE. The planting soil mixture shall be composed of three parts topsoil and one part peat moss. 4.5. FERTILIZER shall be commercial grade and uniform in composition. 4.5.1. Granular Fertilizer shall conform to Fed. Spec. O-F-241, Type I, Level B, and shall bear the manufacturer's guaranteed statement of analysis. Granular fertilizer shall be a commercial product, 50% slow release nitrogen 5-10-5 formula. 4.6. LANDSCAPE FABRIC - NOT USED. 4.7. MULCH shall be free from deleterious materials and shall be stored so as to prevent inclusion of foreign materials. 4.7.1. Wood Mulch Materials shall be the following: Shredded Cedar Bark, Size 1" to 4". 4.8. TRUNK WRAPPING MATERIAL. Tree wrap shall be two thicknesses of crinkled paper cemented together with a layer of bituminous material. Wrapping material shall be a minimum of 4 inches in width. Twine for tying shall be coarse sisal yarn or electrician's tape. 4.9. GUYING AND STAKING MATERIAL. 4.9.1. Stakes for tree support shall be studded steel "T" fence posts a minimum of 6'-0" long and maximum of lO'-O" long for deciduous trees; 3'-0" long for evergreen trees.

F0285-33-2/CD 02490-3 4.9.2. Guying Wire shall be galvanized, of not less than 12 gage. 4.9.3. Hose Chafing Guards shall be new or used 2-ply reinforced rubber or plastic hose and shall be all the same color on the project. 4.9.4. Flags to be fastened to evergreen tree guys shall be surveyor's plastic tape, white or yellow in color and 6 inches in length. 4.10. WATER shall not contain elements toxic to plant life. It shall be obtained from the base at no cost to the Contractor. 4.11. ANTIDESICCANT shall be an emulsion that will provide a film over plant surfaces permeable enough to permit transpiration but will inhibit excessive evaporation. 4.12. TREE WOUND DRESSING shall be one of the following: Either a black asphalt base antiseptic paint or a black paint consisting of Bordeaux Mixture, raw linseed oil, and lamp black. 5. SITE PREPARATION. 5.1. CLEARING AND GRADING. Clearing shall consist of the satisfactory removal and disposal of brush, snags, and rubbish occurring within the area shown on the drawings. Clearing shall be accomplished by hand within 5 feet of existing vegetation to be left standing. Care shall be taken to protect existing plant material and its root structure. Grading shall conform to the lines and grades shown on the drawings. 5.2. LAYOUT. Prior to excavating for plant pits and beds, the area shall conform to the lines and grades shown on the drawings. Plant material locations and bed outlines shall be staked on the project site and approved by the Contracting Officer before any plant pits or beds are dug. Plant material locations may be adjusted by the Contracting Officer to ensure that there is no interference with drainage or utilities. 5.3. PROTECTION OF EXISTING VEGETATION. If lawns have been established prior to planting operations, the surrounding turf shall be covered before excavations are made in a manner that will protect the existing turf areas. Existing trees, shrubbery, and beds that are to be preserved shall be barricaded in a manner that will effectively protect them during planting operations. No mechanical equipment shall be operated within 5 feet of the base of any existing trees. 5.4. TURF REMOVAL. Where planting beds are being dug in existing turf areas, the turf shall be removed to a depth that will ensure the removal of the entire root system. 5.5. UNDERGROUND OBSTRUCTIONS TO PLANTING. If underground utilities, construction, or solid rock ledges are encountered, alternate locations for plants shall be selected by the Contracting Officer. Utilities shall not be disturbed. Damage to utility lines shall be repaired at the Contractor's expense. 5.6. PLANT PITS shall be dug to produce vertical sides and flat bottoms. When pits are dug with an auger and the sides of the pits become glazed, the glazed surface shall be scarified. The depth of the plant pits shall be 6" deeper than the root ball. The width of the plant pit shall allow a minimum distance between the ball and the sides of the pit of 12" for trees. In digging, all topsoil encountered shall be retained. All other excavated material shall be removed and replaced with approved planting soil mixture. Prior to planting break up the bottom 4" of the plant pit with a shovel.

0285-33-2/CD 02490-4

M0030I2 6. INSTALLATION. 06.1. PLANTING SEASONS. Planting shall be done when the ground is not rozen, snow covered, or in an otherwise unsuitable condition for planting. opring planting shall be accomplished between 1 April and 1 June. Fall planting shall be accomplished between 1 September and 1 October for evergreen trees and 15 October and 1 December for deciduous trees. If special conditions exist that may warrant a variance in the above planting dates or conditions, a written request shall be submitted to the Contracting Officer in triplicate, stating the. special conditions and proposed variance. 6.2. SETTING PLANTS. Balled and burlapped plants shall be handled and moved only by the ball or container. Plants shall be set plumb and held in position until sufficient soil has been firmly placed around roots or ball. Set •plants at the same depth at which they were grown in the nursery or container. 6.2.1. Ball ed and Burl apped Stock shall be backf i 11 ed wi th pi ant i ng soil mixture to approximately half the depth of the ball and then tamped and watered. Burlap and tying materials shall be opened and folded back. Plastic wrap shall be completely removed before the placement of backfill. The remainder of backfill of planting soil mixture shall be tamped and watered. Earth saucers or water basins shall then be formed around isolated plants. Water holding basins shall be ample enough in size and height to hold at least 2-1/2 gallons for shrubs or 5 gallons for trees. 6.3. FERTILIZER. 6.3.1. Fertilizer Application. The following amounts of fertilizer shall be applied in each planting pit. 6.3.1.1. Deciduous Shade and Flowering Trees to 6 feet in heightn , 1 pound. 6.3.1.2. Deciduous Shade Trees 6 feet to 3 inches caliper, pounds. ft 6.3.1.3. Upright Evergreens to 5 feet in height, 1 pound. 6.4. WATERING. All plants shall be "watered in" by flooding the backfilled hole within the same working day upon which they were planted. During and immediately after watering, all plants shall be adjusted as necessary to insure correct depth of planting, vertical alignment and/or natural profile. Additional soil shall be added around each plant as required to compensate for settling. Soil shall be firmed around each plant as final adjustments are made. The saucer, required for holding mulch and water, shall be formed at this time. On slopes, the downhill side of the saucer shall be at the same elevation as the ground on the uphill side in order to retain the mulch and catch surface water runoff. x 6.5. EDGING PLANT BEDS OR INDIVIDUAL PLANTS. 6.5.1. Individual plant pits shall be circular in shape. 6.6. MULCHING. 6.6.1. Mulching shall be completed within 48 hours after planting. 6.6.1.1. Individually planted trees and shrubs in lawn areas shall have wood mulch installed but without landscape fabric. 6.6.2. Wood mulch shall be spread to a depth of 2 inches for individually planted trees and shrubs and shall cover the entire saucer area of each plant. : 6.7. WRAPPING. The trunks of deciduous trees shall be wrapped within 48 hours after planting. The trunks shall be inspected for physical damage or insect infestation and required treatment or rejection prior to the wrapping pperation shall be determined. All trunks 1-inch or larger shall be wrapped with 285-33-2/CD 02490-5 the specified material beginning at the base and extending to the first branch. The wrapping shall be securely tied at the top and bottom and at 18-inch maximum intervals with twine. 6.8. STAKING AND GUYING. 6.8.1. Trees shall be staked and guyed. Deciduous trees over 6 feet tall shall be double staked. The plants shall be held firmly between the vertical stakes with guying lines to each stake. Hose chafing guards shall be used where wire would contact the plant. Install guy wire and hose guards directly above the lowest branch on deciduous trees and 2/3 of the way up from the ground to the top for evergreen trees. 6.8.2. Standard stakes shall be driven into the ground to a depth of 1 foot. Stakes shall not, under any circumstances, be driven through the rootball of the tree. Sandy soils shall require stakes to be driven in the ground to a depth of 2-1/2 to 3 feet. Fence posts shall be an additional 2 feet longer (up to 10 feet). 6.8.3. Ground stakes shall be driven into the firm ground outside of the plant pit. 6.9. PRUNING. 6.9.1. New Plant Material shall be pruned in the following manner: Dead and broken branches shall be removed. Typical growth habit of individual plants shall be retained with as much height and spread as is practicable. Cuts shall be made with sharp instruments, and shall be flush with trunk or adjacent branch to ensure elimination of stubs. "Headback" cuts at right angles to line of growth shall not be permitted. Trees shall not be poled or the leader removed, nor shall the leader be pruned or "topped off." Trimmings shall be removed from the site. 6.10. RESTORATION AND CLEANUP. Excess and waste material shall be removed daily. When planting in an area has been completed, the area shall be cleared of all debris, spoil piles, and containers. Where existing lawn areas have been damaged or scarred during planting operations, the Contractor shall restore disturbed lawn areas to their original condition at his expense. Paving shall be cleaned when work in adjacent areas is completed. 6.11. MAINTENANCE DURING INSTALLATION. Maintenance operations shall begin immediately after each plant is planted and shall continue as required until final acceptance. Maintenance shall include any and all operations necessary to keep and promote the health and vigorous growth of all plants. 6.11.1. Maintenance Reports. Within the maintenance period, written reports shall be submitted to the Contracting Officer. These reports shall indicate the nature and extent of the maintenance work being performed, including but not limited to watering, cultivating and remulching, and a statement of plant losses encountered. Reports shall be submitted monthly during the growing season and the winter dormant season. 7. PLANT GUARANTEE. 7.1. , PLANT GUARANTEE PERIOD. Final acceptance of all work and materials under this section shall be at the end of the Guarantee Period to be determined as follows: 7.1.1. Beginning of the Plant Guarantee Period. The period shall begin on the date that an inspection by the Contracting Officer shows that all plants are in place and have been installed in accordance with the specifications and the drawings. Replacement of plants that were not supplied by the Contractor but were relocated under this contract and that die for any reason other than 0285-33-2/CD 02490-6 improper handling during transplanting and/or lack of proper care will not be >required . Loss through Contractor negligence, however, shall require replacement in kind and size per specification and shall be at the Contractor's expense. 7.2. MAINTENANCE REQUIREMENTS. 7.2.1. Plants shall be watered as necessary to maintain an adequate supply of moisture within the root zone. An adequate supply of water is estimated to be the equivalent of 1 inch of absorbed water per week that is delivered at weekly intervals in the form of natural rain or is augmented as required by periodic waterings. During periods of prolonged heat and dryness, watering shall be increased to maintain moisture to a depth of 12 inches. Water shall not be applied with a force sufficient to displace mulch and shall not be applied so quickly that it cannot be absorbed by the mulch and plants. Dead plants shall be removed and replaced. 7.2.2. Plants shall be pruned and mulch replaced as required. 7.2.3. Stakes and eroded plant saucers shall be replaced as required. , ...... i .'.• 7.2.4. , In plant beds, grass and weeds shall not be allowed to reach a height of 3 inches before being completely removed, including the root growth. 7.2.5. Dead plants shall be removed immediately at the Contractor's expense. The Contractor will not be responsible for theft or damage to plants by vehicles or vandalism following completion and approval of the installation portion of the planting contract. 7.3. TERMINATION OF THE PLANT GUARANTEE PERIOD. 7.3.1. A preliminary inspection by the Contractor and the Contracting Officer will be held 1 year from the date of the beginning of the plant guarantee period to determine plant acceptability and the number of eplacements. Alternate or substituted varieties of plants shall be used only 'if approved by the Contracting Officer. 7.3.2. A final inspection of all plants will.be held after the replacement planting has been completed. No additional plant guarantee period will be required for replacement plants. Only one replacement plant is required per item at no cost to the Government. Damage to lawn areas during plant replacements shall be at no cost to the Government. The period will end on the date of this inspection and said inspection will be considered final acceptance provided the Contractor has complied with the following requirements: 7.3.2.1. Dead, missing, and defective plant material shall have been replaced as directed by the Contracting Officer; otherwise, final acceptance will be delayed until such replacements have been satisfactorily accomplished. 7.3.2.2. Plant saucers shall have been properly mulched and shall be free of weeds. 7.3.2.3. Stakes and guys shall be in good condition. 7.3.2.4. Remedial measures directed by the Contracting Officer to ensure plant survival shall have been carried out.

ft285-33-2/CD 02490-7 March 1989 ZERO ACCIDENTS SECTION 02551 ' BITUMINOUS INTERMEDIATE AND SURFACE COURSES (CENTRAL PLANT HOT MIX) INDEX 1. APPLICABLE PUBLICATIONS 12. BITUMINOUS HOT MIX 2. GENERAL DESCRIPTION 13. PROPORTIONING OF MIXTURE 3. SUBMITTALS 14. CONDITIONING OF BASE COURSE 4. PLANT, EQUIPMENT, MACHINES, AND 15. PREPARATION OF BITUMINOUS TOOLS MIXTURES 5. WEATHER LIMITATIONS • 16. TRANSPORTATION OF BITUMINOUS 6. PAVEMENT PROTECTION ' MIXTURE 7. SURFACE REQUIREMENTS 17. PLACING 8. GRADE CONTROL 18. COMPACTION OF MIXTURE 9. SAMPLING AND TESTING 19. JOINTS 10. SAMPLING PAVEMENTS 11. INSPECTION OF PLANT AND EQUIPMENT

1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. ,1.1. MILITARY STANDARD (MIL STD). MIL-STD-620A Test Methods for Bituminous Paving Materials & Notice 1 1.2. U.S. ARMY CORPS OF ENGINEERS HANDBOOK FOR CONCRETE AND CEMENT. CRD-C 119-53 Flat and Elongated Particles in Coarse Aggregate (Rev Jun 63) 1.3. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS. C 29-87 Unit Weight and Voids in Aggregate C 88-83 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate C 117-87 Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing C 127-84 Specific Gravity and Absorption of Coarse Aggregate C 128-84 Specific Gravity and Absorption of Fine Aggregate C 131-87 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine C 136-84a Sieve Analysis of Fine and Coarse Aggregates C 183-88 Sampling and Acceptance of Hydraulic Cement C 566-84 Total Moisture Content of Aggregate by Drying D 5-83 Penetration of Bituminous Materials D 75-87 Sampling Aggregates 0285-33-2/CD 02551-1 D 140-88 Sampling Bituminous Materials D 242-85 Mineral Filler for Bituminous Paving Mixtures D 946-82 Penetration-Graded Asphalt Cement for Use in Pavement Construction D 1250-80 Petroleum Measurement Tables D 1856-79 Recovery of Asphalt from Solution (R 1984) by Abson Method D 2172-81 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures D 3381-83 Viscosity-Graded Asphalt Cement for Use in Pavement Construction 2. GENERAL DESCRIPTION. Bituminous intermediate and surface course shall be placed and compacted on a prepared base course,. All quality control sampling and testing results and reports shall be included in the Contractor's Daily Quality Control Reports. 3. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit the following items. 3.1. CATEGORY I. None. 3.2. CATEGORY II. (For Approval) 3.2.1. Aggregate Test Results. (Para. 9.2.1) 3.2.2. Certified Refinery Analysis. (Para. 9.3) 3.2.3. Mix Design. (Para. 13.1) 4. PLANT,.EQUIPMENT, MACHINES, AND TOOLS. 4.1. GENERAL. The bituminous plant shall be of such capacity to produce the quantities of bituminous mixtures required. Hauling equipment, paving machines, rollers, miscellaneous equipment, and tools shall be provided in sufficient numbers and capacity and in proper working condition to place the bituminous paving mixtures at a rate equal to the plant output. 4.2. MIXING PLANTS. The mixing plant shall be an automatic or semiautomatic controlled commercially manufactured unit designed and operated to consistently produce a mixture within the job-mix formula (JMF). The plant shall have a minimum capacity of 100 tons per hour. Drum mixers shall be prequalified at the production rate to be used during actual mix production. The prequalification tests will include extraction and recovery of the asphalt cement in accordance with ASTM D 2172 and ASTM D 1856. The penetration of the recovered asphalt binder shall not be less than 60 percent of the original penetration, as measured in accordance with ASTM D 5. 4.3. BITUMINOUS MATERIALS SPREADERS shall be the self-propelled type equipped with hoppers, tamping, or vibrating devices, distributing screws, adjustable screeds operated either manually or automatically, equipment for heating the screeds, and equalizing devices. The spreader shall be capable of spreading hot bituminous mixtures without leaving indented areas, tearing, shoving, or gouging and capable of producing a finished surface conforming to the smoothness requirements specified hereinafter. The spreader shall be capable of confining edges of strips to true lines without use of stationary side forms and capable of placing the course to the required thickness. Spreaders shall be designed to operate forward at variable speeds and in reverse at traveling speeds of not less than 100 feet, per minute. If an automatic grade control device is used on the spreader for two-lane paving operations, it shall consist of a 0285-33-2/CD 02551-2

A80038I7 sensing device for control of one end of the screed and a slope-control mechanism or control of the other end of the screed, or a sensing device on each side of 'the paving machine. Where the paver is used on multiple paving lanes (more than two paving lanes), sensing devices shall be used on each side of the spreader for control of the screed. The slope-control mechanism shall not be used for grade control in multiple paving lane operations. 4.4. VIBRATORY ROLLERS shall be self-propelled, double-drum, steel wheel vibratory rollers having an average operating weight per drum of at least 150 pounds per lineal inch of drum. The rollers shall transmit a dynamic impact to the surface through smooth steel drums by means of revolving weights, eccentric shafts, or other equivalent methods. The roller shall have a vibrating frequency of at least 1500 cycles per minute. The amplitude shall be between 0.015 inch and 0.040 inch at the operating frequency used. Controls shall permit ready variation of the amplitude at a minimum of two settings over at least 50 percent of the above range. The roller drum shall be between 48 and 66 inches in diameter and 66 to 96 inches in width. The roller shall be operated at speeds not exceeding 1.5 miles per hour. Within the range of the operational capability of the equipment, the Contracting Officer may direct or allow variations within the specified range to the frequency, amplitude, and speed of operation which result in the required density and satisfactory surface texture at the fastest production rate. Roller shall be equipped with some means of keeping the drums damp during operation. Each drum shall be equipped with an operating scraper and pad. Any rollers which pick up material from the surface of the pavement shall be adjusted, modified, or replaced. 4.4.1. RUBBER-TIRED ROLLERS shall be furnished for rolling the pavement surface after use of the vibratory or steel wheel roller. The rubber- ired roller shall have smooth tires, shall have nonosciHating wheels and shall e capable of being operated at a tire pressure between 50 and 90 psi and with a total load between 3,000 and 4,500 pounds per wheel. The roller shall have two axles with at least three wheels per axle, offset so that front and back tires do not track in the same path.' At least one rubber-tired roller shall be used at all times during construction. 4.5. STEEL-WHEEL ROLLERS shall be self-propelled, three-wheel, (two- axle) or tandem (two-axle) types, weighing not less than 20,000 pounds each. The three-wheel rollers shall have a minimum weight of 300 pounds per inch of width of rear wheel. Wheels shall be equipped with adjustable scrapers water tanks, and sprinkling apparatus for keeping the wheels wet; thereby preventing the bituminous mixture from sticking to the wheels. Rollers shall be capable of reversing without backlash and free from worn parts. Roller wheels with flat and pitted areas or projections that leave marks in the pavement will not be permitted. Three-axle tandems will be permitted in lieu of two-axle tandems if approved by the Contracting Officer. 4.6. SMALL TOOLS shall consist of rakes, lutes, shovels, tampers, smoothing irons, pavement cutters, portable heater for heating small tools, and other small tools in numbers as required. 4.7. STRAIGHTEDGE. The Contractor shall furnish and maintain at the site, in good condition, one straightedge for each bituminous paver, for use of the Contracting Officer in testing the finished surface. Straightedges shall be aluminum or other approved lightweight metal and shall have blades of box or box-girder cross section with flat bottom, adequately reinforced to insure rigidity and accuracy. Straightedges shall have handles to facilitate movement n the pavement. Where devices other than straightedges are approved for surface 0285-33-2/CD 02551-3 smoothness determination, the Contractor shall furnish and maintain in good working condition at the site, one such device for each bituminous paver. 5. WEATHER LIMITATIONS. Bituminous courses shall be constructed only when the base course and intermediate course is dry and when the weather is not rainy. Unless otherwise directed, asphalt courses shall not be constructed when the temperature of the surface of existing pavement or base course is below 40 degrees F. 6. PAVEMENT PROTECTION. After final rolling, no vehicular traffic of any kind shall be permitted on the pavement until the pavement has cooled to 140 degrees F. 7. SURFACE REQUIREMENTS. 7.1. BITUMINOUS INTERMEDIATE COURSE. Upon completion of final rolling, the surface of the intermediate course shall be smooth and true to grade and cross section. When a 10-foot straightedge is laid on the surface parallel with the center!ine of the paved area or transverse from crown to pavement edge, the surface shall not vary more than 1/4 inch from the straightedge. Surface irregularities exceeding these requirements shall be corrected as directed. Testing for plan-grade conformance and surface smoothness shall be performed by the Contractor in the presence of a representative of the Contracting Officer immediately after rolling is completed. Tests shall be made at intervals as directed. 7.2. BITUMINOUS SURFACE COURSE. The surface course, upon completion of final rolling,^ shall be smooth and true to grade and cross section. When a 10-foot straightedge is laid on the surface parallel with the center!ine, the surface shall not vary more than 1/8 inch from the straightedge. When the 10-foot straightedge is laid on the surface transverse to the center!ine between the crown and edge of pavement, the surface shall not vary more than 1/4 inch from the straightedge. Low or defective areas shall be immediately corrected by cutting out the faulty areas and replacing with fresh, hot mixture, and compacting the area to conform to the remainder of the pavement. Testing for plan-grade conformance and surface smoothness shall be performed by the Contractor in the presence of a representative of the Contracting Officer immediately after rolling is completed. Tests shall be made at intervals as directed. 7.3. PLAN GRADE. The grade of the completed surface shall not vary more than 0.05 foot from the plan grade. 8. GRADE CONTROL. The lines and grades shown on the contract drawings shall be established and maintained by means of line and grade stakes placed at the site of the work by the Contractor in accordance with SECTION: SPECIAL CLAUSES. Elevations of bench marks used by the Contractor for controlling pavement operations at site of work will be determined, established, and maintained by the Government. Finished pavement grade!ines and elevations shown shall be established and controlled at site of work by the Contractor in accordance with bench mark elevations furnished by the Contracting Officer. 9. SAMPLING AND TESTING. 9.1. GENERAL. All quality control sampling, testing and establishing of the bituminous mix design shall be the responsibility of the Contractor in 0285-33-2/CD 02551-4 accordance with paragraph: CONTRACTOR QUALITY CONTROL in SECTION: SPECIAL LAUSES and as specified herein. All sampling, testing and establishing of the ituminous mix design shall be performed by an approved commercial testing laboratory. The Government may perform verification tests as considered necessary. Sampling shall be performed in accordance with ASTM Standard D 75 for aggregates and ASTM Standard C 183 for mineral filler, unless otherwise directed. Quality control tests shall be performed at the frequency specified hereinafter. Aggregates shall not be delivered to the job site or used in the production of bituminous mixtures without prior approval. 9.2. SAMPLING AND TESTING OF AGGREGATES. 9.2.1. Initial Tests. The Contractor shall perform the following tests on the aggregates as part of the bituminous mix design procedure. 9.2.1.1. Coarse Aggregate. Wear (abrasion) test, soundness test, gradation test, particle shape test, and specific gravity test. A crushed particles (fractured-faces) test unless the coarse aggregate is crushed quarried rock. 9.2.1.2. Fine Aggregate. Natural and crushed fine aggregate shall be tested for gradation. 9.2.1.3. Mineral Filler shall be tested to determine compliance with specification requirements. 9.2.2. Quality Control Tests. During production, aggregates shall be sampled and tested, as required. The test results reported for these samples will be the basis of approval of specific lots of aggregates for the gradation and paving-mixture requirements. The frequency of testing shall be as follows: 9.2.2.1. One gradation test of aggregate for every 750 ons of each size of aggregate as it is stockpiled. ft 9.2.2.2. One crushed particle (fractured faces) test for every 750 tons of each size of coarse aggregate as it is stockpiled unless the material is crushed quarried rock or unless otherwise approved. 9.2.2.3. One particle shape test for every 750 tons of each size of coarse aggregate as it is stockpiled. 9.2.2.4. One specific gravity test of each size grouping of aggregate. 9.2.2.5. One gradation test of hot bin material for conventional plants, or total aggregate material from the final feed belt for the dryer-drum plants, for each 500 tons of hot mix produced. A minimum of two tests per day of hot mix production will be required. 9.2.2.6. Two gradation tests of hot bin material for conventional plants, or total aggregate material from the final feed belt for the dryer-drum plants, during trial runs performed 10 days before start of production of paving mixtures. Additional tests may be directed by Contracting Officer when necessary to adjust the plant. 9.3. SAMPLING, TESTING, AND APPROVAL OF BITUMINOUS MATERIALS. A sample of the asphalt and a certified refinery analyses from the proposed source shall be furnished along with the proposed job-mix formula. In addition, a certified refinery analysis shall be furnished for each shipment of bituminous material delivered to the project. The Government may perform verification tests as considered necessary. During construction the Contractor shall furnish samples of each shipment of bituminous material received at the project and the samples will be tested and/or retained by the Government for record purposes until the ompletion of the contract. Sampling shall be in accordance with ASTM D 140. 0285-33-2/CD 02551-5 9.4. SAMPLING, TESTING, AND APPROVAL OF BITUMINOUS MIXTURES DURING CON- STRUCTION. 9.4.1. General. Samples of plant mixtures shall be taken before the material is placed in the pavement and shall be tested to determine conformance to the specified test properties of bituminous mixtures and to determine bitumen content and aggregate gradation. All quality control sampling and testing shall be the responsibility of the Contractor in accordance with paragraph: CONTRACTOR QUALITY CONTROL in SECTION: SPECIAL CLAUSES and as specified herein. All testing shall be performed by an approved commercial testing laboratory. All tests shall be performed expeditiously and results immediately furnished the Contractor and Government representatives at the construction site or mixing plant. In no case, after construction commences, shall operations for any half day (morning or afternoon) commence until results of tests performed on samples taken during the previous half day are available, and adjustments in the mix made if necessary. The Government may perform verification tests as considered necessary. Mixtures that do not conform to the specified test properties shall be rejected. No payment will be made to the Contractor for mixtures rejected, for additional retesting, -or for pavements or portions of pavement removed. 9.4.2. Testing Frequency. 9.4.2.1. Marshall Tests. One set (three specimens) of tests shall be made for each 300 tons of hot mix produced, except that a minimum of two sets per day shall be made. 9.4.2.2. Extraction Tests shall be made to determine bitumen content and aggregate gradation at the same frequency specified above for Marshall tests. 9.4.2.3. Immersion Compression Tests. One set of tests shall be made for the first day's construction and thereafter whenever there is any change in materials or job-mix formula. 9.4.2.4. Moisture Tests. If dryer-drum mixing process is used, the Contractor shall obtain samples of the bituminous mixture as it is discharged from the dryer-drum mixer and shall test for moisture. Frequency of sampling and testing shall consist of at least two samples during the first 4 hours of each day's production and at least one during the remainder of the day. 10. SAMPLING PAVEMENTS. Samples of finished pavement, including samples that span the longitudinal joints, shall be obtained by the Contractor. The type, size, and location of the samples shall be as directed, except that cores shall be at least 4 inches in diameter and sawed samples at least 5 inches on each side. The samples shall be tested by the Contractor to determine conformance to density, thickness and, if directed, other specified requirements. All quality control sampling and testing shall be the responsibility of the Contractor in accordance with paragraph: CONTRACTOR QUALITY CONTROL in SECTION: SPECIAL CLAUSES and as specified herein. All testing shall be performed by an approved commercial testing laboratory. Samples of each day's production shall be taken by noon of the following day and results of tests reported to the Contracting Officer by the end of that day. The Government may perform verification tests as considered necessary. The Contractor shall furnish a power saw or core drill and labor for cutting samples and shall immediately replace the pavement to the satisfaction of the Contracting Officer at no additional cost to the Government. One sample shall be taken and tested for each 200 tons or less of bituminous mixture placed each day, except that additional samples shall be taken and tested 0285-33-2/CD 02551-6

48003821 at the start of the paving operations when directed. However, the maximum number f samples required each day shall be six. One-half of the samples shall be cut rom longitudinal joints. 11. INSPECTION OF PLANT AND EQUIPMENT. The Contracting Officer shall have access at all times to all parts of the paving plant for checking adequacy of equipment in use, for inspecting operation of plant, verifying weights, proportions, and character of materials, and for checking temperatures maintained in preparation of mixtures. Checks so made shall not relieve the Contractor from performing all work as specified. 12. BITUMINOUS HOT MIX. Bituminous hot mix shall consist of coarse aggregate, fine aggregate, mineral filler, bituminous material, and approved additives, if required, of the qualities and in the proportions specified and shall conform to the requirements contained in Paragraph: PROPORTIONING OF MIXTURE. 12.1. AGGREGATES shall consist of crushed stone, crushed gravel, screenings, sand, and mineral filler. The portion of these materials retained on the No. 4 sieve shall be known as coarse aggregate; the portion passing the No. 4 sieve and retained on the No. 200 sieve, as fine aggregate; and the portion passing the No. 200 sieve, as mineral filler. The coarse and fine aggregates and mineral filler shall be so graded and of such character that when combined, a blend will be produced that will meet the requirements specified in subsequent paragraphs entitled AGGREGATE GRADATION and COMPOSITION OF MIXTURE. 12.1.1. Coarse Aggregates shall consist of clean, sound, durable fragments of crushed stone or crushed gravel meeting the following requirements. 12.1.1.1. Percentage of Wear shall not exceed 40 after 500 evolutions, as determined in accordance with ASTM C 131. 12.1.1.2. Percentage of Loss shall not exceed 18 after five cycles performed in accordance with ASTM C 88, using magnesium sulfate. 12.1.1.3. Crushed Gravel retained on the No. 4 sieve and each coarser sieve listed in paragraph: AGGREGATE GRADATION shall contain at least 60 percent by weight of crushed pieces having two or more fractured faces. When two fractures are contiguous, the angles between planes of fractures shall be at least 30 degrees to count as two fractured faces. 12.1.1.4. Particle Shape of crushed aggregates shall be essentially cubical. The quantity of flat and elongated particles in any sieve size shall not exceed 20 percent by weight, when determined in accordance with CRD-C 119. 12.1.2. Fine Aggregates shall consist of clean, durable natural sands; manufactured sands prepared by crushing stone or gravel; or any combination of natural and manufactured sands. Natural sands shall consist of grains of clean, hard, durable rock. Quantity of natural sand to be added to the surface and intermediate course mixtures shall not exceed 25 percent by weight of coarse and fine aggregate and material passing the No. 200 sieve. Natural sand shall be clean and free from clay and organic matter. Fine aggregate produced by crushing shall have at least 90 percent by weight of crushed particles having two or more fractured faces in the portion retained on the No. 30 sieve. 12.1.2.1. Mineral Filler. Mineral filler shall conform to ASTM Standard D 242 and the following additional requirements. At least 50 ercent of the mineral filler shall be hydrated lime, limestone dust, or Portland 285-33-2/CD 02551-7 cement. However, in areas where long service has shown that there has been no problem with stripping when the proposed aggregates are used, this additional requirement may be waived by the Contracting Officer when requested in writing. 12.1.3. Bulk-Impregnated Specific Gravity of the aggregates shall be determined in accordance with Method 105 of Military Standard MIL-STD-620. 12.1.4. Aggregate Gradation. Mineral aggregate shall be of such size that the percentage composition by weight, as determined by ASTM Standards C 136 and C 117, will conform to one of the gradations specified at the end of this paragraph. The gradations shown represent the extreme limits which shall determine suitability of aggregate for use from all sources of supply. The aggregate as finally selected for use in the work shall have a gradation within the limits specified, and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice versa, but shall be uniformly graded from coarse to fine. The table is based on aggregates of uniform specific gravity, and the percentages passing the various sieves may be changed by the Contracting Officer when aggregates of varying specific gravities are used. Regardless of the gradation option chosen by the Contractor, it shall be his responsibility to furnish a combined aggregate which will produce a bituminous mixture meeting all requirements specified herein, particularly those specified in paragraph: COMPOSITION OF MIXTURE and any aggregate which fails to produce a bituminous mixture meeting all requirements specified shall be rejected and replaced with a satisfactory aggregate at no additional cost to the Government, and with no extension of time due to any delay caused by such replacement. OPTION 1 TABLE 1 Percent Passing, by Weight ______Surface Course______Sieve Size 3/4-inch Maximum 1/2-inch Maximum 1 inch 3/4 inch 100 1/2 inch 80-98 100 3/8 inch 73-91 77-95 No. 4 57-75 57-75 No. 8 44-62 44-62 No. 16 32-50 32-50 No. 30 22-40 22-40 No. 50 13-29 13-29 No. 100 7-19 7-19 No. 200 2-7 2-7

0285-33-2/CD 02551-8

££003023 Percent Passing, by Weight Intermediate Course Sieve Size 1-inch Maximum 3/4-inch Maximum 1/2-inch Maximum 1 inch 100 3/4 inch 74-92 100 1/2 inch 64-82 73-91 100 3/8 inch 55-73 63-81 74-92 No. 4 39-57 45-63 53-71 No, 8 28-46 32-50 38-56 No. 16 19-37 23-41 27-45 No. 30 12-30 15-33 19-37 No. 50 9-23 10-24 13-27 No. 100 6-16 7-17 • 9-19 No. 200 3-7 3-7 3-7 12.2. BITUMINOUS MATERIALS shall not be incorporated into the mix without prior approval. Bituminous materials to be mixed with mineral aggregates shall conform to the following: 12.2.1. Asphalt Cement shall conform to ASTM D 946, penetration grade: 85-100. The Contractor may use viscosity graded asphalt cement in lieu of penetration graded asphalt. Viscosity graded asphalt shall conform to ASTM D 3381, Grade AC-5. 13. PROPORTIONING OF MIXTURE. 13.1. JOB-MIX FORMULA. The proposed mix design, aggregate test results, nd certified refinery analysis shall be submitted to the Contracting Officer 45 ft ays before production of bituminous mixture. The Contracting Officer will submit the data directly to the Missouri River Division (MRD) Laboratory, 420 South 18th Street, Omaha, Nebraska, for approval. No bituminous mixture shall be produced until the job-mix formula determined from the bituminous mix design has been approved by the MRD Laboratory. The bituminous mix design shall be established in accordance with MIL-STD-620A, Method 100. The formula will indicate the percentage of each sieve fraction of aggregate and the percentage of asphalt and temperature of completed mixture when discharged from mixer. The job-mix formula will be all owed the following tolerances. Aggregate passing No. 4 sieve or larger 5 percent plus or minus Aggregate passing Nos. 8, 16, 30 and 50 sieves 4 percent plus or minus Aggregate passing Nos. 100 and 200 sieves 2 percent plus or minus Asphalt as determined by extraction tests made in accordance with ASTM D 2172 0.25 percent plus or minus Temperature of mixing 25 degrees F. plus or minus The bitumen content and aggregate gradation may be adjusted within the limits of the tables specified herein to improve the paving mixtures, as directed, without adjustments in the contract price. The percentages of each sieve fraction in the job-mix formula will be restricted to values such that the application of the above-listed tolerances will not cause the limits of the gradation tables to be exceeded.

0285-33-2/CD 02551-9 13.2. TEST PROPERTIES OF BITUMINOUS MIXTURES. The finished mixture shall meet the requirements hereinafter described when tested in accordance with MIL-STD-620A. 13.2.1. Stability, Flow and Voids. 13.2.1.1. For Nonabsorptive Aggregate. When the water absorption value of the entire blend of aggregate does not exceed 2.5 percent as determined by ASTM Standards C 127 and C 128, the aggregate will be designated as nonabsorptive. The apparent specific gravity shall be used in computing the voids total mix and voids filled with bitumen, and the mixture shall meet the following requirements. Intermediate Test Surface Binder Test Property Method Course Course Stability, minimum, pounds 100 500 500 Flow, maximum, 1/100-inch units 100 20 20 Voids, total mix, percent 101 3-5 4-6 Voids, filled with bitumen, percent 101 75-85 65-75 13.2.1.2. For Absorptive Aggregate. When the water- absorption value of the entire blend of aggregate exceeds 2.5 percent as determined by ASTM Standards C 127 and C 128, the aggregate will be designated as absorptive. The bulk-impregnated specific gravity determined by the procedure specified hereinbefore in paragraph: BULK IMPREGNATED SPECIFIC GRAVITY shall be used in computing the percentages of voids total mix and voids filled with bitumen, and the mixture shall meet the following requirements, using the methods specified for nonabsorptive aggregate. Intermediate Test Surface Binder Test Property . Method Course Course Stability, minimum, pounds 100 500 500 Flow, maximum, 1/100-inch units 100 20 20 Voids, total mix, percent 101 2-4 3-5 Voids, filled with bitumen, percent 101 80-90 70-80 13.2.2. Reduction in Stability by Immersion. If the index of retained stability of the specimens of composite mixture is less than 76, when tested in accordance with the Immersion Compression Test described in MIL-STD-620A, the aggregates shall be rejected or the bitumen shall be treated with an approved antistripping agent. The amount of antistripping agent to be added to the bitumen shall be sufficient, as approved by the Contracting Officer, to produce an index of retained stability greater than 75 when specimens of the mixture conforming to the proposed job mix formula using the treated bitumen are tested in accordance with the immersion compression test described in MIL-STD-620A. No additional payment will be made to the Contractor for any addition of antistripping agent that may be required. 13.2.3. Moisture Content. If dryer-drum mixing process is used, the moisture content of the bituminous mixture shall not exceed 3.0 percent when discharged from the dryer-drum mixer. Samples of bituminous material for 0285-33-2/CD 02551-10 moisture determination shall consist of not less than 10 pounds of material btained at one time immediately after discharge from the mixer. Moisture ontent shall be determined by the same process specified for hot bin aggregate samples in paragraph: WATER CONTENT OF AGGREGATES, using the same type containers, except only one sample is used and there is no weighted average to be computed. 13.3. CONTRACTOR'S OPTION. At the option of the Contractor, in lieu of developing a new job-mix formula for intermediate and surface course construction, the Contractor may use job-mix formulas for intermediate and surface course construction currently in use on another nearby Corps of Engineers project or currently in use by the Pennsylvania State Highway Department for intermediate, or binder, and surface courses for primary road construction provided in each instance that the same materials proposed for use on this project are being used and provided the mix meets all criteria specified in subparagraph: Properties of Bituminous Mixtures. If the Contractor proposes to use such other in-use job-mix formula,. the proposed job-mix formula plus certified results of tests performed by a commercial laboratory showing that the job-mix formula meets all requirements specified herein shall be submitted to the Contracting Officer at least 45 days prior to commencing construction. The Contracting Officer will submit the data directly to the MRD Laboratory for approval. Use of this option will permit no changes to aggregate requirements or to other requirements specified in this section and shall not be the basis for additional cost to the Government or extension of time. 14. CONDITIONING OF BASE COURSE . Previously constructed base course shall be conditioned as specified herein. Prior to laying the bituminous course, the " urface shall be cleaned of loose and foreign matter by sweeping with power weepers, power brooms, or hand brooms, as directed. 14.1. BASE COURSE. The surface of base course will be inspected by the Contracting Officer for adequate compaction and surface tolerances as specified in SECTION: CRUSHED AGGREGATE BASE COURSE. Unsatisfactory areas shall be corrected as approved or directed. 15. PREPARATION OF BITUMINOUS MIXTURES. Rates of feed of aggregates shall be regulated so that the moisture content and temperature of aggregates will be within specified tolerances. Aggregates, mineral filler, and bitumen shall be conveyed into the mixer in proportionate quantities required to meet the job mix formula. Mixing time shall be as required to obtain a uniform coating of the aggregate with the bituminous material. Temperature of bitumen at time of mixing shall not exceed 300 degrees F. Temperature of aggregate and mineral filler in the mixer shall not exceed 325 degrees F. when bitumen is added. Overheated and carbonized mixtures or mixtures that foam shall not be used. 15.1. WATER CONTENT OF AGGREGATES. During drying operations the water content shall be reduced to less than 0.25 percent for aggregate blends with water absorption of 2-1/2 percent or less, and to less than 0.50 percent for aggregate blends with water absorption greater than 2-1/2 percent, absorption to be determined by ASTM Standards C 127 and C 128. The water absorption for the aggregate blend shall be the weighted average of the absorption values for the coarse aggregate and the fine aggregate. The water content test shall be conducted in accordance with ASTM C 566. Water content for the blend will be a weighted average based on the composition of the blend.

l ' 285-33-2/CD 02551-11 15.2. STORAGE OF BITUMINOUS PAVING MIXTURE shall conform to the applicable requirements of ASTM D 3515; however, in no case shall the mixture be stored for more than 4 hours. 16. TRANSPORTATION OF BITUMINOUS MIXTURE. The bituminous mixture shall be transported from the mixing plant to the site in trucks having tight, clean, smooth beds coated with a minimum amount of a concentrated solution of hydrated lime and water to prevent adhesion of the mixture to the truck beds. Each load of mixture shall be covered with canvas, or other suitable material, of ample size to protect the mixture from the weather and to prevent loss of heat. Deliveries shall be scheduled so that spreading and rolling of all mixture prepared for 1 day's run can be completed during daylight unless approved adequate artificial lighting is provided. The mixture shall be delivered in such manner that the temperature at the time of dumping into the spreader will be not less than hereinafter specified. Loads that have crusts of cold, unworkable material or have become wet by rain will be rejected. Hauling over freshly placed material will not be permitted. 17. PLACING. Intermediate course shall not be left uncovered by the surface course for more than 5 days, weather permitting. 17.1. SURFACE PREPARATION OF UNDERLYING COURSE. Prior to placing of the intermediate or surface course, the underlying course shall be cleared of all foreign or objectionable matter with power blowers, power brooms, or hand brooms. A tack coat shall be applied between the intermediate and surface course mixture. The tack coat between layers of recently constructed intermediate course mixture, or layers of recently constructed surface course mixture, may be omitted when specifically approved if the surface of the previously placed layer as approved is entirely free of dust, dirt, or other foreign matter which might reduce the bond between the layers of the intermediate or surface course mixture. 17.2. SPRAYING OF CONTACT SURFACES OF STRUCTURES. Contact surfaces of previously constructed pavement, manholes, and similar structures shall be sprayed with a thin coat of bituminous material conforming to the requirements of SECTION: BITUMINOUS TACK COAT. 17.3. OFFSETTING JOINTS IN INTERMEDIATE AND SURFACE COURSES. The surface course shall .be placed so that longitudinal joints of the surface course will not coincide with joints in the intermediate course by at least 1 foot. Transverse joints in the surface course shall be offset by at least 2 feet from transverse joints in the intermediate course. 17.4. GENERAL REQUIREMENTS FOR USE OF MECHANICAL SPREADER. The range of temperatures of the mixtures, when dumped into the mechanical spreader shall be as determined by the Contractor. Asphalt mixtures having temperatures less than 250 degrees F. when dumped into a mechanical spreader will be rejected. The mechanical spreader shall be so adjusted and its speed so regulated that the surface of the course being placed will be smooth and continuous without tears and pulling, and of such depth that, when compacted, the surface will conform with the cross section, grade, and contour shown on the drawings. Unless otherwise directed, placing shall begin along the center!ine of areas paved on a crowned section or on the high side of areas with a one-way slope, and shall be in the direction of the major traffic flow. The mixture shall be placed in consecutive adjacent strips having a minimum width of 10 feet, except when edge lanes require strips less than 10 feet to complete an area. Each strip placed before a succeeding strip shall be of such length that sufficient heat will be 0285-33-2/CD 02551-12

88003827 retained' to make the strip readily compatible so that a joint can be obtained [Conforming to the requirements for texture, density, and smoothness specified in the paragraph: JOINTS. The length of any strip to be laid prior to the succeeding strip shall be as directed and may be decreased or increased as dictated by changes in climatic conditions. Longitudinal joints and edges shall be constructed to true line markings. The Contractor shall establish lines parallel to the center!ine of the area to be paved and shall place string lines coinciding with established lines for the spreading machine to follow. Number and location of lines shall be as directed. Placing of the mixture shall be as nearly continuous as possible, and the speed of placing shall be adjusted, as directed, to permit proper rolling. 17.5. SPECIAL REQUIREMENTS FOR PLACING STRIPS SUCCEEDING INITIAL STRIPS. In placing each succeeding strip after the initial strip has been spread and compacted as specified hereafter, the screed of the mechanical spreader shall overlap the previously placed strip 3 to 4 inches and shall be sufficiently high so that compaction will produce a smooth, dense joint. Mixture placed on the edge of the previously placed strip by the mechanical spreader -shall be pushed back to the edge of the strip being placed by use of a lute. When the quantity of mixture on the previously placed strip plus uncompacted material in the strip being placed exceeds that required to produce a smooth, dense joint, the excess mixture shall be removed and wasted. 17.6. SHOVELING, RAKING, AND TAMPING AFTER MACHINE SPREADING. A sufficient number of experienced shovelers and rakers shall follow the spreading machine, adding hot mixture and raking the mixtures as required to produce a course that, when completed, will conform to all requirements specified herein. Broadcasting or fanning of mixture over areas being compacted will not be permitted. When egregation occurs in the mixture during placing, the spreading operation shall e suspended until the cause is determined and corrected. Irregularities in alinement of the course left by the mechanical spreader shall be corrected by trimming directly behind the machine. Immediately after trimming, the edges of the course shall be thoroughly compacted by tamping laterally with a lute. Distortion of the course during tamping will not be permitted. 17.7. HAND SPREADING IN LIEU OF MACHINE SPREADING. In areas where the use of machine spreading is impractical, the mixture shall be spread by hand. Spreading shall be in a manner to prevent segregation. The mixture shall be spread uniformly with hot shovels and hot rakes in a loose layer of a thickness that, when compacted, will conform to the required grade and thickness. During hand spreading, each shovelful of mixture shall be carefully placed by turning the shovel over in a manner that will prevent segregation. In no case shall the mixture be placed by throwing or broadcasting from a shovel. The loads shall not be dumped faster than can be properly handled by the shovelers and rakers. 18. COMPACTION OF MIXTURE. 18.1. GENERAL. Compaction of the mixture shall be accomplished by the vibratory rollers and/or steel-wheel rollers and rubber-tired rollers specified above. The initial rolling with the vibratory or steel-wheel roller shall begin as soon after placing as the mixture will bear a roller without undue displacement. Intermediate rolling with the rubber-tired roller shall follow the initial rolling as closely as possible and shall be done while the paving mix is still at a temperature that will result in maximum density. Finish rolling with the steel-wheel roller shall be accomplished while the material is still workable nough to remove roller marks. Delays in rolling freshly spread mixture will not '0285-33-2/CD 02551-13 be permitted. After initial rolling,, preliminary tests of crown, grade, and smoothness shall be made by the Contractor under supervision of the Contracting Officer. Before rolling is continued, deficiencies shall be corrected so that finished course will conform to requirements for grade and smoothness specified herein. Further smoothness checks shall be made by the Contractor as directed by the Contracting Officer. After preliminary smoothness tests, rolling shall be continued until density is obtained in all portions of each course of not less than 95 percent of density of laboratory compacted specimens of same mixture. 18.2. DENSITY TESTS. Density of the compacted mixture of the surface or intermediate course shall be determined by tests made on specimens taken from the compacted course in accordance with the requirements of paragraph: SAMPLING PAVEMENTS. Specimens shall be tested in accordance with the requirements of Method 101 of MIL-STD-620A. 18.3. OPERATION OF ROLLERS AND TAMPERS. The speed of rollers shall be slow enough at all times to avoid displacement of the hot mixture. Displacement of the mixture resulting from reversing the direction of the roller or from any other cause shall be corrected at once by use of rakes, and fresh mixture shall be applied or removed where necessary. Alternate passes of the roller shall be varied slightly in length. During rolling, the wheels of the vibratory and steel-wheel rollers shall be moistened to prevent adhesion of the mixture to the wheels, but excess water will not be permitted. Tires of rubber-tired rollers shall be moistened with soapy water when required to prevent mixture from sticking to tires during rolling. Rollers shall not be permitted to stand on finished courses until the courses have thoroughly cooled. The minimum number of rollers furnished by the Contractor for each spreading machine operating on the job shall be one vibratory roller, one rubber-tired roller, and one steel-wheel roller or two steel-wheel rollers and one rubber-tired roller. Places inaccessible to rollers shall be thoroughly compacted with hot hand-tampers. 18.4. TESTING OF MIXTURE. At the start of the plant operation, a quantity of mixture shall be prepared that is sufficient to construct a test section at least 50 feet long, two spreader widths wide and of thickness to be used in the project. Mixture shall be placed, spread, and rolled with equipment to be used in the project and in accordance with the requirements specified above. This test section shall conform to all specified requirements. If test results are satisfactory, the test section shall remain in place as part of the completed pavement. If tests indicate that the pavement does not conform to specification requirements, necessary adjustments to plant operations and rolling procedures shall be made immediately, and the entire test section shall be removed, and an additional test section shall be constructed until an acceptable test section is constructed, all at no additional cost to the Government. 18.5. CORRECTING DEFICIENT AREAS. Mixtures that become contaminated or are defective shall be removed. Skin patching of an area that has been rolled will not be permitted. Holes the full thickness of the course shall be cut so that the sides are perpendicular and parallel to the direction of traffic and the edges are^vertical. Edges shall be sprayed with bituminous materials conforming to the requirements of SECTION: BITUMINOUS TACK COAT. Sufficient fresh paving mixture shall be placed in the holes so that finished surface will conform to the grade and smoothness requirements. The paving mixture shall be compacted to the density specified herein.

0285-33-2/CD 02551-14

£8003829 19. JOINTS. 19.1. GENERAL. Joints between old and new pavements or between successive day's work, or joints that have become cold because of delay, shall be made carefully to insure continuous bond between old and new sections of the course. All joints shall have the same texture, density, and smoothness as other sections of the course. Contact surfaces of previously constructed pavements that have become coated with, dust, sand, or other objectionable material shall be cleaned by brushing or cut back with an approved power saw or other approved device, as directed. The surface against which new material is to be placed shall be sprayed with a thin, uniform coat of bituminous material conforming to the requirements of SECTION: BITUMINOUS TACK COAT. The material shall be applied far enough in advance of placement of the fresh mixture to insure adequate curing. Care shall be taken to prevent damage or contamination of the sprayed surface. 19.2. TRANSVERSE JOINTS. The roller shall pass over the unprotected end of freshly placed mixture only when placing of the course is discontinued or when delivery of mixture is interrupted to the extent that unrolled material may become cold. In all cases, the edge of the previously placed course shall be cut back to expose an even, vertical surface the full thickness of the course. In continuing placement of strip, the mechanical spreader shall be positioned on the transverse joint so that sufficient hot mixture will be spread to obtain a joint after rolling which conforms to the required density and smoothness.specified herein. When required, the fresh mixture shall be raked against the joints, thoroughly tamped with hot tampers, smoothed with hot irons and rolled. 19.3. LONGITUDINAL JOINTS in surface course or intermediate course shall ube so placed that the joint w^n be offset from that of any underlying inter- tmediate course by at least 1 foot. Edges of previously placed strips that have ooled or are irregular, honeycombed, poorly compacted, damaged, or otherwise •defective, and unsatisfactory sections of the joint shall be cut back to expose a clean, sound surface for the full thickness of the course as directed. When required, fresh mixtures shall be raked against the joint, thoroughly tamped with hot tampers, smoothed with hot irons and rolled. 19.4. EDGES OF PAVEMENT adjacent to the shoulders shall be trimmed neatly to line. An earth berm of selected material not less than 1 foot wide shall be placed against and to the full height of the pavement surface as soon as practicable after final rolling has been completed and the pavement has sufficiently hardened.

ft285-33-2/CD 02551-15

^003830 AR00383I October 1989 ZERO ACCIDENTS SECTION 02558 BITUMINOUS TACK COAT INDEX 1. APPLICABLE PUBLICATIONS 7. WEATHER LIMITATIONS 2. BITUMINOUS MATERIAL 8. PREPARATION OF SURFACE 3. SAMPLING, TESTING, AND APPROVAL 9. APPLICATION OF BITUMINOUS OF BITUMINOUS MATERIAL MATERIAL 4. SUBMITTALS 10. NOT USED 5. QUANTITIES TO BE APPLIED 11. NOT USED 6. EQUIPMENT, TOOLS, AND MACHINES 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. D 140-70 Sampling Bituminous Materials (R 1981) D 977-86 Emulsified Asphalt D 2028-76 Cutback Asphalt (Rapid-Curing Type) (R 1986) D 2397-85 Cationic Emulsified Asphalt BITUMINOUS MATERIAL shall be cutback asphalt conforming to the requirements of ASTM D 2028, designation RC-70 or RC-250, emulsified asphalt conforming to the requirements of ASTM D 977, designation SS-1 or SS-lh, or cationic emulsified asphalt conforming to the requirements of ASTM D 2397, designation CSS-1 or CSS-lh. ! . 3. SAMPLING, TESTING, AND APPROVAL OF BITUMINOUS MATERIAL. 3.1. SAMPLING. Samples of bituminous material shall be obtained in accordance with ASTM D 140. 3.2. TESTING. 3.2.1. Certified Test Results. At least 30 days before bituminous materials are delivered to the project, the proposed source of materials shall be designated and a certified refinery analysis of the proposed material shall be submitted. , 3.2.2. Trial Applications. As a preliminary to providing the complete tack coat, up to three lengths of at least 100 feet each for the full width of the distributor bar shall be tacked as directed. Bituminous materials in the amount of 0.10 gallon per square yard shall be used for one trial. The other trial applications shall be made using various amounts of material as directed. 3.2.3. Calibration Test. The Contractor shall furnish such equipment and materials and perform the work to calibrate the tank and measuring devices of the distributor. This shall be done on the job at the beginning of the work. ft285-33-2/CD 02558-1 3.3. DELIVERY AND STORAGE. Materials delivered to the site shall be inspected for damage, unloaded and stored with a minimum of handling. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit the following items required by this section. 4.1. CATEGORY I. None. 4.2. CATEGORY II. (For Information Only). Source of Bituminous Materials and Certified Refinery Analysis (Para. 3.2.1.) 5. QUANTITIES TO BE APPLIED. Bituminous material for the tack coat shall be applied in quantities of not less than 0.05 gallon nor more than 0.15 gallon of cutback asphalt or undiluted asphalt emulsion per square yard of surface. Asphalt emulsion shall be diluted and thoroughly mixed with equal parts of water and this mixture applied at a rate within limits of two times the rates given for the undiluted emulsion. The exact quantities within the range specified, which may be varied to suit field conditions, will be determined by the Contracting Officer. 6. EQUIPMENT, TOOLS, AND MACHINES used in the performance of the work required by this section of the specifications shall be subject to approval and shall be maintained in satisfactory working condition at all times. 6.1. BITUMINOUS DISTRIBUTOR shall have pneumatic tires of such width and number that the load produced on the base surface shall not exceed 650 pounds per inch of tire width. The distributor shall be designed and equipped to distribute the bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard with a pressure range of 25 to 75 pounds per square inch and with an allowable variation from any specified rate not to exceed 5 percent. Distributor equipment shall include a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gages, volume measuring devices, adequate heaters for heating materials to the proper application temperature, a thermometer for reading the temperature of tank contents, and a hose attachment suitable for applying bituminous material manually to cover areas inaccessible to the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process. 6.2. HEATING EQUIPMENT FOR STORAGE TANKS. The equipment for heating bituminous material shall consist of steam coils and equipment for producing steam, designed so that steam will not be introduced into the material. An armored thermometer with a range from 40 to 400 degrees F. shall be fixed to the tank so that the temperature of the bituminous material may be read at all times. 6.3. POWER BROOMS AND POWER BLOWERS shall be suitable for cleaning the surfaces to which the tack coat is to be applied. 7. WEATHER LIMITATIONS. The tack coat shall be applied only when the intermediate course is dry. The tack coat shall be applied only when the atmospheric temperature in the shade is 50 degrees F. or above and when the temperature has not been below 35 degrees F. for 12 hours immediately prior to application, unless otherwise directed.

0285-33-2/CD 02558-2

48003833 8. PREPARATION OF SURFACE. Immediately before applying the tack coat, if the isurface is sufficiently bonded, all loose material, dirt, clay, or other bjectienable material shall be removed from the surface to be treated with a •;ower broom or blower, supplemented with hand brooms. After the cleaning operation, and prior to the application of the tack coat, an inspection of the area to be treated will be made by the Contracting Officer to determine the fitness of the area to receive the bituminous coating. That portion of the surface prepared for immediate treatment shall be dry and in a satisfactory condition. 9. APPLICATION OF BITUMINOUS MATERIAL. Immediately following the preparation of the surface, the bituminous material shall be applied by means of a bituminous distributor. . , 9.1. METHOD OF APPLICATION. The bituminous material shall be applied at a pressure within the range of 25 to 75 pounds per square inch in the amounts directed. The bituminous material shall be applied with uniform distribution at all points of the surface to be treated. Unless the distributor is equipped and operated to obtain satisfactory results at the junction of previous and subsequent applications, building paper shall be spread on the surface for a sufficient distance back from the ends of each application so that flow through the sprays may.be started and stopped on the paper and so that all sprays will operate at full force on the surface to be treated. Immediately after the application, the building paper shall be removed and destroyed. All lightly coated areas and spots missed by the distributor shall be properly treated with the bituminous material. Following the application of bituminous material, the surface shall be allowed to cure until it is in a proper condition of tackiness to receive the surface course. The tack coat shall be applied only so far in dvance of surface-course placement as is necessary to obtain the proper ondition of tackiness as determined by the Contracting Officer. The Contractor shall furnish and spread a sufficient quantity of clean, dry sand on all areas that show an excess of bituminous material, to effectively blot up and cure the excess, when directed by the Contracting Officer. The blotter sand shall be removed prior to paving. The treated surface shall be maintained by the Contractor until the succeeding layer of pavement has been placed. During this interval the Contractor shall protect the treated surface against damage and shall repair all damaged spots at no additional cost to the Government. The surfaces of structures and vegetation adjacent to the area shall be protected by the Contractor in such a manner as to prevent their being spattered or marred by bituminous material. 9.2. APPLICATION TEMPERATURE FOR LIQUID (CUT BACK) OR EMULSIFIED ASPHALT shall be as directed and shall provide an application viscosity between 20 and 120 centistrokes, kinematic, or 10 and 60 seconds, Saybolt-Fur.ol. Application temperatures shall be within the following ranges, except that appropriate changes should be made when the range of viscosity is raised or lowered. RC-7Q -...---.---- 120-190 degrees F. RC-250 ------145-220 degrees F. SS-1, SS-lh, CSS-1, CSS-lh - - 70-160 degrees F. The temperature-viscosity relationship for liquid asphalt shall be furnished to the Contracting Officer. 10. NOT USED. ft285-33-2/CD 02558-3

8800383*1 11. NOT USED.

0285-33-2/CD 02558-4

5R003835 October 1989 ZERO ACCIDENTS SECTION 02559 BITUMINOUS PRIME COAT INDEX 1. APPLICABLE PUBLICATIONS 7. WEATHER LIMITATIONS 2. BITUMINOUS MATERIALS 8. PREPARATION OF SURFACE 3. SAMPLING, TESTING AND APPROVAL 9. APPLICATION OF BITUMINOUS OF BITUMINOUS MATERIAL MATERIAL 4. SUBMITTALS 10. NOT USED 5. QUANTITIES TO BE APPLIED 11. NOT USED 6. EQUIPMENT, TOOLS AND MACHINES 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. D 140-70 Sampling Bituminous Materials (R 1981) D 977-86 Emulsified Asphalt D 2027-76 Cutback Asphalt (Medium-Curing Type) (R 1986) D 2397-85 Cationic Emulsified Asphalt BITUMINOUS MATERIALS shall be liquid asphalt conforming to ASTM D 2027, esignation MC-30 or MC-70, at the Contractor's option, except that only MC-30 shall be used on dense graded base courses if MC-70 does not adequately penetrate the base course material, or cationic emulsified asphalt conforming to ASTM D 2397, designation CSS-1 or CSS-lh, or emulsified asphalt conforming to ASTM D 977, designation SS-1 or SS-lh. 3. SAMPLING, TESTING AND APPROVAL OF BITUMINOUS MATERIAL. 3.1. SAMPLING. Samples of bituminous materials shall be obtained in accordance with ASTM D 140. 3.2. TESTING. 3.2.1. Certified Test Results. At least 30 days prior to delivery of bituminous materials to the project, the proposed source of material shall be designated and a certified refinery analysis of the proposed material shall be submitted. 3.2.2. Trial Applications. As a preliminary to providing the complete prime coat, up to three lengths of at least 100 feet each for the full width of the distributor bar shall be primed as directed. Bituminous materials in the amount of 0.25 gallon per square yard shall be used for one trial. The other trial applications shall be made using various amounts of material as directed. 3.2.3. Calibration Test. The Contractor shall furnish such equipment and materials and perform the work to calibrate the tank and measuring devices of the distributor. This shall be done on the job at the beginning of the work.

0285-33-2/CD , 02559-1 4H003836 3.3. DELIVERY AND STORAGE. Materials delivered to the site shall be inspected for damage, unloaded and stored with a minimum of handling. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit items as specified herein on the following: 4.1. CATEGORY I. None. 4.2. CATEGORY II. (For Information Only) Source of Bituminous Materials and Certified Refinery Analysis (Para. 3.2.1) 5. QUANTITIES TO BE APPLIED. Bituminous material for the prime coat shall be applied in quantities of not less than 0.15 gallon or more than 0.40 gallon per square yard of base course. The exact quantities, which may be varied to suit field conditions, will be determined by the Contracting Officer. Prime coat shall be applied in two applications 24 hours apart when necessary to avoid flowing off of the surface because of grade or slope. 6. EQUIPMENT, TOOLS AND MACHINES used in the performance of the work required by this section shall be subject to approval and shall be maintained in satisfactory working condition. 6.1. BITUMINOUS DISTRIBUTOR shall have pneumatic tires of such width and number that the load produced on the base surface shall not exceed 650 pounds per inch of tire width. The distributor shall be designed and equipped to distribute the bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard, with a pressure range of 25 to 75 pounds per square inch and with an allowable variation not to exceed 5 percent from any specified rate. Distributor equipment shall include a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gages, volume-measuring devices, adequate heaters for heating the materials to the proper application temperature, a thermometer to show the temperature of tank contents, and a hose attachment suitable for applying bituminous material to spots unavoidably missed by the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process. 6.2. HEATING EQUIPMENT FOR STORAGE TANKS. The equipment for heating bituminous material shall consist of steam coils and equipment for producing steam, so designed that steam cannot get into the material. An armored thermometer with a range from 40 degrees F. to 400 degrees F. shall be fixed to the tank so that the temperature of the bituminous material may be read at all times. 6.3. BROOMS AND BLOWERS shall be of the power type and shall be suitable for cleaning prepared base course. 7. WEATHER LIMITATIONS. The prime coat shall be applied only when the base course is dry or contains moisture not in excess of the amount that will permit uniform distribution and the desired penetration. The prime coat shall be applied only when the ambient temperature is 50 degrees F. or above and when the temperature has not been below 35 degrees F. for 12 hours immediately prior to application, unless otherwise directed. 8. PREPARATION OF SURFACE. Immediately before applying the prime coat to the surface that is to be primed, all loose material, contamination, or other

0285-33-2/CD 02559-2 48003037 objectionable substance shall be removed from the surface by means of a power Dbroom or blower supplemented with hand brooms. After the cleaning operation nd prior to the application of the prime coat, an inspection of the area to e primed will be made by the Contracting Officer to determine the fitness of ftthe area to receive the bituminous priming material. To assure a uniform spread of the bituminous material, the portion of the base course prepared for treatment, if excessively dry, shall be lightly sprinkled with water immediately before the application, as directed. 9. APPLICATION OF BITUMINOUS MATERIAL. Immediately following the preparation of the base course, the bituminous material shall be applied by means of a bituminous distributor. 9.1. PRESSURE AND AMOUNT. The bituminous material shall be applied at a pressure within the range of 25 to 75 pounds per square inch and in the amounts directed. The priming material shall be applied with uniform distribution at all points of the surface to be treated. Unless the distributor is equipped and operated to obtain satisfactory results at the junction of previous and subsequent applications, building paper shall be spread on the surface of the applied material for a sufficient distance back from the ends of each application so that flow from the sprays may be started and stopped on the paper and so that all sprayers will operate at full force on the surface to be treated. Immediately after the application, the building paper shall be removed and destroyed. All spots unavoidably missed by the distributor shall be properly treated with bituminous material. Following the application of prime material, the surface shall be allowed to dry without being disturbed for a period of 48 hours or longer, as may be necessary to attaia n penetration into the foundation course arid evaporation of the volatiles from prime material, which period shall be determined by the Contracting fficer. The Contractor shall furnish and spread enough approved sand to fteffectively blot up and cure any excess bituminous material. The Contractor shall maintain the primed surface until the succeeding layer of pavement is placed by protecting the surface against damage and by repairing and repriming deficient areas at no additional cost to the Government. No smoking, fire or flames other than the heaters that are a part of the equipment shall be permitted in the vicinity of heating, distributing, or transferring operations for bituminous materials. The surfaces of structures and vegetation adjacent to the area shall be protected by the Contractor in such manner to prevent their being spattered or marred by bituminous materials. 9.2. APPLICATION TEMPERATURE FOR LIQUID ASPHALT shall be as directed and shall provide an application viscosity between 20 and 120 centistrokes, kinematic, or 10 and 60 seconds, Saybolt-Furol. Application temperatures shall be within the following ranges, except that appropriate changes should be made when the range of viscosity is raised or lowered: MC-30 ------85-155 degrees F. MC-70 ------120-190 degrees F. SS-1, SS-lh, CSS-1, CSS-lh- - - 70-160 degrees F. The temperature-viscosity relationship shall be furnished to the Contracting Officer. : 10. NOT USED.

0285-33-2/CD 02559-3

411003830 11. NOT USED.

0285-33-2/CD 02559-4 58003039 ZERO ACCIDENTS SECTION 02671 MONITORING WELLS INDEX 1. APPLICABLE PUBLICATIONS 4. SUBMITTALS 2. GENERAL REQUIREMENTS 6. MATERIALS 3. DOCUMENTATION REQUIREMENTS 7. INSTALLATION

1 APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designations only. 1.1 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. C 136-84 Standard Method for Sieve Analysis of Fine and Coarse Aggregate C 150-86 Standard Specification for Portland Cement D 1586-84 Standard Method for Penetration Test and Split-Barrel Sampling of Soils D 1785-86 Specification for Polyvinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120 D 1889-81 Standard Test Methods for Turbidity of Water D 2487-85 Standard Test Method for Classification of Soils for Engineering Purposes D 2488-84 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) F 480-81 Specifications for Thermoplastic Water Well Casing Pipe and Couplings Made in Standard Dimension Ratios 1.2 U.S. ENVIRONMENTAL PROTECTION AGENCY PUBLICATIONS. EPA 570/9-75-001 Manual of Water Well Construction Prac- tices EPA 530/SW-611 Procedures Manual for Ground-Water Moni- toring at Solid Waste Disposal Facili- ties 1.3 NATIONAL SANITATION FOUNDATION (NSF) STANDARDS. Standard Number 14 Plastic Piping Components and Related Materials 2 GENERAL REQUIREMENTS. 2.1 DESCRIPTION. The Contractor shall furnish all labor, equipment, and materials to replace existing ground water monitoring wells that will be abandoned due to the realignment of Marshall's Run or wells damaged beyond repair by the Contractor. The monitoring wells monitor the effectiveness of the remedial action and its effects on the ground water conditions in the vicinity of the site. All monitoring wells shall be constructed in accordance with State f Pennsylvania guidelines for monitoring well installation, and EPA guidelines

0285-23-2/CD 02671-1 4^00384,0 and regulations related to ground water monitoring at Superfund sites. The monitoring system includes existing monitoring wells at the site. The term monitoring well as used in this specification refers to both monitoring wells and/or trench monitoring piezometers to be installed under this Contract. 2.2 LOCATION OF HELLS. The location and number of wells to be installed shall be as shown on the drawings. The location may be changed by the Contracting Officer.at no additional cost to the Government. 2.3 PROTECTION OF EXISTING FACILITIES. The Contractor shall protect and maintain existing trench structures, survey monuments and all existing monitoring wells from damage from equipment and vehicular traffic. Any damage shall be repaired by the Contractor at his expense. Any monitoring wells requiring replacement due to Contractor negligence shall be installed according to these specifications. 2.4 PERMITS. All appropriate permits (well construction, water appropriation, zoning, etc.) required by the State of Pennsylvania and the Town of Millcreek shall be obtained by the Contractor prior to construction of the monitoring wells. Copies of all permits and records shall be a Category II (Approval) submittal. Copies of the permits shall also be retained by the Contractor for transferal to the eventual site operator (EPA). 3 DOCUMENTATION REQUIREMENTS. For each monitoring well installed, the documents outlined below shall be completed. In addition, all forms required by the State of Pennsylvania for installation of monitoring wells shall be completed and submitted to the Pennsylvania Department of Environmental Regulation. As a minimum, a Well Completion Form shall be completed for each well installed. Information copies of each document described in the following subparagraphs shall be provided to EPA Region III and to PADER. 3.1 GEOLOGIC LOGS. Geologic logs shall be prepared by a qualified hydrogeologist .present on-site during all well drilling and installation activities. Formation sampling shall be performed as specified in Paragraph 6.1 and as necessary to provide the information specified below. Copies of the logs shall be submitted as a Category II (Approval) submittal within 10 working days after completion of the boring and well installation program. Information provided on the logs shall include, but not be limited to, the following: 3.1.1 Name of the project and site. 3.1.2 Boring identification number. 3.1.3 Location of boring (coordinates). 3.1.4 Type of drill rig and name of drilling firm. 3.1.5 Date(s) borings were drilled. 3.1.6 Reference elevation for all depth measurements. 3.1.7 Name of driller and name and signature of hydrogeologist preparing log. 3.1.8 Nominal hole diameter and depth at which hole diameter changes. 3.1.9 Total depth of boring. 3.1.10 Method of drilling, including sampling methods and sample depths. 3.1.11 Depth of each change of stratum. 3.1.12 Description of the material of which each stratum is composed, according to the Unified Soil Classification System and ASTM D 2488, or standard rock nomenclature, as necessary. 3.1.13 Depth of any observed fractures or weathered zones in overburden.

0285-23-2/CD 02671-2 3.1.14 Depth and quantity of drill fluid loss or lost circulation. 3.1.15 Depth to water and date measured. 3.1.16 Chemical analysis of any drill water used. 3.2 INSTALLATION DIAGRAMS. An installation diagram shall be completed for each monitoring well installed. The diagram shall be prepared by the hydrogeologist present during well installation operations. Submission of the diagram shall be a Category II (Approval) submittal within 10 working days of the completion of the well installation program. The well will not be accepted by the Contracting Officer's Representative before the geologic logs and installation diagrams are received. The diagram shall illustrate the as-built condition of the well and-include, but not.be limited to, the following items: 3.2.1 Name of the project and site. 3.2.2 Well identification number. 3.2.3 Name of driller and name and signature of hydrogeologist preparing diagram. 3.2.4 Date(s) of well installation. 3.2.5 Description of material from which the well is constructed, including casing and screen material, diameter and schedule of casing and screen, and joint type (threaded, coupled, etc.). 3.2.6 Total depth of well. 3.2.7 Nominal hole diameter. 3.2.8 Depth to top and bottom of screen, filter pack, and any tailpipe installed in the well. 3.2.9 Depth to top and bottom of any seals installed in the well boring (grout or bentonite). 3.2.10 Type of cement and bentonite used, mix ratios of grout, and quantities used. 3.2.11 Elevations of key features of the well, such as top of well sing, top and bottom of protective casing, ground surface, bottom of borehole, op and bottom of well screen, top and bottom of filter pack and top and bottom of seal(s). 3.2.12 Other pertinent construction details, such as gradation and depth of filter pack, quantities of filter pack installed, slot size and percent open area of screen, and manufacturer of screen. 3.2113 Well location by Pennsylvania State coordinates. A plan sheet shall also be included showing the coordinate system used and the location of each well. A plan sheet is not required for each well installation diagram; multiple wells may be shown on the same sheet. 3.2.14 A brief stratigraphic log showing major changes in lithology and the depths to those changes. 3.2.15 Static water level upon completion of the well. 3.3 WELL DEVELOPMENT RECORD. A well development form, shall be prepared and completed for each monitoring well installed. The form shall be prepared under the supervision of the hydrogeologist present during well installation operations. Submission of the form shall be a Category II (Approval) submittal within 10 working days of the completion of development. Information provided on the well development record shall include, but not be limited to, the following: 3.3.1 Date, time, and elevation of water level in the well, before development, name of project and site, well identification number and date of development. 3.3.2 Method used for development. 3.3.3 Time spent developing the well.

0285-23-2/CD 02671-3 3.3.4 Volume of water removed. 3.3.5 Volume of water added to the well (if any). 3.3.6 Volume of sediment removed. 3.3.7 Source of any water added to the well and chemical analysis of added water. 3.3.8 Clarity of water before, during and after development, stated in nephelometric turbidity units according to ASTM D1889. 3.3.9 Total depth of well after development. 3.3.10 Readings of pH, specific conductance, and temperature taken before, during, and after development. 3.3.11 Name of individual developing well. 3.4 FIELD NOTE BOOK. A field note book shall be kept by the hydrogeologist present during well installation operations. Information shall include, but not be limited to the following: 3.4.1 Date and personnel present. 3.4.2 Visitors to the site. 3.4.3 Activities performed. 3.4.4 Quantities. 3.4.5 Weather conditions. 3.4.6 Any problems encountered. 4 SUBMITTALS. In accordance with SECTION; SPECIAL CLAUSES, The Contractor shall submit the following items: 4.1 CATEGORY I. 4.1.1 Drilling and Installation Plan. A plan describing the drilling methods and procedures to be used for monitoring well installation shall be submitted. The plan must either be prepared by, or approved and signed by, a hydrogeologist before submittal. The plan shall include, but not be limited to: a. Description of well drilling and installation procedures, including placement of filter pack and seal materials. b. Description of well construction materials, including well screen, riser pipe, tailpiece, filter pack, bentonite, and cement. c. A description of quality control procedures to be used for placement of filter pack and all seals in the boring, including depth measurements. Also include example forms to be used for written drill logs, installation diagrams of wells, well development records. d. Description of grouting and surface completion procedures. e. A list of applicable publications, such as ASTM and/or API standards. f. Description of well development method(s) to be used. 4.1.2 Gradation analysis of filter pack (Paragraph 5.3). 4.1.3 Chemical analysis of drilling water (Paragraph 6.3). 4.2 CATEGORY II (APPROVAL). 4.2.1 Monitoring well geologic logs (Paragraph 3.1). 4.2.2 Monitoring well installation diagrams (Paragraph 3.2). 4.2.3 Monitoring well development record (Paragraph 3.3). ^_

0285-23-2/CD 02671-4 4.2.4 Catalog data on well casing, well screen, bentonite, cement, protective covers, and sampling equipment (Paragraph 5.7). P" 4.2.5 Field note book (includes details of daily activities, ftologic log and well installation/construction log). 5 MATERIALS. 5.1 WELL CASING. Piping material used in construction of monitoring wells shall consist of flush-joint, threaded, polyvinyl chloride (PVC) plastic. All pipe shall be new. Pipe shall meet the requirements stated for potable water applications in NSF Standard 14. The minimum wall thickness shall be Sched- ule 40. Threaded ends shall have a chemically inert 0-ring on the male end of the pipe. Solvent cement or glue is not permitted for use in joining pipe. Teflon tape is acceptable for use on pipe joints. A vented top cap that threads or slips onto the well casing shall be provided. 5.2 WELL SCREEN. All well screens shall consist of new, Schedule 40 slotted PVC or porous stone. A No. 6 (0.006 in) screen slot size shall be used. Screen lengths for individual monitoring wells are identified in the project drawings. The screen shall be joined to the well casing by a flush-threaded joint. Solvent cement or glue is not permitted for joining the screen to the well casing. Teflon tape is acceptable for use on joints. The bottom of the screen shall be sealed watertight by a flush-threaded PVC end cap or tail pipe with cap. 5.3 FJLTER PACK. Filter pack material shall consist of rounded to subrounded #1 siliceous washed sand (100 percent passing No. 30 sieve and less than 2 percent passing No. 200 sieve), composed of hard, tough, and durable particles free from adherent coatings. Organic matter, soft, friable, thin, or eelongat i e particles are not permissible. No more that 5 percent by weight of Icareous material is permitted. A gradation analysis of the filter pack shall a Category I submittal. ft 5.4 WELL SEAL AND GROUT. A well seal shall be placed immediately above the filter pack to prevent contamination of the filter pack by grout. If the seal is installed in unsaturated conditions in the boring, it shall consist of a 40-mesh granular sodium bentonite. If the seal is installed in saturated conditions, it shall consist of 1/2-inch diameter sodium bentonite pellets. The bentonite seal shall be allowed to hydrate prior to placement of grout. Grout shall be a modified neat cement grout mixed in the proportion of one 94-lb bag of Type IV Portland cement, 4-5 Ib of minus-200-sieve bentonite powder, and 8 gallons of clean, potable water. Cement shall met requirements of ASTM C 150. 5.5 PROTECTIVE COVERS. Steel lockable protective casing shall be cemented in place around each monitor well. Wall thickness of the steel casing shall be 0.250 inches. All protective casing shall be provided with keyed locks. All locks shall be keyed alike. One set of two keys shall be provided to the Contracting Officer's Representative. 5.6 SAMPLING EQUIPMENT. Existing monitoring well Teflon bailers shall be dedicated to each respective replacement monitoring well constructed. Bailers shall be stored inside the well casing a minimum of 2 feet above ground water when not in use. If new or additional bailers are required, bailers shall be a minimum of 3 feet in length. Rope used to raise and lower the bailer shall be polyethylene or polypropylene and shall also be dedicated to the well. 5.7 CATALOG DATA SUBMITTAL. Catalog data for all well screens, casing, bentonite, cement, protective casings, casing paint and sampling equipment shall be submitted as a Category II (Information) submittal.

0285-23-2/CD 02671-5 6 INSTALLATION. 6.1 DRILLING METHOD. Borings for monitoring well installation shall be drilled by hollow stem auger. The drilling method must prevent the collapse of formation material against, or within 2 inches of, the well screen and casing during installation of the well. If hollow stem auger is used,'the inside diameter of the augers shall be at least 6-1/4 inches. If cable tool drilling is used and a temporary casing is required to support the walls of the boring, such casing shall be of at least 6 inches in diameter. Grease or oil on rod, casing, or auger joints is not permitted; however, Teflon tape or vegetable oil are acceptable. The drill rig shall be free from leaks of fuel, hydraulic fluid, or oil which may contaminate the working area. Continuous samples shall be taken according to ASTM D 1586. No samples are required for the shallow well in well pairs. The specific method of drilling, equipment, and precautions to be used to prevent contamination of the work area shall be detailed in the Drilling and Installation Plan described in paragraph 4.1.1. of this specification. 6.2 DECONTAMINATION. The drill rig, drill rods, augers or casing, and all other associated equipment shall be cleaned with high-pressure steam prior to drilling at each location. Decontamination shall be performed at a central decontamination station. All screen and well casing shall be steam-cleaned immediately prior to installation in the well. Factory sealed (plastic wrapped) screen and well casing can be substituted for preinstallation cleaning. 6.3 WATER SOURCE. If well drilling/installation requires the use of water, the water source shall be sampled and tested for the constituents specified in SECTION; CHEMICAL QUALITY MANAGEMENT prior to use at the site. Results of the chemical analysis shall be a Category I submittal. The Contractor shall be responsible for obtaining the water from the source and transporting it to the site. The water sample shall be obtained from the container (tank) used in transporting the water to the site. 6.4 WELL DEPTH. Estimated depths of individual borings are shown in the design drawings. 6.5 WELL INSTALLATION. Monitoring wells shall consist of specified screen and well casing, with bottom plug and top cap securely attached. All casing, screen, and caps shall be new, clean, and in good condition. The well shall be placed in the hole in such a manner as to avoid jarring impacts and to ensure the assembly is not damaged. The well shall be emplaced while the hollow stem auger or temporary casing (depending on the drilling method used) is still in place in the boring. The well shall be centered in the hollow stem auger using PVC centralizers placed at the bottom and top of screen. 6.6 FILTER PACK PLACEMENT. The lowermost 6 inches of filter pack may be placed in the boring prior to installation of the well casing and may serve as a base on which to rest the casing. The filter pack shall be tremied into place, from the bottom of the borehole up, in such a manner as to ensure uniform placement around the screen. The hollow stem auger or temporary casing shall be withdrawn from the boring as the filter pack is placed. The level of the filter pact' shall not fall below the bottom of the auger or casing during placement of the ^ilter pack. Any water added to the sand during the tremie operation shall me the requirements of paragraph: WATER SOURCE of this specification. All fi ^r pack material shall be protected from contamination prior to placement by ei-iier storing it in plastic-lined bags in a location protected from the weather. All filter pack materials shall be transported to the well site in a manner that prevents contamination by other soils, oil and grease, and other chemicals. 6.7 WELL ALIGNMENT. All wells shall be set straight and true to line. After placement of the filter pack, well alignment shall be tested by passing a

0285-23-2/CD 02671-6 4^00381*5 5-foot long section of pipe, 1/2 inch less in diameter than the inner diameter of the well riser pipe, to the bottom of the well. The pipe shall move freely hrough the entire length of the well riser and screen. The results of this test hall be recorded on the Well Installation Diagram. If the pipe does not pass Treely, the well will not be accepted. If not accepted, the well shall be removed from the boring and the filter pack drilled out. The well shall then be reinstalled according to this specification. The pipe section used to test well alignment shall be decontaminated with steam prior to each test. 6.8 WELL DEVELOPMENT. Monitoring wells shall be developed to remove fine sands, silts, and clays from the filter pack and the formation immediately surrounding the well. Development shall take place immediately after placement of the filter pack and before placement of the seals and grouting of the boring. Prior to development, sand and fines which have settled in the well sh.all be removed: Well development shall be accomplished with a pump and may be supplemented with a bottom discharge/filling bailer (for sediment removal). The borehole above the filter pack shall be maintained in a stable condition throughout all development operations. Additional filter pack material shall be added to' the boring, if necessary, to bring the filter pack up to a distance of 2 feet above the top of screen. During the development process, the level of filter pack shall be maintained a minimum of 1 foot above the top of screen elevation. Development criteria include pH, specific conductance, arid temperature readings (within +0.2 pH, +5 percent specific conductance, and +1 degree C temperature), and ground water is free of sediment. Ground water produced during well development shall be discharged through the collection manhole of the trench for discharge to the Ground Water Treatment Plant. 6.9 BENTONITE SEAL AND GROUT PLACEMENT. A bentonite seal shall be placed above the filter pack. Prior to placement of the seal, the Contractor shall erify that the filter pack extends a minimum of 2 feet above the top of screen levation in the well after development. If it does not, sufficient filter pack material shall be added to bring the pack to the specified level. If the seal is installed in unsaturated conditions in the boring, it shall consist of a mixture of 40-mesh granular sodium bentonite and filter pack material. The mixture shall be in the ration of 50 percent bentonite and 50 percent filter pack. The filter pack shall meet the requirements specified in paragraph: FILTER PACK of this specification. The mixture shall be placed by tremie pipe in 1 foot lifts. After emplacement, each lift will be hydrated for a period of 15 minutes using water meeting the requirements of paragraph: WATER SOURCE of this specification. If the seal is installed in saturated conditions, it shall consist of 1/2-inch diameter sodium bentonite pellets. Bentonite pellets shall be allowed to hydrate a minimum of 2 hours prior to commencement of grouting. The hole shall then be grouted to within 5 feet of the ground surface with a neat cement grout. Grout shall be as described in paragraph: WELL SEAL AND GROUT of this specification. The grout shall be placed by tremie pipe, submerged in the grout at all times. The tremie pipe shall be constructed so as to direct flow of grout to the sides rather than downward. The tremie pipe may be raised as the grout is placed as long as the discharge end remains submerged in the grout. 6.10 SURFACE COMPLETION. Monitoring wells shall be completed at the surface with a protective steel casing meeting the requirements of paragraph: PROTECTIVE COVERS of this specification. A concrete seal shall be installed in the annul us of the borehole. The Contractor may choose to batch his own concrete. If the Contractor chooses to batch his own concrete, he must submit his design mix as a Category I submittal. Placement of the concrete seal shall commence within a maximum of 2 hours of completion of grouting of the borehole.

0285-23-2/CD 02671-7 The concrete surface seal shall be sloped to provide positive drainage away from the protective casing. The inside of the protective casing shall be filled with hydrated granular bentonite to a point slightly above the exterior concrete pad. A hole shall be drilled through the protective steel casing immediately above the bentonite (placed inside the casing) to allow drainage of meltwaters that may potentially enter the protective casing. Protective casings shall be locked with keyed-alike locks. 6.11 HELL IDENTIFICATION. A corrosion-resistant metal tag shall be affixed to the inside of the lid of the protective casing. The metal tag shall be stamped with the well identification number and the top of well casing elevation (in feet). Monitoring wells shall have the prefix MW or TMP assigned to them and shall be numbered sequentially as shown on the Drawings. The deepest well at each location shall have suffix A assigned to them and the shallowest well the suffix B. 6.12 PAINTING. All new monitoring well protective casings shall be painted bright orange to enhance visibility and provide a measure of corrosion protection. After installation of each well, the casings shall be cleaned of all rust, dirt, scale, grout, and moisture, or conditions otherwise detrimental to the formation of a durable paint film in accordance with manufacturer's recommendations. Paint materials shall consist of rust inhibiting enamel or epoxy based primer and high gloss surface coatings suitable for protection of metal surfaces. Primer and surface coatings shall be supplied by the same manufacturer. Each new casing shall receive one coat of primer applied to 1.5 to 2.0 dry mil thickness and two coats of surface coatings applied to 2.0 to 3.0 dry mil thickness each. Coats shall be applied successively in accordance with manufacturer's recommendations. The Contractor shall submit paint manufacturer's data and instructions for review and approval.

ft 0285-23-2/CD 02671-8 ZERO ACCIDENTS SECTION 02672 MODIFYING/ABANDONING GROUND WATER MONITORING DEVICES INDEX 1. SCOPE 4. SUBMITTALS 2. MODIFICATIONS TO GROUND WATER WELLS 5. SITE SECURITY 3. ABANDONING GROUND WATER WELLS 6. PAINTING

1. SCOPE. This section describes work associated with existing ground water monitoring wells at the Millcreek site. 2. MODIFICATIONS TO GROUND WATER WELLS. 2.1. The CONTRACTOR shall vertically extend or lower as necessary all existing ground water monitoring devices a minimum distance of three feet above the finial cover system elevations as shown. A schedule of final elevations for the modified monitoring devices is given on the Plans. 2.2. The CONTRACTOR shall verify sizes and schedules of existing protective casings and monitoring well risers required to permit proper installation. 2.3. The CONTRACTOR shall install extensions prior to final cap construction. 2.4. The CONTRACTOR shall fill voids between the protective casing and mmonitoring device with concrete grout to proposed final grade. :2.5. The CONTRACTOR shall provide locks for all protective casings and ell point extensions where locks do not exist or are required. New locks shall ftoe keyed to match existing locks at the site. 2.6. The ground water monitoring well extensions shall consist of Schedule 40 PVC. 2.7. Solvent welding of PVC piping will not be permitted. The CONTRACTOR shall use rigid couplings to connect the riser extension. Provide couplings as manufactured by one of the following: a. Rockwell International b. Dresser Coupling c. Or equal. 3. ABANDONING GROUND WATER WELLS. 3.1. The CONTRACTOR shall abandon the ground water wells indicated in the manner depicted on the Plans. 4. SUBMITTALS. 4.1. The CONTRACTOR shall submit extension details for approval by the Contract Officer prior to construction. 5. DRAINAGE. 5.1. Any ground water monitoring devices damaged during construction will be repaired by the CONTRACTOR at no additional cost to the Government.

0285-33-2/CD 02672-1 6. PAINTING. 6.1. CONTRACTOR shall paint all extended and nonextended ground water monitoring well casings situated within property limits with bright orange paint type to enhance visibility and provide a measure of corrosion protection. Well casings shall be cleaned of all rust, dirt, scale, grout, and moisture, or conditions otherwise detrimental to the formation of a durable paint film in accordance with manufacturer's recommendations. Paint materials shall consist of rust inhibiting enamel or epoxy-based primer and high gloss surface coatings suitable for protection of metal surfaces. Primer and surface coatings shall be supplied by the same manufacturer. Each casing shall receive one coat of primer applied to 1.5 to 2.0 dry mil thickness and two coats of surface coatings applied to 2.0 to 3.0 dry mil thickness each. Coats shall be applied successively in accordance with manufacturer's recommendations. The Contractor shall submit paint manufacturer's data and instructions for review and approval.

0285-33-2/CD 02672-2 .--•;;•-'••- January 1989 ZERO ACCIDENTS SECTION 02713 WATER LINES INDEX 1. APPLICABLE PUBLICATIONS 5. MATERIALS 2. GENERAL 6. INSTALLATION 3. EXCAVATION, TRENCHING, AND 7. HYDROSTATIC TESTS BACKFILLING FOR WATER LINES 8. DISINFECTION 4. SUBMITTALS 9. CLEANUP Attachments: Table I. Number of Direct Corporation Stop Taps Required Table II. Maximum Size of Corporation Stops and Outlets PART 1 - GENERAL .

1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. Not Used. 1.2. Not Used. 1.3. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. D 1599-86 Short-Time Hydraulic Failure Pressure of Plastic.Pipe, Tubing, and Fittings D 1784-81 Rigid Poly(Vinyl Chloride) (PVC), Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds D 1785-86 Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120 D 2467-87 Socket-Type Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 D 2564-84 Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic Pipe and Fittings D 2672-86 Joints for IPS PVC Pipe Using Solvent Cement D 2774-72 Underground Installation of Thermoplastic (R 1983) Pressure Piping D 2855-83 Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings 1.4. AMERICAN WATER WORKS ASSOCIATION (AWWA) STANDARDS. B300-87 Hypochlorites B301-81 Liquid Chlorine C900-81 Polyvinyl Chloride (PVC) Pressure Pipe, & Erratum 4 In. Through 12 In. for Water 2. GENERAL. This section covers water supply lines and connections to building service at a point approximately 5 feet outside buildings and structures to which service is required. 02713-1 2.1. PIPING FOR HATER SERVICE LINES. Piping for water service lines less than 4 inches in diameter shall be poly(vinyl chloride) (PVC). 2.2. NOT USED. 2.3. NOT USED. 2.4. RECOMMENDATIONS OF THE MANUFACTURER. The Contractor shall, as a part of the shop drawings, submit to the Contracting Officer the manufacturer's recommendations for each material or procedure to be utilized which is required to be in accordance with such recommendations. The Contractor shall have a copy of the manufacturer's instructions available at the construction site at all times and shall follow these instructions unless otherwise directed by the Contracting Officer. 3. EXCAVATION, TRENCHING, AND BACKFILLING FOR WATER LINES. Excavation, trenching, and backfilling shall be in accordance with the applicable provisions of SECTION: EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS except as modified herein. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit data for the following items required by this section. 4.1. CATEGORY II. 4.1.1. For Information Only. Manufacturer's Recommendations for each type of pipe used (Para. 2.4) Test Station Location Plan (Para. 5.2.11) PART 2 - PRODUCTS

5. MATERIALS shall conform to the respective specifications and other requirements specified below: All pipe, fittings, valves, and other water line appurtenances constructed of either gray or ductile cast-iron or copper and installed below grade shall be provided with corrosion protection as described in Paragraph: Corrosion Protection, regardless of pipeline material. 5.1. PIPE. Domestic water line piping shall have a working pressure not less than 150 psi and a depth of bury of five (5) feet, unless otherwise shown or specified. Fire water service line piping shall have a working pressure not less than 150 psi , a surge pressure not less than 300 psi, and a depth of bury of five (5) feet, unless otherwise shown or specified. 5.1.1. Poly(Vinyl Chloride) (PVC) Plastic Pipe. All pipe, couplings, and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B, designated as PVC 1120 in ASTM D 1785. 5.2. JOINTS. 5.2.1. Poly(Vinyl Chloride) Pipe. Joints for pipe smaller than 4 inch shall be solvent welded, using solvent cements conforming to ASTM D 2564. Joints connecting pipe of differing materials shall be made in accordance with the manufacturer's recommendations as approved by the Contracting Officer. 5.3. FITTINGS AND SPECIALS. 5.3.1. For Poly(Vinyl Chloride) (PVC) Pipe. 5.3.1.1. For Pipe Less Than 4-inch Diameter. Elastomeric- gasket bell and socket fittings shall have built-in stops, and pipe ends tapered 02713-2

48003851 to fit the socket. Solvent cement fittings shall conform to the requirements of ASTM D 2466 or ASTM D 2467. 5.4. VALVES. 5.4.1. Gate Valves shall be designed for a working pressure of not less than 150 psi. Valve connections shall be as required for the piping in which they are installed. Valves shall have a clear waterway equal to the full nominal diameter of the valve, and shall be opened by turning counterclockwise. The operating nut or wheel shall have an arrow, cast in the metal, indicating the direction of opening. 5.4.1.1. Valves Smaller than 3 Inches shall be all bronze and shall conform to MSS SP-80, Type 1, Class 150. 5.4.1.2. Valves 3 Inches and Larger shall be iron body, bronze mounted, and shall conform to AWWA C500. Flanges shall not be buried. An approved pit shall be provided for all flanged connections. 5.4.2. Rubber-Seated Butterfly Valves. Rubber-seated butterfly valves shall conform to the performance requirements of AWWA C504. Wafer type valves conforming to the performance requirements of AWWA C%04 in all respects, but not meeting laying length requirements, will be acceptable if supplied and installed with a spacer providing the specified laying length. All tests required by AWWA C504 must be met. Flanged-end valve shall be installed in an approved pit and provided with a union or sleeve-type coupling in the pit to permit removal. Mechanical-end valves 3- through 10-inch in diameter may be direct burial if provided with a suitable valve box, means for manual operation, and an adjacent pipe joint to facilitate valve removal. Valve operators shall restrict closing to a rate requiring approximately 60 seconds, from fully open to fully closed. 5.5. PRESSURE GAGE. (Not Used) 5.6. PIPE SUPPORTS. (Not Used) 5.7. VALVE BOXES. (Not Used) 5.8. VALVE PITS. (Not Used) 5.9. MANHOLES. (Not Used) 5.10. FIRE HYDRANTS. (Not Used) 5.11. FIRE-HYDRANT HOSE HOUSES. (Not Used) 5.12. MISCELLANEOUS ITEMS. 5.12.1. Service Clamps shall have a pressure rating not less than that of the pipe to be connected and shall be either the single or double flattened strap type. Clamps shall have a galvanized malleable iron body with cadmium plated straps and nuts. Clamps shall have rubber gasket cemented to the body. 5.12.2. Corporation Stops shall have standard corporation stop thread conforming to AWWA C800 on the inlet end, with flanged joints, compression pattern flared tube couplings, or wiped joints for connections to goosenecks. 5.12.3. Goosenecks. (Not Used). 5.12.4. Service Stops shall be water-works inverted-ground-key type, oval or round flow way, tee handle, without drain. Pipe connections shall be suitable for the type of service pipe used. All parts shall be of bronze with female iron-pipe-size connections or compression-pattern flared tube couplings, and shall be designed for a hydrostatic test pressure not less than 200 psi. 5.12.5. Tapping Sleeves of the sizes indicated for connection to existing main shall be the cast gray, ductile, or fused bonded (12 mil-dry) epoxy-coated malleable iron or steel, split-sleeve type with flanged or grooved

02713-3 outlet, and with stainless steel bolts, follower rings and gaskets on each end of the sleeve. Construction shall be suitable for a maximum working pressure of 150 psi. Bolts shall have square heads and hexagonal nuts. Longitudinal gaskets, and mechanical joints with gaskets shall be as recommended by the manufacturer of the sleeve. When using a grooved mechanical tee, it shall consist of an upper housing with full locating collar for rigid positioning which engages a machine cut hole in the pipe, encasing an elastomeric gasket which conforms to the pipe outside diameter around the hole and a lower housing with positioning lugs, secured together during assembly by nuts and bolts as specified, pretorqued to 50 ft. pounds. 5.12.6. Service Boxes shall be cast iron. Extension service boxes of the required length and having either screw or slide-type adjustment shall .be installed at all service box locations. The boxes shall have housings of sufficient size to completely cover the service stop and shall be complete with identifying covers. 5.12.7. Water Line Plugs of the sizes indicated on the drawings shall be cast gray or ductile iron conforming to .AWWA C110. Plugs shall be suitable for a minimum working pressure of 150 psi. 5.12.8. Disinfection. Chlorinating materials shall conform to the following: Chlorine, Liquid: AWWA B301. Hypochlorite, Calcium and Sodium: AWWA B300. 5.12.9. .Water Meters. (Not Used) 5.12.10. Meter Boxes. (Not Used) PART 3 - EXECUTION 6. INSTALLATION. 6.1. HANDLING. Pipe and accessories shall be handled so as to insure delivery to the trench in sound, undamaged condition. Particular care shall be taken not to injure the pipe coating or lining. If the coating or lining of any pipe or fitting is damaged, the repair shall be made by the Contractor at his expense in a satisfactory manner. No other pipe or material of any kind shall be placed inside a pipe or fitting after the coating has been applied. Pipe shall be carried into position and not dragged. Use of pinch bars and tongs for aligning or turning pipe will be permitted only on the bare ends of the pipe. The interior of pipe and accessories shall be thoroughly cleaned of foreign matter before being lowered into the trench and shall be kept clean during laying operations by plugging or other approved method. Before installation, the pipe shall be inspected for defects. Material found to be defective before or after laying shall be replaced with sound material without additional expense to the Government. Rubber gaskets that are not to be installed immediately shall be stored in a cool and dark place. Poly(vinyl chloride), RTRP and RPMP pipe^and fittings shall be handled and stored in accordance with the manufacturers recommendations. Storage facilities shall be classified and marked in accordance with NFPA No. 704, with classification as indicated in NFPA No. 49 and NFPA No. 325M. 6.2. CUTTING OF PIPE. Cutting of pipe shall be done in a neat and workmanlike manner without damage to the pipe. Unless otherwise recommended by the manufacturer, cutting shall be done with an approved type mechanical cutter. A wheel cutter shall be used when practicable. Copper tubing shall be cut square and all burs shall be removed. Asbestos cement pipe shall be cut in accordance 02713-4 with AWWA M16. Squeeze-type mechanical cutters shall not be used for ductile iron. 6.3. ADJACENT FACILITIES. 6.3.1. Horizontal Separation. Where the location of the water line is not clearly defined on the drawings, the water line shall not be closer horizontally than 10 feet to a sewer line. In cases where this is not practical, a horizontal spacing of 6 feet may be used if the water line is at least a minimum of 12 inches above the top retaining wall or construction site for new facilities, the water pipe shall be cased as required in paragraph: CASINGS. Care shall be exercised and proper precautions taken during installation of the water pipe and casing to assure that there will be no damage to the structures and no settlement or movement of foundations or footings. Any damage occurring as a result of the Contractor's operation shall be corrected and all costs connected therewith shall be borne by the Contractor. 6.4. JOINT DEFLECTION. 6.4.1. Flexible Plastic Pipe. Maximum offset in alinement between adjacent pipe joints shall be as recommended by the manufacturer, but in no case shall it exceed 5 degrees. 6.5. PLACING AND LAYING. Pipe and accessories shall be carefully lowered into the trench by means of derrick, ropes, belt slings, or other authorized equipment. Under no circumstances shall any of the water line materials be dropped or dumped into the trench. Care shall be taken to avoid abrasion of the pipe coating. Except where necessary in making connections with other lines or as authorized by the Contracting Officer, pipe shall be laid with the bells facing in the direction of laying. The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses excavated to accommodate bells, couplings, and joints. Pipe that has the grade or joint disturbed after laying shall be taken up and relaid. Pipe shall not be laid in water or when trench 02713-5 conditions are unsuitable for the work. Water shall be kept out of the trench until joining is completed. When work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so that no trench water, earth, or other substance will enter the pipes or fittings. Where any part of the coating or lining is damaged, the repair shall be made by the Contractor at'his expense in a satisfactory manner. Pipe ends left for future connections shall be valved, plugged, or capped and anchored, as shown. 6.5.1. Plastic Pipe. RTRP pipe shall be installed in accordance with ASTM D 3839. RPMP pipe shall be installed in accordance with the recommendations of the manufacturer. PE and PB shall be installed in accordance with ASTM D 2774. PVC shall be installed in accordance with AWWA M23. 6.5.1.1. Training. The manufacturer shall assist the Contractor by training and instructing the Contractor's personnel in proper installation procedures and techniques. The manufacturer's representative shall be a person regularly engaged in such service and technically qualified and experienced to supervise this training. 6.5.2. Connections. Where connections are made between new work and existing mains, the connections shall be made by using specials and fittings to suit the actual conditions and in conformance with manufacturer's requirements. Standard methods are available and shall be used for making connections to various types of pipe, either under pressure or in the dewatered condition. 6.5.3. Pipe Passing Through Walls of Valve Pits and Structures. (Not Used) 6.6. JOINTING. 6.6.1. Poly(Vinyl Chloride) (PVC) Plastic Pipe. 6.6.1.1. Pipe Less Than 4-Inch Diameter. Solvent cemented joints shall be made in accordance with ASTM D 2855. All pipe ends for push-on joints shall be beveled to facilitate assembly and marked to indicate when the pipe is fully seated. The gasket shall be prelubricated to prevent displacement. Care shall be exercised to assure the gasket and ring groove in the bell or coupling match. The manufacturer of the pipe or fitting must also supply the elastomeric-gasket. Couplings shall be provided with stops or centering rings to assure that the coupling is centered on the joint. • 6.7. SERVICE LINES. Service lines shall include the pipeline connecting building piping to water distribution lines to the connections with the building service at a point approximately 5 feet outside the building where such building service exists. Where building services ar"e not installed, the Contractor shall terminate the service lines approximately 5 feet from the site of the proposed building at a point designated by the Contracting Officer. Such service lines shall be closed with plugs or caps. All service stops shall be provided with extension service boxes of the lengths required by the depth of service-line stops. Service lines shall be constructed in accordance with the following requirements: 6.7.1. Service Lines 2 Inches and Smaller shall be connected to the main by a directly-tapped corporation stop or by a service clamp. A corporation sto- and a copper gooseneck shall be provided with either type of connection. Set requirements in Paragraph: Dielectric Fittings for additional requirements. Maximum sizes for directly-tapped corporation stops and for outlets with service clamps shall be as in Table II. Where two or more gooseneck connections to the main are required for an individual service, such connections shall be made with standard branch connections. The total clear area of the branches shall be at least equal to the clear area of the service which they are to supply. 02713-6

^003855 7. HYDROSTATIC TESTS. Where any section of a water line is provided with cconcrete thrust blocking for fittings or.hydrants, the hydrostatic tests shall ot be made until at least 5 days after installation of the concrete thrust *locking unless otherwise approved. The waste water resulting from hydrostatic tests and disinfection shall be disposed of in an environmentally acceptable manner. 7.1. PRESSURE TEST. After the pipe is laid, the joints completed, fire hydrants permanently installed, and the trench partially backfilled leaving the joints exposed for examination, the newly laid piping or any valved section of water supply lines piping shall, unless otherwise specified, be subjected for 2 hours to a hydrostatic pressure test of 200 psi. Water supply lines designated on the drawings shall be subjected for 1 hour to a hydrostatic pressure test of 200 psi. Each valve shall be opened and closed several times during the test. Exposed pipe, joints, and fittings shall be carefully examined during the partially open trench test. Joints showing visible leakage shall be replaced or remade as necessary. Cracked or defective pipe, joints, fittings discovered in consequence of this pressure test shall be removed and replaced with sound material, and the test shall be repeated until the test results are satisfactory. The requirement for the joints to remain exposed for the hydrostatic tests may be waived by the Contracting Officer when one or more of the following conditions is encountered: a. Wet or unstable soil conditions in the trench. b. Compliance would require maintaining barricades and walkway around and across an open trench in a heavily used area that would require continuous surveillance to assure safe conditions. c. Maintaining the trench in an open condition would delay completion of the contract. d. An unforeseeable cause which would result in excess cost. he Contractor may request the waiver, setting forth in writing the reasons for the request and stating the alternative procedure proposed to comply with the required hydrostatic tests. Backfill placed prior to the tests shall be placed in accordance with the requirements of SECTION: EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS. Piping and specials requiring replacement or repair, as disclosed by hydrostatic tests, and all work connected therewith, shall,be at the Contractor's expense. 7.2. LEAKAGE TEST. Leakage test shall be conducted after the pressure tests have been satisfactorily completed. The duration of each leakage test shall be at least 2 hours, and during the test the water line shall be subjected to 200 psi pressure. Water supply lines designated on the drawings shall be subjected to a pressure equal to 200 psi. Leakage is defined as the quantity of water to be supplied into the newly laid pipe, or any valved, or approved section thereof, necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled. No piping installation will be accepted until the leakage is less than the number of gallons per hour as determined by this formula: L = .000135NDX In which L equals the allowable leakage in gallons per hour; N is the number of joints in the length of pipeline tested; D is the nominal diameter of the pipe in inches; and X is the square root of the average test pressure during the leakage test, in psi gage. Should any test of pipe disclose leakage greater than that specified, the defective joints shall be located and repaired until the ' 02713-7

40003856 leakage is within the specified allowance, without additional cost to the Government. 7.3. TIME FOR MAKING TEST. Except for joint material setting or where concrete reaction backing necessitates a 5-day delay, pipelines jointed with ruboer gaskets, mechanical or push-on joints, or couplings may be subjected to hydrostatic pressure, inspected, and tested for leakage at any time after partial completion of backfill. Asbestos-cement pipe and cement-mortar lined pipe may be filled with water as recommended by the manufacturer before being subjected to the pressure test and subsequent leakage test. 7.4. CONCURRENT HYDROSTATIC TESTS. The Contractor may elect to conduct the hydrostatic tests using either or both of the following procedures. Regard- less of the sequence of tests employed, the results of pressure tests, leakage tests, and disinfection shall be satisfactory as specified. All replacement, repair, or retesting required shall be accomplished by the Contractor at no additional cost to the Government. 7.4.1. Pressure Test and Leakage Test may be conducted concurrently. 7.4.2. Hydrostatic Tests and Disinfection may be conducted concurrently, using the water treated for disinfection to accomplish the hydrostatic tests. If the water is lost when treating for disinfection and air is admitted to the unit being tested, or if any repair procedure results in contamination of the unit, disinfection shall be reaccomplished by the Contractor at no additional cost. 8. DISINFECTION. Before acceptance of potable water operation, each unit of completed water line shall be disinfected as specified herein. After pressure tests have been made, the unit to be disinfected shall be thoroughly flushed with water until all entrained dirt and mud have been removed before introducing the chlorinating material. The chlorinating material shall be either liquid chlorine in solution, calcium hypdchlorite, or sodium hypochlorite, conforming to paragraph: MATERIALS. The chlorinating material shall provide a dosage of not less than 50 milligrams per liter (mg/1) and shall be introduced into the water lines in an approved manner. All pipelines shall be chlorinated using only the above specified chlorinating material in solution. In no case will the agent be introduced.into the line in a dry solid state. The treated water shall be retained in the pipe long enough to destroy all nonspore-forming bacteria. Except where a shorter period is approved, the retention time shall be at least 24 hours and shall produce not less than 10 mg/1 of chlorine throughout the line at the end of the retention period. All valves on the lines being disinfected shall be opened and closed several times during the contact period. The line shall then be flushed with clean water until the residual chlorine is reduced to less than 1.0 mg/1. During the flushing period, each fire hydrant on the line shall be opened and closed several times. From several points in the unit, the Contractor shall take samples of water in proper sterilized containers for bacierial examination. The disinfection shall be repeated until tests indicate the absence of bacteriological contamination for at least 2 full days. The unit will not be accepted, or put into service until satisfactory bacteriological results have been obtained. All bacteriological examinations shall be made by a commercial laboratory certified to do such tests.

02713-8

4l?0038i7 9. CLEANUP. Upon completion of the installation of the water supply lines, water distribution lines, water service lines, and appurtenances, all debris and urplus materials resulting from the work shall be removed.

02713-9 4R003859 ~ January 1990 ZERO ACCIDENTS SECTION 03300 CONCRETE (FOR STRUCTURAL CONSTRUCTION)

1. APPLICABLE PUBLICATIONS 18. PLACING CONCRETE 2. GENERAL REQUIREMENTS 19. TREATMENT OF FORMED SURFACES 3. SUBMITTALS * 20. FLOOR SLABS-ON-GRADE 4. SAMPLE CONCRETE PANEL 21. FINISHING CONCRETE FLOOR AND 5. STORAGE OF MATERIALS ROOF SLABS 6. MATERIALS 22. CURING AND PROTECTION 7. CONCRETE STRENGTH AND USAGE 23. SETTING BASE PLATES AND 8. PROPORTIONING OF NORMAL WEIGHT BEARING PLATES CONCRETE MIXES 24. FILL CONCRETE 9. SAMPLING AND TESTING DURING * 25. LIGHTWEIGHT CONCRETE FOR ROOF CONSTRUCTION FILL 10. FORM WORK * 26. LIGHTWEIGHT INSULATING 11. REINFORCEMENT PORTLAND CEMENT CONCRETE 12. PERIMETER INSULATION * 27. LIGHTWEIGHT INSULATING 13. JOINTS ASPHALTIC CONCRETE 14. INSTALLATION OF ANCHORAGE ITEMS 28. SETTING BEDS 15. PREPARATIONS FOR PLACING CONCRETE 29. PRECAST CONCRETE TRIM 16. BATCHING, MIXING, AND TRANSPORTING 30. FILL OVERSHEET LEAD LININGS CONCRETE 17. CONVEYING CONCRETE * NOT USED

1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATIONS (Fed. Spec.). TT-S-00227E Sealing Compound: Elastomeric Type, (COM-NBS) Multi-Component (for Caulking, Sealing, & Am-3 and Glazing in Buildings and Other Structures) TT-S-00230c Sealing Compound: Elastomeric Type, (COM-NBS) Component (for Caulking, Sealing, and & Am-2 Glazing in Buildings and Other Structures) 1.2. U.S. DEPARTMENT OF COMMERCE, NATIONAL BUREAU OF STANDARDS (NBS) PRODUCT STANDARDS. Not used. 1.3. AMERICAN CONCRETE INSTITUTE (ACI) STANDARDS. ACI 211.1-81 Standard Practice for Selecting (R 1984) Proportions for Normal, Heavyweight, and Mass Concrete ACI 311 Recommended Practice for Concrete Inspection

0285-33-2/CD 03300-1 ACI 304 Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete ACI 214 Recommended Practice for Evaluation of Compression Test Results of Field Concrete ACI 305 Recommended Practice for Hot Weather Concreting ACI 306 Recommended Practice for Cold Weather Concreting ACI 309 Recommended Practice for Consolidation of Concrete ACI 301-84 Specifications for Structural Concrete for Buildings ACI 318-89 Building Code Requirements for Reinforced Concrete with Commentary on Building Code Requirements for Reinforced Concrete (ACI 318-89) ACI SP-66 ACI Detailing Manual - 1988 1.4. AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATION. Not used. 1.5. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS. A 36-88c Structural Steel A 82-88 Steel Wire, Plain, for Concrete Reinforcement A 615-87a Deformed and Plain Billet-Steel Bars for Concrete Reinforcement C 31-88 . Making and Curing Concrete Test Specimens in the Field C 33-86 Concrete Aggregates C 39-86 Compressive Strength of Cylindrical Concrete Specimens C 94-89b Ready-Mixed Concrete C 143-89a Slump of Portland Cement Concrete C 150-86 Portland Cement C 172-82 Sampling Freshly Mixed Concrete C 173-78 Air Content of Freshly Mixed Concrete by the Volumetric Method Combinations (Mortar Bar Method) C 231-89a Air Content of Freshly Mixed Concrete by the Pressure Method C 260-86 Air-Entraining Admixtures for Concrete C 309-89 Liquid Membrane-Forming Compounds for Curing Concrete C 311-89 Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete C 618-87 Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete D 1751-83 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non- extruding and Resilient Bituminous Types) 1.6. AMERICAN WELDING SOCIETY, INC. (AWS). Not used.

0285-33-2/CD 03300-2 48003861 1.7. NATIONAL READY MIXED CONCRETE (NRMCA) ASSOCIATION. Certification of Ready Mixed Concrete Production Facilities (1 Jan 76) 1.8. TRUCK MIXER MANUFACTURERS BUREAU (TMMB). Truck Mixer and Agitator Standards (Jan 1, 1982; llth Rev) 1.9. AMERICAN SOCIETY OF HEATING, REFRIGERATING, AND AIR-CONDITIONING ENGINEERS (ASHRAE) PUBLICATION. 2. GENERAL REQUIREMENTS. Full cooperation shall be given other trades to install embedded items. Before placing concrete, embedded items shall have been inspected, and tests for concrete or other materials or for mechanical operations shall have been completed and approved. Suitable templates or instructions shall be used for setting items not placed in the forms. 3. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit, for action as noted, items as listed in the following categories. Certificates of Compliance or Certified Test Results, as listed, shall be submitted for each lot of each listed material shipped to the project, each of which shall be clearly identified by designated name of material and batch or lot number. Certificates of Compliance and Certified Test Results shall be furnished regardless of any requirements for submission of samples. 3.1. CATEGORY I. (For Approval). Detail drawings and placement drawings for all work not included as a Category II submittal. Drawings shall show reinforcement details, sizes and grades of reinforcing steel, , bending and splicing details of reinforcing bars, and splice locations for all reinforcing bars, including locations mechanical splices and dowel bar substitution products, if used. Drawings shall also include the proposed locations of all vertical and horizontal construction joints and show their relationship to reinforcement splices (Para. 11) Certification that mechanical connectors and dowel bar substitute products develop the specified strength for the bars to be connected (Para. 11.3) Manufacturer's technical literature for mechanical connectors and dowel bar substitution products (Para. 11.3) 3.2. CATEGORY II. (For Information Only). Concrete Mix Design (Para. 8) (Para. 10.10) Reinforcing Details and Placement Drawings for the Following: (Para. 11) Manufacturer's Recommendations for Installing Hot Poured Joint Sealer (Para. 13.6) Written Request to Utilize Accelerator (Para. 18.4) Reinforcing Bar Mill Reports (Para. 23) Certified test reports for: Compatibility Between High Range Water Reducing Admixture and Air Entraining Admixture (Para. 6.1.4) Elastomeric Joint Sealer (Para. 6.8.4) Waterstops (Para. 6.15) Pozzolan (Para. 9.3)

0285-33-2/CD 03300-3 Certification of compliance for: Accelerating Agent (Para. 6.1.2) Anchorage Items (Para. 6.3) Curing Materials (Para. 6.5) Premolded Expansion Joint Filler (Para. 6.7.2) Joint Sealants (Para. 6.8) Welded Wire Fabric (Para. 6.10.3) Compressible Filler (Para. 6.16) Admixtures Other Than Air-Entraining Agents (Para. 8.3) Form Tie Assemblies (detail description to be furnished) (Para. 10.6) Reinforcing Supports for Slabs Other Than Slabs-on-Grade (Para. 11.2) 4. SAMPLE CONCRETE PANEL. Not used. 5. STORAGE OF MATERIALS. Cement and pozzolan shall be stored in weather- tight buildings, bins, or silos which will exclude moisture and contaminants. Aggregate stockpiles shall be arranged and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Reinforcing bars and accessories shall be stored above the ground on platforms, skids or other supports. Other materials shall be stored in such a manner as not to deteriorate or become contaminated. 6. MATERIALS. Materials shall conform to the following requirements: 6.1. ADMIXTURES. 6.1.1. Air-entraining admixture shall conform to ASTM C 260. 6.1.2. Accelerating admixture shall conform to ASTM C 494, Type C or E. Calcium chloride or admixtures containing calcium chloride ions ft shall not be used. 6.1.3. Water-reducing or retarding admixtures shall conform to ASTM C 494, Type A, B, or D. 6.1.4. High range water-reducing admixture shall conform to ASTM C 494, Type F or G. When used in addition to an air-entraining admixture, the Contractor shall furnish certified laboratory test results demonstrating that the proposed combination of admixtures will provide an air-void spacing factor of less than 0.008 inches. These tests shall be conducted on a hardened specimen of the proposed mix design in accordance with ASTM C 457. 6.2. CEMENTING MATERIALS. Only one source and type of cement shall be used for exposed concrete surfaces of any structure . Pozzolan may be blended with Type II Portland cement in the proportion of 20 percent of the combined volume based on the specific gravity of the cement and pozzolan. 6.2.1. Portland cement shall conform to ASTM C 150, Type II (low alkali). If the Contractor can satisfactorily demonstrate that the proposed composition of cement and aggregates to be used in the concrete mix are nonreactive when tested in accordance with ASTM C 227, the low alkali requirement may be waived. Certified test results and supporting test data for determining nonreactivity must be submitted with the proposed mix design and no substitutions shall be permitted in the aggregates and cement used in the work without additional testing. 6.2.2. Pozzolan shall conform to the requirements of ASTM Standard C 618, Class F or C, including the Supplementary Optional Chemical Requirement for available alkalies and the Supplementary Optional Physical

0285-33-2/CD ' 03300-4 4R003863 Requirements for uniformity and reactivity with cement alkalies. Maximum loss on ignition shall not be over 4 percent. Samples shall be obtained, prepared, ^d tested in accordance with ASTM C 311. Only one class of pozzolan from a ft ngle source may be used. 6.3. CURING MATERIALS. 6.3.1. Impervious sheet materials shall conform to ASTM C 171, type optional, except that polyethylene film, if used, shall be white opaque. 6.3.2. Burlap shall conform to Fed. Spec. CCC-C-467. 6.3.3. Membrane-forming curing compound shall conform to ASTM C 309, Type 1-D, Class A or B. 6.4. JOINT FILLER STRIPS. 6.4.1. Expansion-joint filler, premolded, shall conform to ASTM D 1751 or ASTM D 1752, 3/8-inch thick, unless otherwise indicated.1 Filler conforming to ASTM D 1752, shall not be used for joints which are to be sealed with TT-S-227 or TT-S-230 joint sealer or for interior exposed unsealed joints. 6.5. JOINT SEALANTS. " , 6.5.1. Sealing compound (joint sealer); elastomeric type, multicomponent. Fed. Spec. TT-S-227, Type I, Class B, flow, self-leveling, and of grey color. The sealing compound shall not contain aluminum powder pigment. A primer recommended by the sealant manufacturer shall be furnished and used with all these sealing compounds. The sealer and primer shall be nonstaining when tested as specified in Fed. Spec. TT-S-227. 6.5.2. Sealing compound (joint sealer); elastomeric type, single component. Fed. Spec. TT-S-230, Type I and of grey color. A primer shall be used when recommended by the manufacturer of the sealer. The sealer and primer shall be nonstaining. 6.6. REINFORCEMENT. 6.6.1. Deformed bars shall conform to: ASTM A 615, Grade 60. 6.7. WATER. Water shall be potable, except that non-potable water may be used if it produces mortar cubes having 7- and 28-day strengths at least 90 percent of the strength of similar specimens made with water from a municipal supply. The strength comparison shall be made on mortars, identical except for mixing water, prepared and tested in accordance with ASTM C 109. Water for curing shall not contain any substance injurious to concrete, or which causes staining. 6.8. WATERSTOPS. Waterstops shall be manufactured from virgin polyvinyl chloride or rubber, and shall have adequate tensile strength, .elongation, resistance to chemicals and aging, and other properties needed to insure good performance. 6.9. COMPRESSIBLE FILLER. Cellular plastic for use as compressible filler shall be expanded polystyrene conforming to Fed. Spec. HH-I-524, Type I. 6.10. ANCHOR BOLTS. Anchor bolts are specified in SECTION: STRUCTURAL STEEL. 6.11. WELDED HEADED ANCHOR STUDS. Welded headed anchor studs are specified in SECTION: STRUCTURAL STEEL. 7. CONCRETE STRENGTH AND USAGE. 7.1. STRENGTH REQUIREMENTS. Concrete for all work shall have a minimum compressive strength of 4,000 psi.

0285-33-2/CD 03300-5 8. PROPORTIONING OF NORMAL WEIGHT CONCRETE MIXES. Mixes shall be proportioned by weight, although water and admixtures may be batched by volume if desired. Trial mixes and testing to meet requirements of the strengths of concrete specified shall be the responsibility of the Contractor and shall be performed by an independent commercial testing laboratory. The design mix shall contain materials representative of those proposed for use in the work. During actual concreting operations, no substitutions shall be made in the materials or proportions which were used in the mix design studies without additional tests as required for original mix design studies, except as specifically approved or directed. 8.1. ADMIXTURES. Entrained air in the range of 5 to 7 percent is required for concrete exposed to freezing and thawing cycles, determined in accordance with ASTM C 231. At the Contractor's option, air entrainment may be used in other parts of the work. At the Contractor's option, water reducing admixtures, ASTM C 494, Type A, may be used in establishing the design mix. Water-reducing and/or retarding admixtures, ASTM C 494, Type B or D, may be used on written approval when required by the concrete placing and finishing conditions during the course of the work; however, reduction of the cement content will not be permitted. High range water-reducing admixtures may be used upon written approval of the Contracting Officer, provided the admixture meets the requirements specified in paragraph: MATERIALS. 8.2. SLUMP. Slump shall be determined in accordance with ASTM C 143, and shall be within the following limits: Slump, Inches, Element Minimum Maximum Walls, slabs and footings 2 4 Where pumping is approved, the maximum slump may be increased to 5 inches when specifically approved, except for floors and exterior slabs. 8.3. MIX DESIGN. Trial mixes having proportions, air content and slump suitable for the work shall be based on ACI 211.1, using at least three different water-cement ratios which will produce a range of strength encompassing that required for the work. The mixes shall be designed for maximum permitted air and slump. For each water-cement ratio, at least three test specimens for each test age shall be made and cured in accordance with ASTM C 192 and shall be tested at 7 and 28 days in accordance with ASTM C 39 . From these test results, a curve shall be plotted showing the relationship between water-cement ratio and strength. For each strength of concrete, the maximum allowable water-cement ratio shall be that shown by these curves to produce an average compressive strength 15 percent greater than specified. All fly ash mixtures shall contain fly ash in the proportion of 20 percent of the total cementitious material, by absolute volume, based on the specific gravity of the Portland cement and the fly ash. However, final mixture proportions shall be stated by weight and the cementitious materials shall be ba4ched by weight. Certified test results shall be furnished for the cerentitious materials used in the mix design studies. The Contractor shall perform tests for gradation and for deleterious materials on the aggregates used for mix design studies. Manufacturer's certificates of compliance shall be submitted for all admixtures used in the mix design studies. Throughout this specification section, when the term water-cement ratio is used, it shall be understood to mean the ratio by weight of the water in the concrete mix to

0285-33-2/CD 03300-6 4H003865 all cementitious material in the mix. Prior to commencing operations, the Contractor shall submit a statement giving the maximum nominal coarse gregate size and the proportions of all ingredients that will be used in the inufacture of each strength of concrete, proposed for use. Aggregate weights shall be based on the saturated surface dry condition. The submittal shall include a mix design study performed in accordance with, and containing all certified test reports and certificates of compliance required by paragraph: PROPORTIONING OF NORMAL WEIGHT CONCRETE MIXES. Also to be included in the cement-aggregate reactivity data, if required, in conjunction with type of cement furnished under paragraph: CEMENTING MATERIALS. 9. SAMPLING AND TESTING DURING CONSTRUCTION. 9.1. GENERAL. Testing is the responsibility of the Contractor and shall be performed by an approved testing agency at no additional cost to the Government. 9.2. CEMENT. Cement will be accepted on the basis of certified mill test results showing that the cement meets.all requirements specified herein. Prior to the use of the cement in the work, the Contractor shall furnish with the mix design certified test results in accordance with SECTION: SPECIAL CLAUSES, for each mill lot of cement furnished from different mills in mixed shipment and for each separate shipment from the same mill. When, in the opinion of the Contracting Officer, the cement may have become damaged in transit or deteriorated because of age or improper storage, the cement proposed for use shall be sampled at the mixing site by the Contractor in the presence of a representative of the Contracting Officer and shall be tested by the Contractor's testing laboratory for conformance with specification requirements. Cement being check-tested shall not be used in the work prior 'o completion of the 7-day tests showing that the cement meets specification equirements. Cement failing to meet test requirements shall be promptly removed from the site or, in the case of ready-mixed concrete, shall be segregated at the batching plant as directed. 9.3. POZZOLAN. Pozzolan will be accepted on the basis of certified test results showing that the pozzolan meets all requirements specified herein. Prior-to the use of the pozzolan in the work, the Contractor shall furnish with the mix design certified test results in accordance with SECTION: SPECIAL CLAUSES, for each lot of pozzolan for each separate shipment. When, in the opinion of the Contracting Officer, the pozzolan may have become damaged in transit or deteriorated because of age or improper storage, the pozzolan proposed for use shall be sampled at the mixing site by the Contractor in the presence of a representative of the Contracting Officer and shall be tested by the Contractor's testing laboratory for conformance with specification requirements. Pozzolan being check-tested shall not be used in the work prior to completion of the series of tests specified in ASTM C 311, paragraph 6.1. Pozzolan failing to meet test requirements shall be promptly removed from the site or, in the case of ready-mixed concrete, shall be segregated at the batching plant as directed. 9.4. AGGREGATES. Aggregates shall be tested as prescribed in ASTM C 33, prior to commencing concrete production operations. Gradation tests shall be made thereafter on samples of each size of aggregate at intervals corresponding to production of each 250 cubic yards of applicable strength concrete. ,

0285-33-2/CD 03300-7 9.5. ADMIXTURES. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing shall not be used until proved by retest to be satisfactory. 9.6. TESTS ON FRESH CONCRETE. Tests for slump and air content shall be made on concrete sampled at the form at least once during each days placement and more often if directed. 9.7. CONCRETE STRENGTH TESTS. 9.7.1. Frequency of Testing. The Contractor shall provide, for strength tests, concrete specimens. Samples for strength tests of concrete placed each day shall be taken not less than once a day nor less than once for each 250 cubic yards of concrete, or fraction thereof. When the total quantity of a given strength of concrete is less than 100 cubic yards, the strength tests may be waived by the Contracting Officer if adequate evidence of satisfactory strength is provided. 9.7.2. Testing Procedures. The samples for strength tests shall be taken in accordance with ASTM C 172. Concrete transported and placed by pumping methods shall be sampled at the discharge end of the line. Cylinders for acceptance tests shall be molded and cured in accordance with ASTM C 31. Cylinders shall be tested in accordance with ASTM C 39 by an approved testing laboratory at no cost to the Government. Each strength test result shall be the average of two cylinders from the same concrete sample tested at 28 days, unless otherwise specified or approved. 9.7.3. Evaluation of Results. Concrete specified on the basis of compressive strength will be considered satisfactory if the averages of all sets of three consecutive strength test results equal or exceed the specified strength and no individual strength test result falls below the required strength by more than 500 psi. If any of these requirements are not met, steps shall be taken immediately to raise the strength level. 9.7.4. Strength Tests. Strength tests of field cured specimens shall be made when directed, to check the adequacy of curing and protection of concrete in the structure, following the procedures in Section 8.4 of ASTM C 31. 9.8. TESTS OF CONCRETE IN THE STRUCTURE. When the results of the strength tests on control cylinders indicate that the concrete in place does not meet specification requirements, or if tests of field-cured specimens indicate deficiencies in protection and curing,.cores shall be obtained and tested in accordance with ASTM C 42. The cores shall be drilled at locations designated by the Contracting Officer, and shall be tested by and at the expense of the Contractor. If the results indicate that the concrete does not meet the specified strength within the tolerances stated in ACI 318, the Contractor shall correct the deficiency or he may submit a proposal for a load test. If this proposal is approved, the load test shall be conducted by the Contractor at his expense, and the test results will be evaluated by the Contracting Officer in conformance with ACI 318. If any concrete fails to meet all of the requirements of the load test, the deficiency shall be corrected in a manner satisfactory to the Contracting Officer and at no additional cost to the Government. 10. FORM WORK. Form work shall be designed and constructed so as to insure that the finished concrete members will conform accurately to the indicated dimensions, lines, and elevations. 10.1. DESIGN. Studs- and wales shall be spaced to prevent deflection of form sheeting. Forms shall be sufficiently tight to prevent leakage of grout

0285-33-2/CD 03300-8 and cement paste during placing of the concrete. The bottom of forms shall be accurately fitted and securely attached to the preceding lift so as to assure looth, completed surfaces free from irregularities and offsets. Joints tween form work panels shall be arranged vertically and horizontally to match architectural lines, vertical control joints, and construction joints. Temporary openings shall be provided in wall and column forms where needed to facilitate cleaning and inspection. Closed top forms shall be vented as approved to insure complete filling with concrete. Forms shall be readily removable without impact or damage to the concrete. 10.2. CONCRETE SURFACES NOT EXPOSED TO VIEW. Concrete surfaces which will not be exposed to view in the finished work shall be formed with sound, tight lumber or other material producing equivalent finish. 10.3. CONCRETE SURFACES EXPOSED OR PAINTED. Concrete surfaces to be exposed or painted shall be formed with a material that is not reactive with concrete. Surfaces shall be equivalent in smoothness and appearance to that produced by new 4- by 8-foot plywood panels conforming to PS 1, Exterior Type, Grade B-B, plyform 5/8 inch thick. Panels actually used shall be 4 by 8 feet except where otherwise approved or required by the location of openings, architectural lines, or joints. Cut surfaces shall be treated with form coating. Form materials with defects that would impair the texture and appearance of finish surfaces shall not be used. 10.4. FORM TIES. Form ties shall be factory-fabricated, removable or snap-off metal ties of a design that will not permit form deflection and will not spall concrete upon removal. Solid backing shall be provided for each tie. Ties shall be fitted with devices that will leave holes in the concrete surface not less than 1/4 inch nor more than 1 inch nominal diameter and not less than 1 inch deep. That portion of the tie remaining permanently in the toncrete shall not project beyond the surface of the concrete and shall be at Jfeast 1 inch back from any concrete surface that will be exposed, painted, dampproofed, or will receive direct applications of plaster. Bolts and rods that are to be completely withdrawn shall be coated with a nonstaining bond breaker. 10.5. CHAMFERING. External corners of columns, girders, beams, foundation walls projecting beyond overlying masonry, and other external corners that will be exposed shall be chamfered, beveled, or rounded, by moldings placed in the forms.unless the drawings specifically state that chamfering is to be omitted. 10.6. FORM COATING. Forms, shall be coated with form oil or form-release agent before reinforcement is placed. The coatings shall be a commercial formulation of satisfactory and proven performance that will not bond with, stain, or adversely affect concrete surfaces, and will 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 compound. Forms for unexposed surfaces may be wet with water in lieu of oiling, immediately before placing concrete, except that in cold weather with probable freezing temperatures oiling shall be mandatory. Surplus oil on form surfaces, reinforcing steel and construction joints shall be removed before placing concrete. 10.7. REMOVAL OF FORMS. Forms shall be removed in a manner that will prevent injury to the concrete and insure the complete safety of the structure. Where the structure as a whole is adequately supported on shores, the removable floor forms, beam and girder side forms, column forms, and similar ertical forms may be removed after 24 hours, provided the concrete is i 0285-33-2/CD 03300-9 sufficiently strong not to be injured thereby. No shoring shall be removed until the structure in combination with the remaining forming and shoring system has sufficient strength to support safely its weight and the loads placed thereon. This strength shall be demonstrated by job-cured test specimens and by a structural analysis considering the proposed loads in relation to these test strengths and the strength of forming and shoring system. The job-cured specimens shall be provided in numbers as directed and shall be in addition to those required for concrete control. The specimens shall be removed from molds at the age of 24 hours and shall receive, insofar as possible, the same curing and protection as the structures they represent. 11. REINFORCEMENT. Reinforcement shall be fabricated to the shapes and dimensions shown, and shall be placed where indicated. Reinforcing steel shall not be bent or straightened in a manner injurious to steel or to the concrete. Bars with kinks or bends not shown on the drawings shall not be placed. The use of heat to bend or straighten reinforcing steel will be permitted only if the entire operation is approved. Bars shall be moved as necessary to avoid interference with other reinforcing steel, conduits, or embedded items. If bars are moved more than one bar diameter, the resulting arrangement of bars including additional bars necessary to meet structural requirements shall be approved before concrete is placed. In slabs, and walls, reinforcing steel shall not be spliced at points of maximum stress unless otherwise indicated. Laps or splices shall conform to ACI 318. Tack welding to, or of, reinforcement is prohibited. Reinforcement shall be free from loose or flaky rust and mill scale, except tight mill scale, or any other coating which might reduce the bond to concrete. After any substantial delay in the work previously placed, reinforcing steel left for future bonding shall be inspected and cleaned. 11.1. REINFORCEMENT DETAILING AND PLACEMENT. Reinforcement detailing and placement shall conform to ACI SP-66 and ACI 318, except where otherwise indicated. Reinforcement detailing and placement drawings shall be submitted in accordance with the Special Clauses. These drawings shall include details of the items listed in paragraph: SUBMITTALS. 11.2. SUPPORTS. Supports shall be provided in conformance with ACI SP-66, unless otherwise indicated or specified. Wire ties, when used, shall be 16-gage black annealed wire and shall have ends pointing away from the form. Bar supports for formed surfaces exposed to view shall be plastic protected wire, stainless steel, or precast concrete. Precast concrete supports shall be wedge-shaped, not larger than 3-1/2 by 3-1/2 inches, of thickness necessary to produce the required concrete cover, and with an embedded hooked tie wire for anchorage. If the formed surface is exposed to view, the concrete shall be the same quality, texture and color as the finish surface. On ground, precast concrete supports shall be used. 11.3. MECHANICAL SPLICES (INCLUDING DOWEL BAR SUBSTITUTION PRODUCTS). Mechanical connections and dowel bar substitution products shall be permitted. Unless otherwise indicated, mechanical splices shall be full mechanical connections developing in tension at least 125 percent of the specified yield strength of the bar. Dowel bar substitution products shall be required to meet the same strength requirements and mechanical splices. Drawings, certification and product information for mechanical connections as listed in paragraph: SUBMITTALS shall be submitted in accordance with SECTION: SPECIAL CLAUSES. Layout drawings shall indicate proposed locations of all mechanical splices and dowel bar substitutes. Care shall be taken to insure that splices

0285-33-2/CD 03300-10 4R003869 and dowel bar substitutes are adequately supported off of other bars or ties aannd are adequately attached to formwork to prevent displacement and rotation ring concrete placement, consolidation and other construction operations. readed female ends of mechanical connectors shall be capped with plastic ftplugs to prevent the infiltration of fresh concrete or other foreign material. Threaded male ends of bars or mechanical connectors shall be protected to prevent fouling or damage to the threads. 12. PERIMETER INSULATION. Not used. 13. JOINTS. Reinforcement or other fixed metal items, except for dowel and key forms shall not be continuous through expansion joints, 13.1. PREMOLDED EXPANSION JOINT FILLER. Premolded expansion joint filler strips shall be used as shown on the drawings. The filler shall extend the full slab depth, unless otherwise indicated. The edges of the joint shall be neatly finished with an edging tool of 1/8-inch radius, except where a resilient floor surface will be applied. Where the joint is to receive a sealant, the filler strips shall be installed at the proper level below the finished floor with a slightly tapered, dressed-and-oiled wood strip temporarily secured to the top thereof to form a recess 3/4-inch deep to be filled with sealant. The wood strip shall be removed after the concrete has set. 13.2. CONSTRUCTION JOINTS. Construction joints in concrete other than slabs-on-grade: The unit of operation shall not exceed 40 feet in the horizontal direction for all work except footings. Concrete shall be placed continuously so that each unit is monolithic in construction. Fresh concrete sshaln l not be placed against adjoining units until they are at least 24 hours ,ld. Joints not indicated shall be in accordance with ACI 318 or as noted mlow. Proposed locations for all vertical and horizontal construction joints shall be submitted in accordance with SECTION: SPECIAL CLAUSES and all such locations are subject to approval by the Contracting Officer. Concrete for , walls, shall be in place at least 2 hours, or until the concrete is no longer plastic, before concreting additional work thereon. In walls requiring openings and blockdowns, lifts shall terminate at the top and bottom of the opening. Other lifts shall terminate at such levels as indicated or as to conform to structural requirements or architectural details. Where horizontal construction joints are required, a strip of 1-inch square-edged lumber, bevelled and oiled to facilitate removal shall be tacked to the inside of the forms at the construction joint. Concrete shall be placed to a point 1 inch above the underside of the strip. The strip shall be removed 1 hour after the concrete has been placed, any irregularities in the joint line leveled off with a wood float, and all laitance removed. Prior to placing additional concrete, horizontal construction joints shall be prepared as specified in paragraph: PREPARATIONS FOR PLACING CONCRETE. 13.3. WATERSTOPS. Waterstops shall be installed so as to form a continuous water-tight diaphragm. Adequate provision shall be made to support and completely protect the waterstops during the progress of the work. Splices shall be made in conformance with the recommendations of the waterstop manufacturer. 13.4. SEALING JOINTS IN SLABS WITH ELASTOMERIC TYPE JOINT SEALER. Expansion joints in concrete slabs to be exposed and other joints indicated to receive joint sealer shall be sealed with joint sealer, elastomeric type. ^t expansion joints, premolded non-bituminous expansion-joint filler strips

0285-33-2/CD 03300-11 shall be installed at the proper level below the slab surface with a slightly tapered, dressed-and-sealed wood strip temporarily secured to the top thereof to form a groove 3/4-inch deep or as otherwise indicated. Bituminous joint filler strips shall not be used with elastomeric sealants. The wood strip shall be sealed with an approved coating which will resist water penetration, will prevent bond and will not transfer to the concrete surface. The wood strip shall be removed after the concrete has set. 13.4.1. Joint Preparation. AIT surfaces of joints to which sealer is to be bonded shall be absolutely clean, dry, free of loose concrete, dirt, paint, oil, or other foreign material. The joint surfaces shall be abraded mechanically with wire brushes or a coarse carborundum wheel until clean firm concrete is exposed on all surfaces to which the sealer is to be bonded. The joint shall be blown out with dry, oil-free air and rubbed with a nylon brush to remove any dust. The joint surfaces shall be coated with a primer recommended by the manufacturer of the sealer , except that for single component sealants a primer need be used only when recommended by the manufacturer of the sealer. The primer shall be applied strictly in accordance with the instructions of the manufacturer of the joint sealing compound. The joint sealing compound shall be applied when the primer has cured to the stage recommended by the joint sealant manufacturer. 13.4.2. Application. Polyethylene strips or tape, aluminum foil or wax paper shall be applied to the surface of the preformed joint filler in expansion joints and to the bottom of the reservoir in contraction and construction joints as a bond breaker before the sealer is applied. The surface of the concrete adjacent to the joint shall be covered with masking tape which shall be removed when application is completed. Any spilled material shall be removed from the concrete surface by approved methods. The ambient temperature shall be between 50 and 100 degrees F. when the primer and joint sealing compound are applied. Mixing and proportioning of the primer and joint sealing compound shall be strictly in accordance with the manufacturer's instructions when multi-component sealants are used. Care shall be taken in mixing to avoid entrainment of air in the mix and to be certain that the components are-thoroughly mixed, but without prolonged mixing. The joints shall be slightly overfilled above the adjacent concrete surface and lightly tooled to force the sealer into intimate contact with the concrete surfaces to which it is to bond. Any joint sealer that has started to stiffen before being placed in the joint shall be discarded. 13.4.3. Curing. The sealer shall be protected from any foot traffic, abrasion, and water for a minimum period of 24 hours for multicomponent sealers and 72 hours for single component materials or until the material has set firmly. 14. INSTALLATION OF ANCHORAGE ITEMS. Not used. 15. PREPARATIONS FOR PLACING CONCRETE. 15.1. GENERAL. Water shall be removed from the excavation before placing concrete. Any flow of water shall be diverted through side drains without washing over freshly deposited concrete. Hardened concrete, debris, and foreign material shall be removed from the interior of forms. Runways shall be provided for wheeled concrete-handling equipment; such equipment shall not be wheeled over reinforcement nor shall runways be supported on reinforcement. Reinforcement and embedded-items shall be inspected and forms shall be retightened and checked immediately before placing concrete.

0285-33-2/CD 03300-12 4B003871 15.2. CONCRETE ON EARTH AND ROCK FOUNDATIONS. Earth and rock foundations shall be prepared as specified in SECTION: EXCAVATION, FILLING, AND .CKFILLING FOR STRUCTURES. Care shall be taken not to disturb the prepared undation. Surfaces shall be clean and free from frost, ice, mud, and water. 11 foundation soils on which concrete footings are placed shall be protected from movement or other damage due to frost penetration. Soil backfill, insulation, heat or other approved method shall be used to protect the foundation during periods of the year in which frost penetration is possible. Such protection shall be applied before the onset of freezing weather. 15.3. BONDING TO HARDENED CONCRETE. Horizontal construction joints shall be prepared by roughening the surface of the concrete in an approved manner which will expose the aggregate uniformly and will not leave laitance, loosened particles of aggregate or damaged concrete at the surface. The surfaces shall be moist but without free water when concrete is placed. i 16. BATCHING, MIXING, AND TRANSPORTING CONCRETE. Ready-mixed concrete shall be batched, mixed, and transported in accordance with ASTM C 94, except as otherwise specified. Truck mixers, agitators, and non-agitating.units shall comply with TMMB "Truck Mixer and Agitator Standards." Plant equipment and facilities shall conform to NRMCA "Certification of Ready Mixed Concrete Production Facilities." 16.1. ADMIXTURES. Admixtures shall be batched within an accuracy of 3 percent. Where two or more admixtures are used in the same batch, they shall be batched separately and must be compatible. 16.1.1. If high range water-reducing admixture is used, a qualified representative of the high range water-reducing admixture manufactureilia r shall be furnished for the first 2 days of concrete placement, or nger if necessary at the direction of the Contracting Officer, at no ditional cost to the Government. This representative shall advise on •atching, mixing, transporting, placing, consolidating, and finishing procedures until field controls indicate that concrete of the required quality is being furnished. 16.2. CONTROL OF MIXING WATER. All materials shall be batched at the plant. However, where approved by the Contracting Officer, water may be added at the job site when the slump is less than specified and the water-cement ratio is less than the approved mix design permits. In this case, water may be added to bring the slump within the specified range without exceeding the approved water-cement ratio. The water shall be injected into the mixer under pressure, and the drum or blades turned a minimum of 30 additional revolutions at mixing speed. There shall be no further addition of water to the batch. 16.3. SITE-MIXED CONCRETE. Site-mixed concrete shall comply with ACI 301. Approval shall be obtained in writing for use of a site-mixed plant on government-owned property. 17. CONVEYING CONCRETE. Concrete shall be conveyed from mixer to*forms as rapidly as possible and within the time interval specified in paragraph: PLACING CONCRETE by methods which will prevent segregation or loss of ingredients. 17.1. CHUTES. When concrete can be placed directly from a truck mixer or other transporting equipment, the chutes attached to this equipment may be used. Separate chutes will not be permitted except when specifically approved.

0285-33-2/CD 03300-13

^003872 17.2. BUCKETS. The bucket design shall be such that concrete of the required slump can be readily discharged. Bucket gates shall be essentially grout tight when closed. The bucket shall provide means for positive regulations of the amount and rate of deposit of concrete in each dumping position. 17.3. BELT CONVEYORS. Belt conveyors may be used when approved. Conveyors shall be designed and operated to assure a uniform flow of concrete to the final place of deposit without segregation or loss of mortar, and shall be provided with positive means for preventing segregation of the concrete at transfer points and point of placement. 17.4. PUMPS. Concrete may be conveyed by positive displacement pumps when approved. The concrete mix shall be designed for pumping. The pump shall be the piston or squeeze pressure type. The pipeline shall be steel pipe or heavy duty flexible hose.. The inside diameter of the pipe shall be at least three times the maximum size of the coarse aggregate. The distance to be pumped shall not exceed the limits recommended by the pump manufacturer. The concrete shall be supplied to the pump continuously. When pumping is completed, the concrete remaining in the pipeline shall be ejected without contaminating the concrete in place. After each operation, the equipment shall be thoroughly cleaned, and flushing water shall be wasted outside the forms. 18. PLACING CONCRETE. 18.1. GENERAL. Concrete shall be handled from mixer to forms in a continuous manner until the approved unit of operation is completed. Placing will not be permitted when the sun, heat, wind, or limitations of facilities furnished by the Contractor prevent proper consolidation, finishing and curing. Concrete shall be deposited as close as possible to its final position in the forms, and there shall be no vertical drop greater than 5 feet except where suitable equipment is provided to prevent segregation and where specifically authorized. Depositing of the concrete shall be so regulated that it will be effectively consolidated in horizontal layers not more than 12 inches thick, except that all slabs shall be placed in a single layer. Concrete to receive other construction shall be screeded to the proper level to avoid excessive shimming or grouting. Conduits and pipes shall not be embedded in concrete except where specifically indicated or approved. 18.2. CONSOLIDATION. Immediately after placing, each layer of concrete shall be consolidated by internal vibrators. The vibrators shall at all times be adequate in effectiveness and number to properly consolidate the concrete; a spare vibrator shall be kept at the jobsite during all concrete placing operations. The vibrations shall have a frequency of not less than 8000 vibrations per minute, and the head diameter and amplitude shall be appropriate for the concrete mix being placed. Vibrators shall be inserted vertically at uniform spacing over the area of placement. The distance between insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will overlap the adjacent just- vibrated area by a few inches. The vibrator shall penetrate rapidly to the bottom of the layer and at least 6 inches into the preceding layer if there is such. It shall be held stationary until the concrete is consolidated and then withdrawn slowly. The use of form vibrators must be specifically approved. Vibrators shall not be used to transport concrete within the forms. Slabs 4 inches and less in thickness shall not be consolidated by internal

0285-33-2/CD 03300-14 4R003873 vibration; properly designed vibrating screeds or other approved techniques shall be used. 18.3. TIME INTERVAL BETWEEN MIXING AND PLACING. Mixed concrete which is rted in truck mixers or agitators, or concrete which is truck mixed, . ^shall be discharged within 1-1/2 hours after introduction of the cement to the ""'aggregates, except that when the concrete temperature exceeds 85 degrees F, this time shall be reduced to 45 minutes. Concrete shall be placed within 15 minutes after it has been discharged from the truck. 18.4. COLD WEATHER REQUIREMENTS. Special protection measures, approved by the Contracting Officer, shall be used if freezing temperatures are anticipated before the expiration of the specified curing period. The ambient temperature of the space adjacent to the concrete placement and surfaces to receive concrete shall be maintained at not less than 50 degrees F. The temperature of the concrete when placed shall be not less than 50 degrees F. nor more than 75 degrees F. Heating of the mixing water or aggregates will be required to regulate the concrete placing temperature. Materials entering the mixer shall be free from ice, snow, or frozen lumps. Salt, chemicals, or other materials shall not be incorporated in the concrete to prevent freezing. 18.5. WARM WEATHER REQUIREMENTS. During warm weather, concrete shall be produced at the lowest temperature practicable under the existing conditions. The temperature of the concrete as placed shall not exceed 85 degrees F. except where an approved retarder is used. The mixing water and/or aggregates shall be cooled, if necessary, to maintain a satisfactory placing temperature. In no case shall the placing temperature exceed 95 degrees F. 19. TREATMENT OF FORMED SURFACES. Within 24 hours after forms are removed, ssurfacu e defects shall be remedied as specified herein. For permanently posed surfaces and surfaces to be exposed to water, fins and loose material hall be removed. All holes left by removal of form ties shall be reamed and ftfilled. For all surfaces, honeycomb and other defects more than 1/2-inch deep shall be repaired. Defects more than 1/2 inch in diameter shall be cut back to sound concrete, but in all cases at least 1-inch deep. Holes left by form ties and defects whose depth is at least as great as their surface diameter shall be repaired by the damp-pack mortar method. Form tie holes and defects whose surface diameter is greater than their depth shall be repaired by the surface application of mortar method. Extensive defects, where directed, shall be repaired by forming and placing special concrete with means provided to apply pressure during hardening, all by procedures approved in advance. All repairs shall be finished flush with adjacent surfaces and with the same surface texture. For surfaces permanently exposed to view, the cement used shall be a blend of job cement with white cement proportioned so that the final color after curing will be the same as the adjacent concrete. The temperature of concrete, mortar repair material and ambient air shall be above 50 degrees F., while making the repair and during the curing period. Concrete with excessive honeycomb, or other defects which affect the strength of the member, will be rejected. It shall be the Contractor's responsibility to j provide acceptable repairs which will be free from cracks or loose or drummy areas at the completion of the contract and which, in exposed areas, are inconspicuous; repairs not meeting this requirement will be rejected and shall be replaced. All required repair work shall be at no additional cost to the Government. 19.1. DAMP-PACK MORTAR REPAIR. Form tie hole shall be reamed and other defects shall be cut out to sound concrete. The void shall then be thoroughly w 0285-33-2/CD 03300-15 cleaned, thoroughly wetted, brush-coated with a thin coat of neat cement grout and filled with mortar. Mortar shall be a stiff mix of 1 part Portland cement to 2 parts fine aggregate passing the No. 16 mesh sieve, and minimum amount of water. Only sufficient water shall be used to produce a mortar which, when used, will stick together on being molded into a ball by a slight pressure of the hands and will not exude water but will leave the hands damp. Mortar she"1! be mixed and allowed to stand for 30 to 45 minutes before use with rerr.xing performed immediately prior to use. Mortar shall be thoroughly tamped in place in thin layers using a hammer and hardwood block. Holes passing entirely through walls shall be completely filled from the inside face by forcing mortar through to the outside face. All holes shall be packed full. Damp-pack repairs shall be moistened for at least 72 hours. 19.2. SURFACE APPLICATION OF MORTAR REPAIR. After concrete removal, the surface shall be thoroughly cleaned. Surfaces shall be kept continually saturated for at least 24 hours immediately before placing mortar and shall be damp but not wet at the time of commencing mortar placement. The Contractor, at his option, may use either hand-placed mortar or gun-placed mortar. If hand-placed mortar is used, the edges of the cut shall be perpendicular to the surface of the concrete. The prepared area shall be dampened and brush-coated with a thin coat of neat cement grout. The repair shall then be made using a stiff mortar, preshrunk by allowing the mixed mortar to stand for 30 to 45 minutes and then remixed, thoroughly tamped into place in thin layers. If gun-placed mortar is used, the gun shall be a small, compressed air-operated gun to which the mortar is slowly hand fed and which applies the mortar to the surface as a high-pressure stream. The mortar used shall be the same mortar as specified for damp-pack mortar repair. If gun-placed mortar is used, the edges of the cut shall be beveled toward the center at a slope of 1:1. All surface applied mortar repairs shall be moist cured for at least 7 days. Moist curing shall consist of several layers of saturated burlap applied to the surface immediately after placement is complete and covered with polyethylene sheeting, all held closely in place by a sheet of plywood or similar material rigidly braced against it. Burlap shall be kept continually wet. 20. FLOOR SLABS-ON-GRADE. Not used. 21. FINISHING CONCRETE SLABS. In cold weather, the air temperature in areas where concrete is being finished shall not be less than 50 degrees F. In hot windy weather, a covering or windbreaks shall be provided as necessary to prevent premature setting and drying of the surface. The dusting of surfaces with dry materials or the addition of water during finishing will not be permitted. Finished surfaces shall be plane, with no deviation greater than 1/8 inch when tested with a 10-foot straightedge. Surfaces shall be pitched as indicated on Drawings. 21.1. SLAB SURFACE PREPARATION. Immediately after consolidation, slabs shall be screeded with straight edges to bring the surface to the required finish level with no coarse aggregate visible. The screeding shall be followed immediately by darbying or bull floating before bleeding water is present, to bring the surface to a true, even plane. After the concrete has stiffened so that it will withstand a man's weight without imprint and the water sheen has disappeared, it shall be wood floated to a true, even plane with no coarse aggregate visible. Sufficient pressure shall be used on the wood floats to bring moisture to the surface on the slab.

0285-33-2/CD 03300-16 22. CURING AND PROTECTION. 22.1. GENERAL. All concrete shall be cured by one of the methods Specified below for the period of time given below: Type II or IP 7 days Immediately after placement, concrete shall be maintained in a moist condition and shall be protected from premature drying, extremes in temperatures, rapid temperature change, mechanical injury and injury from rain and flowing water. All materials and equipment needed for adequate curing and protection shall be available and at the placement prior to placing concrete. No fire or excessive heat shall be permitted near or in direct contact with the concrete at any time. All combustion type heaters shall be completely vented to the exterior. Curing shall be accomplished by any of the following methods, or combination thereof, as applicable and as approved. 22.2. MOIST CURING. Concrete to be moist-cured shall be maintained continuously wet for the entire curing period. If water or curing materials used, stains or discolors concrete surfaces which are to be permanently exposed, the concrete surfaces shall be cleaned. When wooden forms are left in place during curing, they shall be kept wet at all times. When steel forms are left in place during the curing period, there shall be a continuous supply of water available at the top of the member to soak down into any crack that appears between the form and the concrete. If the forms are removed before the end of the curing perio.d, curing shall be carried out as on unformed surfaces, using suitable materials. Horizontal surfaces shall be cured by ponding, by covering wi¥th a 2-inch minimum thickness of continuously saturated sand, or by covering with waterproof paper, polyethylene sheet, olyethylene-coated burlap or saturated burlap. 22.3. MEMBRANE CURING. Membrane curing shall not be used on surfaces that are to receive any subsequent treatment depending on adhesion or bonding to the concrete, except a styrene acrylate or chlorinated rubber compound meeting Class B requirements may be used for surfaces which are to be painted or are to receive bituminous roofing or waterproofing, or floors that are to receive adhesive applications of vinyl composition tile. Membrane curing compound shall not be used on surfaces that are maintained at curing temperatures with free steam. The curing compound shall be applied to formed surfaces immediately after the forms are removed and prior to any patching or other surface treatment except the cleaning of loose sand, mortar and debris from the surface. As soon as the bleeding water has disappeared, the surfaces shall be thoroughly moistened with water and the curing compound shall be applied to slab surfaces with the tops of joints being temporarily sealed to prevent entry of the compound and to prevent moisture loss during the curing period. The compound shall be applied in a one-coat continuous operation by mechanical spraying equipment, at a uniform coverage in accordance with the manufacturer's printed instructions. Concrete surfaces which have been subjected to rainfall within 3 hours after curing compound has been applied shall be resprayed by the method at the coverage herein specified. On surfaces permanently exposed to view, the surface shall be shaded from direct rays of the sun for the duration of the curing period. Surfaces coated with curing compound shall be kept free of foot and vehicular traffic, and from other sources of abrasion and contamination during the curing period. 22.4. COLD WEATHER. The air and forms in.contact with concrete shall be aintained at a temperature above 50 degrees F. for the first 3 days and at a

0285-33-2/CD 03300-17

W003876 temperature above 32 degrees F. for the remainder of the specified curing period. 23. SETTING BASE PLATES AND BEARING PLATES. 23.1. GENERAL. After being plumbed and properly positioned, Column base plates, bearing plates for beams and similar structural members, and machinery and equipment base plates shall be set with damp-pack bedding mortar, except where expansive grout is indicated or where the Contractor chooses to substitute expansive grout. The thickness of the mortar or grout shall be approximately 1/24 the width of the plate, but not less than 3/4 inch. Plates shall be set and anchored to the proper line and elevation. Metal wedges, shims, and/or setting nuts shall be used for leveling and plumbing structural members. Concrete and metal surfaces in contact with mortar or grout shall be clean and free of oil and grease. Concrete surfaces shall also be free of laitance and shall be dampened. 23.2. DAMP-PACK BEDDING MORTAR. Damp-pack bedding mortar shall consist of 1 part cement and 2-1/2 parts by weight fine aggregate as specified in paragraph: MATERIALS, with the water content such that a mass of mortar tightly squeezed in the hand will retain its shape but will crumble when disturbed. In no case shall water content exceed 4-1/2 gallons per sack of cement. The space between the top of the concrete and bottom of the bearing plate or base shall be packed with the bedding mortar by tamping or ramming with a bar or rod until it is completely filled. 23.3. NON-SHRINK, NON-METALLIC GROUT. Grout shall be a commercial formulation of proven and satisfactory performance requiring only the addition of water. It shall have minimum 28-day compressive strength of 5000 psi. Literature and test data on the material shall be furnished confirming that a flowable mixture will give a hardened grout with a slight expansion and possessing the other properties needed for the application proposed. Mixing and placing shall conform with the material manufacturer's written recommendations. Forms of wood or other suitable material shall be used to retain the grout. The grout shall ,be placed quickly and continuously, completely filling the space without segregation or bleeding of the mix. 24. FILL CONCRETE. Material and procedures hereinbefore described for normal weight concrete shall also apply to fill concrete except that it-shall be placed without forms or with simple forms, with little or no reinforcing. 25. LIGHTWEIGHT CONCRETE FOR ROOF FILL. Not used. 26. LIGHTWEIGHT INSULATING PORTLAND CEMENT CONCRETE. Not used. 27. LIGHTWEIGHT INSULATING ASPHALTIC CONCRETE. Not used. 28. SETTING BEDS. Not used. 29. PRECAST CONCRETE TRIM. Not used. 30. FILL OVER SHEET LEAD LININGS. Not used.

0285-33-2/CD 0.3300-18 48003877 ZERO ACCIDENTS SECTION 03410 9 PRECAST CONCRETE MANHOLES AND DROP INLETS INDEX 1. APPLICABLE PUBLICATIONS " 6. PRECAST CHANNELS 2. SUBMITTALS 7. ALUMINUM ACCESS DOORS 3. DESIGN 8. MARKING 4. MANHOLE STEPS 9. PRECAST CONCRETE GRADE RINGS 5. FLEXIBLE GASKET CONNECTORS 10. ASSEMBLY HARDWARE PART I - GENERAL 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS ASTM C443 Specifications for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets ASTM C478 Specifications for Precast Reinforced Concrete Manhole Sections ASTM C923 Specifications for Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipe 1.2. MARYLAND STATE HIGHWAY ADMINISTRATION (MSHA) Book of Standards for Highway and Incidental Structures SUBMITTALS. 2.1. CATEGORY I. NOT USED. 2.2. CATEGORY II. Shop drawing of each manhole, manhole section, floor slab, or top slab shall be submitted for approval. All details of construction, including reinforcement size and location, concrete strength, and joint details, shall be shown on the drawings. Drawings shall be stamped by a registered professional engineer and accompanied by appropriate design calculations. PART II - PRODUCT 3. DESIGN. Precast concrete manholes or drop inlets shall meet requirements of ASTM C478 with configurations as shown on the drawings and with joints meeting requirements of ASTM C443. Sections shall be furnished in lengths of 1 foot minimum. 4. MANHOLE STEPS. Manholes shall be furnished with manhole steps manufactured, and of the type and spacing, specified in MSHA 383.91. 5. FLEXIBLE GASKET CONNECTORS. Flexible gasket connectors for connecting pipes to manholes or drop inlets shall meet requirements of ASTM C923. In addition to the mechanical devices specified in C923, stainless steel Type 304 may be used. 6. PRECAST CHANNELS. Precast channels/benches in manholes shall have a minimum 28-day compressive strength of 4,000 psi using Type II portland cement. The

0285-33-2/CD 03410-1

48003878 minimum channel lining for precast channel/bench shall be 4 inches. The bench shall be sloped toward the channel a maximum of 1 inch vertical drop of each foot horizontal. The channels shall be sloped smoothly and uniformly from the incoming pipe(s) to the outlet pipe. The channel width and height shall match the inside diameters of the incoming and outgoing pipes and be blended to a smooth contour. Top surface of the bench shall have a brush finish and the channels a troweled smooth surface. Once the channel/bench has been poured and the initial set of the concrete taken place, no additional concrete shall be added to modify the shape or repair defects. The precast channel/bench shall provide access for jointing pipes to the flexible manhole connectors. Deviations to the channel width above the spring line of the pipe and at the flexible connectors will be permitted for this purpose as approved by the Contracting Officer. 7. ALUMINUM ACCESS DOORS. Aluminum access doors, if precast into top slabs, shall be as specified in SECTION: MISCELLANEOUS METALS. 8. MARKING. Each manhole shall be clearly marked on the inside near the top with the following information where applicable. ASTM specification designation, manhole setting number, date of manufacture, and name or trademark or manufacturer. Additionally, manhole sections with flexible connectors shall be marked above connector openings with connector type and size, and type of pipe for which the connector is designed. 9. PRECAST CONCRETE GRADE RINGS. Precast concrete grade rings if required shall meet requirements of ASTM C478 except the minimum strength of the concrete shall be 5,000 psi using Type II cement and configurations as shown on applicable Standard Details. Rings shall be drilled with holes 1.5 to 2-inch diameter to accommodate frame anchor bolts. Grade rings with cracks or fractures passing through the height of the ring and any continuous crack extending for a length of 3 inches or more will be rejected. Rings with damaged edges where the damage will prevent making a satisfactory joint will be rejected. Planes of the surfaces of the ring shall be within the limits of plus or minus 0.24 inch of horizontal and vertical. 10. ASSEMBLY HARDWARE. Assembly hardware shall be provided to lift and place each manhole section, floor, or top slab.

0285-33-2/CD 03410-2 48003079 June 1987 t ZERO ACCIDENTS SECTION 05500 MISCELLANEOUS METAL INDEX 1. APPLICABLE PUBLICATIONS 2. GENERAL ...... 3. MATERIALS 4. SUBMITTALS 5. NOT USED 6. WORKMANSHIP 7. QUALIFICATION OF WELDERS 8. ANCHORAGE • 9. HANDRAILS __ .. , ; . . . . 10. MISCELLANEOUS PLATES AND SHAPES 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. 1.1. FEDERAL SPECIFICATIONS. FF-W-84a Washers, Lock (Spring) & Am-3 QQ-A-200/9D Aluminum Alloy 6063 Bar, Rod, Shapes, Tube and Wire, Extruded QQ-F-461c Floor Plate, Steel, Rolled & Am-1 QQ-S-763E Steel Bars, Wire, Shapes, and Forgings, - Corrosion-Resisting QQ-S-766c Steel Plates, Sheets, and Strip - & Int Am-6 Corrosion Resisting RR-G-661D Grating, Metal, Bar Type (Floor, Except for Naval Vessels) RR-G-1602B Grating, Metal, Other Than Bar Type (Floor, Except for Naval Vessels) 1.2. MILITARY SPECIFICATIONS. 1.3. THE ALUMINUM ASSOCIATION PUBLICATIONS. Designation System for Aluminum Finishes (7th Edition, Sep 1980) Standards for Anodized Architectural Aluminum (5th Edition, Oct 1978) 1,4. AMERICAN INSURANCE ASSOCIATION (AIA) PUBLICATION. National Building Code (1976; Amendments Dec 1977) 1.5. AMERICAN NATIONAL STANDARDS INSTITUTE, INC. (ANSI) STANDARD. 1.6. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS. A 36-84a Structural Steel A 53-86 Pipe, Steel, Black and .Hot-Dipped, Zinc- Coated, Welded and Seamless A 123-84 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

0285-33-2/CD 055QO-1 4^003880 A 386-78 Zinc Coating (Hot-Dip) on Assembled Steel Products A 475-78 Zinc Coated Steel Wire Strand (R 1984) t A 525-86 General Requirements for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process, General Requirements 1.7. AMERICAN WELDING SOCIETY (AWS) STANDARD. Dl.1-86 Structural Welding Code - Steel 1.8. NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) STANDARDS. 1.9. UNDERWRITERS' LABORATORIES, INC. (UL) PUBLICATIONS. 1.10. WOVEN WIRE PRODUCTS ASSOCIATION (WWPA) PUBLICATION. Woven Wire: Protection and Security (1977) 2. GENERAL. The following general requirements shall apply to all miscellaneous metal items unless otherwise noted or specified. 2.1. FABRICATION. The Contractor shall verify all dimensions and shall take necessary field measurements before fabrication. Design and fabrication details of all items shall be such as to provide adequate strength and stiffness. 2.2. SIZES AND GAGE shall be no smaller or lighter than those specified hereinafter, but slightly larger or heavier sizes and gages will generally be acceptable. Gages of materials shall be manufacturers standard gage. 2.3. GALVANIZING. Items specified to be galvanized shall be hot-dip processed after fabrication. Galvanizing shall be in accordance with ASTM A 123, A 386, or A 525, as applicable. 2.4. FASTENERS. All exposed-to-view fasteners shall generally match in color and finish, and shall harmonize with the material to which fasteners are applied. 2.5. COMPLETENESS. Materials, parts, bolts, anchors, supports, braces, and connections necessary for completion of the work shall be provided even though not precisely shown or specified. The necessary rebates, lugs and brackets shall be provided so that the work can be assembled in a neat and rigid manner. 2.6. INSTALLATION. Holes for bolts and screws shall be drilled or neatly punched. Poor matching of holes shall be cause for rejection of the work. Fastenings shall be concealed where practicable. Assembly and installation shall provide ample strength to completed installation. Joints exposed to the weather shall be formed to exclude water. 2.7. CORROSION PROTECTION - DISSIMILAR MATERIALS. Contact surfaces between dissimilar metals and aluminum surfaces in contact with concrete, masonry, pressure-treated wood or absorptive materials subject to wetting, shall unless otherwise specified be given a protective coating conforming to Military Specification MIL-C-18480 or to Fed. Spec. TT-V-51. 3. MATERIALS shall conform to the requirements specified for the particular item; and where these requirements are not specified in detail, the materials shall be suitable for the intended usage of the item. 3.1. ALUMINUM. Unless otherwise specified, aluminum items shall be in standard mill finish. When anodic coatings are specified hereinafter, the coatings shall conform to The Aluminum Association publication Standards for Anodized Architectural Aluminum, with treatment to a coating thickness not less than that specified for protective and decorative type finish in

0285-33-2/CD 05500-2 4H00388I Designation System for Aluminum Finishes. Items to be anodized shall receive a polished-satin-finish pretreatment and a clear-lacquer overcoating conforming to the above-referenced standard...... 3.2. ANCHORS. 3.2.1. Expansion Shields. Fed. Spec. FF-S-325. 3.2.2. Toggle Bolts. Fed. Spec. FF-B-588. 3.3. FASTENERS. 3.3.1. Bolts and Nuts shall be suitable for use intended. 3.3.2. Powder-Driven Fasteners may be used only when approved in writing. 3.3.3. Screws. Fed. Spec. FF-S-85, FF-S-92, and FF-S-111, as best suited for use intended. 3.3.4. Washers. Fed. Spec. FF-W-84 for lock washers. Flat washers shall be suitable for use intended. 4. SUBMITTALS. In accordance with SECTION: SPECIAL CLAUSES, the Contractor shall submit the following: 4.1. CATEGORY I for approval. 4.1.1. Manufacturer's descriptive data as follows: Handrails (Para. 24) . 4.2. CATEGORY II 5. NOT USED. 6. WORKMANSHIP. Miscellaneous metalwork shall be formed to correct shapes and sizes with sharp lines, angles, true curves, and finish all in accordance with approved shop drawings and samples. Drilling and punching shall produce clean true lines and surfaces. All items shall, be accurately set to established lines and elevations and securely fastened in place. , 6.1. WELDING shall be in accordance with AWS Dl.l. Welding shall be continuous along the entire area of contact except where tack welding is permitted. Connections to be exposed after, installation shall be continuous welded. Exposed welds shall be ground smooth. 6.2. EXPOSED SURFACES of work in place shall have a smooth finish, and unless otherwise approved, exposed riveting shall be flush. 6.3. JOINTS where tight fits are required shall be milled to a close fit. Corner joints shall be coped or mitered, well formed, and in true alinement. 7. QUALIFICATION OF WELDERS. Welding to or on structural steel or miscellaneous items of structural steel such as lintels and ladders shall be performed by certified welders qualified in accordance with procedures covered in AWS Dl.l using procedures and materials and equipment of the type required for the work. 8. ANCHORAGE shall be provided where necessary for fastening miscellaneous metal items securely in place. Anchorage not otherwise specified shall include slotted inserts, expansion shields, and powder-driven fasteners when approved for concrete; toggle bolts and through bolts for masonry; machine and carriage bolts for steel; through bolts, lag bolts, and screws for wood. Slotted inserts shall be of types required to engage with the anchors and shall be approved.

0285-33-2/CD 05500-3 ^0038l 9. HANDRAILS. Manufacturer's descriptive data shall be submitted. 9.1. ALUMINUM TUBE RAILINGS shall be shop fabricated of 1-1/2-inch tubing conforming to Fed. Spec. WW-T-700/6. Exposed fittings and fastenings shall be cast or extruded aluminum except where corrosion-resisting steel is employed as a standard fabricator's item for use. Rail joints shall be finished flush and shall occur only at supports. Fittings and brackets shall be designed for concealed pin fastenings or welding. Railings shall be anodized satin finish. Necessary anchors shall be provided as required for a rigid installation. 9.2. Installation 9.2.1. In Concrete. Rails shall be installed by means of steel pipe sleeve inserts set and anchored in the concrete as indicated. Posts shall be inserted into the steel pipe sleeves, leveled, plumbed, and aligned. The annular space between pipe posts and pipe sleeve inserts shall be filled solid with molten lead or sulphur or a quick-setting hydraulic cement. Anchorage joint shall be covered with pipe collar pinned to post. Ends of rails shall be secured by means of standard steel pipe flange anchored to concrete walls by expansion shields and bolts. Embedded aluminum railing portions shall be coated for corrosion protection in accordance with PARAGRAPH: CORROSION PROTECTION. 10. MISCELLANEOUS PLATES AND SHAPES for items that do not form a part of the structural steel framework, such as sill angles, trash rack, and frames, shall be provided to complete the work. Miscellaneous plates and shapes shall conform to ASTM A 36.

0285-33-2/CD 05500-4 5R003883 January 1990 ZERO ACCIDENTS SECTION 16402 ELECTRICAL-DISTRIBUTION AND (STREET-) LIGHTING SYSTEM; UNDERGROUND INDEX 1. APPLICABLE PUBLICATIONS 11. TRANSFORMER STATIONS 2. GENERAL REQUIREMENTS 12. LIGHTING 3. SUBMITTALS 13. MISCELLANEOUS EQUIPMENT 4. MATERIALS AND COMPONENTS 14. CONNECTIONS BETWEEN MEDIUM- 5. GENERAL INSTALLATION REQUIREMENTS VOLTAGE AERIAL AND UNDER- 6. CABLES, GENERAL REQUIREMENTS GROUND SYSTEMS 7. MEDIUM-VOLTAGE CABLES 15. GROUNDING 8. LOW-VOLTAGE CABLES 16. TESTS 9. DUCT LINES 17. SPARE PARTS 10.. MANHOLES . * NOT USED

Attachments: Std. Dwg. 40-06-17, Sheet 70. Std. Dwg. 40-06-04, Sheet 52. 1. APPLICABLE PUBLICATIONS. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1. FEDERAL SPECIFICATIONS (Fed. Spec.). HH-I-595C Insulation Tape, Electrical, Pressure-Sensitive Adhesive, Plastic L-C-530C Coating, Pipe, Thermoplastic Resin L-P-1035A Plastic, Molding Material, Vinyl Chloride Polymer and Vinyl Chloride-Vinyl Acetate Copolymer Rigid L-T-1512A Tape, Pressure Sensitive Adhesive, Pipe Wrapping 1.2. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) SPECIFICATIONS. HB-13 Standard Specifications for Highway Bridges "(1983), 13th Ed.,'Interim Specifications Bridges 1984) LTS-1 Structural Supports for Highway Signs, Luminaries, and Traffic Signals (1975, 1st Ed.; with Revisions Contained in HB-12 Interim Specs 1978 & 1979) 1.3. AMERICAN NATIONAL STANDARDS INSTITUTE, INC. (ANSI) STANDARDS. C2-1987 National. Electrical Safety Code (IEEE) Discharge Lamps C78.380-1984 Method for the Designation of High-Intensity

0285-32-2/CD 16402-1 ~ ; 48003881* Discharge Lamps C80.1-1983 Rigid Steel Conduit-Zinc Coated C80.4-1963 Fittings for Rigid Metal Conduit and (R 1974) Electrical Metallic Tubing C82.4-1985 Ballasts for High-Intensity Discharge and Low-Pressure Sodium Lamps (Multiple-Supply Type) C119.1-1984 Sealed Insulated Underground Connector Systems Rated 600 Volts C135.30-1979 Galvanized Ferrous Ground Rods for Overhead or Underground Line Construction C136.3-1984 Luminaire Attachments C136.6-1984 For Roadway Lighting Equipment - Metal Heads and Reflector Assemblies, Mechanical Optical Interchangeability C136.9-1984 For Roadway Lighting Equipment - Socket Supports for Use in Metal Heads, Mechanical Interchangeability C136.10-1979 Physical and Electrical Interchangeability of Photocontrol Devices, Plugs, and Mating Receptacles Used in Roadway Lighting Equipment C136.11-1979 Multiple Sockets Used in Roadway Lighting Equipment C136.14-1980 Enclosed Side-Mounted Luminaries for Horizontal-Burning High-Intensity Discharge C136.15-1980 Field Identification of High-Intensity- Discharge and Low-Pressure Sodium Lamps in Luminaries Used in Roadway Lighting Equipment Z35.1-1972 Accident Prevention Signs 1.4. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS. A 36-87 Structural Steel A 48-83 Gray Iron Castings A 123-84 Zinc (Hot-Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars, and Strip A 153-86 Zinc Coating (Hot-Dip) on Iron and Steel (R 1987) Hardware B 8-86 Concentric-Lay-Stranded Copper Conductors, Hard, Medium-Hard, or Soft 1.5. AMERICAN WATER WORKS ASSOCIATION (AWWA) STANDARD. Not Used. 1.6. AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA) STANDARDS. Not Used. 1.7. ASSOCIATION OF EDISON ILLUMINATING COMPANIES (AEIC) PUBLICATIONS. Not Used. 1.8. FACTORY MUTUAL SYSTEM (FM) PUBLICATION. Approval Guide - A Guide to Equipment, Materials, & Services (1986 with Quarterly Supplements) 1.9. ILLUMINATION ENGINEERING SOCIETY (IES) RECOMMENDED PRACTICE. RP-8-1983 Roadway Lighting 1.10. INSTITUTE OF ELECTRICAL AND ELECTRONICS ENGINEERS (IEEE) STANDARDS. Not Used.

16402-2 1.11. NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA) STANDARDS. AB 1-1986 Molded Case Circuit Breakers FB 1-1983 Fittings, Cast Metal Boxes, and Conduit (R 1984) Bodies for Conduit and Cable Assemblies ICS 1-1978 General Standards^for Industrial control Incl Rev 1 and Systems thru 4 (R 1983) ICS 2-1983 Industrial Control Devices, Controllers Incl Rev 1 - and Assemblies Jan-1984 ICS 6-1978 . Enclosures for Industrial Controls and Incl Rev 1 Systems (R 1983) LA 1-1986 Surge Arrestors RN 1-1986 Polyvinyl -Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit and Intermediate Metal Conduit TC 2-1978 Electrical Plastic'Tubing (EPT) and Conduit (EPC-40 and EPC-80) TC 6-1983 PVC and ABS Plastic Utilities Duct for Underground Installation WC 7-1982 Cross-Linked-Thermosetting-Polyethylene- Incl Rev 1 Insulated Wire and Cable for the thru 4 Transmission and Distribution of Electrical Energy WC 8-1976 Ethyl ene-Propylene-Rubber- Insulated Wire (R 1982) and Cable for the Transmission and Incl Rev 1 Distribution of Electrical Energy thru 8 1.12, NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) PUBLICATION. No. 70-1987 National Electrical Code . 1.13. UNDERWRITERS' LABORATORIES, INC. (UL) PUBLICATIONS. Electrical Construction Materials Directory (May 1986 with Quarterly Supplements) UL 6 Rigid Metal Conduit (Oct 23, 1981, 9th Ed.; Rev Oct 10, 1983;, Errata Aug 29, 1986) UL 467 Grounding and Bonding Equipment (Nov 22, 1984, 6th Ed.; Rev thru Apr 30, 1985) UL 486A ' Wire Connectors and Soldering Lugs for Use with Copper Conductors (Nov 24, 1980, 7th Ed.; Rev thru Feb 19, 1987) UL 514A l Metallic Outlet Boxes (Dec 1, 1983, 7th Ed. Rev thru Oct 27, 1987) UL 651 Schedule 40 and 80, Rigid PVC Conduit (May 8, 1981, 4th Ed.; Rev thru Jun 24, 1985) -UL 651A Type EB and A Rigid PVC Conduit and HOPE Conduit (May 11, 1981, 1st Ed.; Rev. Dec 1, 1981) UL 1242 Intermediate Metal Conduit (Oct 10, 1983, 1st Ed.; Rev thru Apr 10, 1986)

16402-3 2. GENERAL. Items of the same classification shall be identical including equipment, assemblies, parts, and components. ' 2.1. CODE COMPLIANCE. The installation shall comply with the requirements and recommendations of NFPA No. 70 and ANSI C2. 2.2. STANDARD PRODUCT. Material and equipment shall be a standard product of a manufacturer regularly engaged in the manufacture of the product and shall essentially duplicate items that have been in satisfactory use for at least 2 years prior to bid opening. 2.3. NAMEPLATES. Each major component of equipment shall have as a minimum the manufacturer's name, address, and catalog or style number on a nameplate securely attached to the item of equipment. Nameplates for individual items of electrical equipment shall be as specified in referenced publications and shall be provided on each item of equipment. 2.4. PREVENTION OF CORROSION. 2.4.1. Metallic Materials shall be protected against corrosion as specified. Aluminum shall not be used in contact with earth or concrete. Where aluminum conductors are connected to dissimilar metal, fittings conforming to UL 486B shall be used. 2.4.2. Ferrous Metal Hardware shall be hot-dip galvanized in accordance with ASTM A 153 and A 123. 2.4.3. Luminaries fabricated from ferrous metals, unless hot-dip galvanized or of porcelain enamel finish, shall be factory finished with a weather-resistant finish that will withstand 200 hours exposure to the salt spray test specified in ASTM B 117. Finish color shall be the manufacturer's . standard, unless otherwise indicated. 2.4.4. Steel Conduit. Conduits installed underground or under slabs on grade shall be field-wrapped with 0.010-inch-thick pressure-sensitive plastic tape applied with a 50-percent overlap, or shall have a factory- applied plastic epoxy resin or coal-tar coating system. Zinc coating may be omitted from steel conduit which has a factory-applied epoxy-resin coating system. 2.5. VERIFICATION OF DIMENSIONS. The Contractor shall become familiar with details of the work, shall verify dimensions in the field, and shall advise the Contracting Officer of any discrepancy before performing any work. 2.6. Treatment Plant Services. The treatment plant services consist of a 480V electric service and a telephone line service. The Contractor shall install wiring for the access road luminaries from an existing treatment plant circuit for street lighting to an existing pullbox and to each luminaire as specified and shown on the Drawings. 3. SUBMITTALS. 3.1. SUBMITTAL PROCEDURES. Data shall be submitted in accordance with the overall requirements detailed in the SECTION: SPECIAL CLAUSES and the specific requirements of this section. Documents shall consist of a complete list of equipment and materials, manufacturer's descriptive and technical literature, brochures, catalog cuts, performance data, diagrams, and oth< •- material as indicated in subsequent paragraphs and SECTION: SPECIAL CL' IS. As a minimum, the following must be submitted: 3.1.1. Category I. Drawings and data on the following components: Separable Connectors (Para. 6.2.4) Lighting Controls and Accessories (Para. 4.13.2, 12.4)

16402-4 ^8003887 3.2. PROOF OF COMPLIANCE. Where materials or equipment are specified to conform to the standards or publications, and requirements of AASHTO, ANSI, ASTM, AWWA, AEIC, FM, IEEE, IES, NEMA, NFPA, or UL, the Contractor shall submit proof that the items furnished under this section of the specifications conform to such requirements. The label of, or listing in the Electrical Construction Materials Directory of UL or listing in the Approval Guide of FM or the manufacturer's certification or published catalog specification data statement that the items comply with applicable specifications, standards ' publications and with the manufacturer's standards will be acceptable evidence of such compliance. 3.3. LIST OF EQUIPMENT AND MATERIALS. A complete itemized listing of equipment and materials proposed for incorporation into the work shall be submitted. Each such itemization shall include an item number, the quantity of items proposed, and the name of the manufacturer of each such item. 3.4. MANUFACTURER'S CERTIFICATIONS. 3.4.1. Certificates of Compliance. Certificates shall be prepared by the manufacturer when the manufacturer's published, data or drawings do not indicate conformance with other requirements of these specifications. 3.4.2. Certified Factory Test Reports. Certified factory test reports shall be submitted when manufacturer performs routine tests normally •performed by the manufacturer, including tests required by standards listed in paragraph APPLICABLE PUBLICATIONS. 3.5. CONTRACTOR'S DATA. The Contractor shall submit the following types of data as indicated. 3.5.1. Certifications. Certifications shall be submitted when ^specified or required, including Certified Factory and Field Test Reports and ertificates of Compliance submitted in lieu of other proofs of compliance ^ with these contract provisions. 3.5.2. Certified Field Test Reports. Field test reports shall be written and certified by the Contractor to the Contracting Officer. Field tests shall include cable, operational, and resistance-to-ground tests. 3.6. SUPPLEMENTARY CONTRACTOR'S DRAWINGS. If the submittal data required above is not sufficient to demonstrate compliance with applicable contract requirements, the Contractor shall prepare and submit additional drawings as required to supplement the contract drawings, manufacturer's data and drawings, and Contractor's data. Drawings shall be dimensioned or scaled to show the relative arrangement and mounting details of the equipment or equipment assemblies. 4. MATERIALS AND COMPONENTS. Materials and equipment shall conform to the following requirements: 4.1. CABLES. Cables shall be of annealed copper. Cables may be single-conductor type if not otherwise indicated. 4.1.1. Grounding Cables. Grounding cables shall be bare, except where installed in conduit with associated phase conductors. Insulated cable shall be of the same material, green color-coded, and shall be insulated to match associated phase conductors, except that cable need be rated no more than 600 volt. Bare cables shall be ASTM B 8 soft-drawn unless otherwise indicated; aluminum is not acceptable. 4.2. CABLE JOINTS, TERMINATIONS, AND CONNECTORS. Not Used. 4.3. CAST IRON. ASTM A 48, Class SOB, minimum.

16402-5 4.4. CONCRETE. Concrete shall be 3000 psi at 28 days specified in SECTION: CONCRETE FOR BUILDING CONSTRUCTION. Duct liner shall be of monolithic construction. Where a connection is made to an existing duct line, the concrete encasement shall be well bonded or doweled to the existing encasement. 4.5. CONDUIT AND FITTINGS, STEEL. 4.5.1. Conduit, Intermediate Metal. UL 1242. 4.5.2. Conduit Outlets and Fittings. ANSI C80.4 NEMA FB 1, and UL 514A. 4.6. CONDUIT COATINGS. 4.6.1. Plastic. Fed. Spec. L-C-530, type I or L-P-1035; composition, type, class and grade suitable for the purpose, thickness as required for the type I system of Fed. Spec. L-C-530 or NEMA Standard RN 1, type A-40. 4.6.2. Epoxy System. Fed. Spec. L-C-530, type II. 4.6.3. Coal-Tar System. Primer and enamel conforming to AWWA C203. The thickness of the dry coating system shall not be less than 1/16 inch at any point. 4.6.4. Pipe-Wrapping Plastic Tape. Fed. Spec. L-T-1512, type I. 4.7. DUCT AND CONDUIT CAULKING COMPOUND. Compounds for sealing ducts and conduit shall have a putty-like consistency workable with the hands at temperatures as low as 35 degrees F., shall not slump at a temperature of 300 degrees F., and shall not harden materially when exposed to the air. Compounds shall readily calk or adhere to clean surfaces to asbestos-cement, fiber, or plastic ducts; metallic conduits or conduit coatings; concrete, masonry, or lead; any cable sheaths, jackets, covers, or insulation materials; and the common metals. Compounds shall form a seal without dissolving, noticeably changing characteristics, or removing any of the ingredients. Compounds shall have no injurious effect upon the hands of workmen or upon materials. 4.8. DUCT AND FITTINGS, NONMETALLIC TYPE FOR INSTALLATION UNDERGROUND. Wall thicknesses and fittings shall be suitable for the application. Ducts shall be single, round-bore type. Ducts shall be of the same material when used for applications requiring the same type of wall thickness. • 4.8.1. Plastic. Concrete encased applications: duct smaller than 2 inches - NEMA TC 2, Type EPT-PVC, and UL 651A, Type A-PVC; duct 2 inches and larger - NEMA TC 6, Type EB (Type I). Conduit fittings shall conform to the applicable NEMA standards, except that where NEMA standards for conduit fittings do not exist for the type of plastic installed, fittings shall be as recommended by the conduit manufacturer. 4.9. ELECTRICAL ENCLOSURES. Not Used. 4.10. GROUNDING AND BONDING. Equipment, UL 467. Wire, ASTM B 8, soft- drawn copper. 4.11. LAMPS AND BALLASTS. Not Used. 4.12. LUMINAIRE COMPONENTS, ROADWAY LIGHTING. (Supplied by USACE) 4.12.1. Luminaries. Attachments, ANSI C136.3. Classification, ANSI C136.2. Field identification marking, ANSI C136.15. Interchangeability, ANSI C136.6 for metal heads and reflectors, ANSI C136.9 for sockets. Luminaries, side-mounted, ANSI C136.14. Sockets, ANSI C136.ll. 4.12.2. Photo-Control Devices. ANSI C136.10. Submittals shall include control diagrams. 4.12.3. Metal Brackets. ANSI C136.13 for use on wood poles. 4.13. LUMINARIES, FLOODLIGHTING. Not Used.

16402-6 AR003889 4.14. MAGNETIC CONTACTORS. Not Used. 4.15. NAMEPLATES. Nameplates shall be made of corrosion-resistant metal 'with not less than 1/4-inch tall raised or engraved characters. The nameplate shall be mounted on the front of the enclosure. 4.16. PADLOCKS. Not Used. 4.17. POLES. . . •_. .,; :-.... 4.17.1. Metal. Poles shall be aluminum or galvanized steel. (Supplied by USAGE) 5. GENERAL INSTALLATION REQUIREMENTS. Except as covered herein, excavation, trenching, and backfilling shall conform to the requirements of SECTION: EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS. Concrete work shall conform to the requirements of SECTION: CONCRETE FOR BUILDING CONSTRUCTION. 6. CABLES, GENERAL REQUIREMENTS. The type of installation, sizes, and number of cables shall be as indicated. Conductors shall be stranded. Each circuit shall be identified by means of fiber, laminated plastic, or nonferrous-metal tags, or approved equal, in each manhole, each ha'ndhole, each junction box, and at each terminal. Loads shall be divided as evenly as practicable on the various phases of the system. Manufacturer's written recommendations shall be furnished for each type of splice and shall be approved before any work is done. 6.1. DIRECT-BURIAL INSTALLATION. Cables shall be buried directly in the earth as indicated. Minimum cover from the top of a cable to finished grade shall be not less than the depth of the frost line (approximately feet). 6.1.1. Trenching. Trenches for direct-burial cables shall be excavated to depths required to provide the minimum necessary cable over. Bottoms of trenches shall be smooth and free of stones and sharp objects. Where bottoms of trenches comprise materials other than sand or stone-free earth, 3-inch layers of sand or stone-free earth shall be laid first and compacted to approximate densities of surrounding firm soil. 6.1.2. Cable Installation. Cables shall be unreeled along the sides of or .in trenches and carefully placed on sand or earth bottoms. Pulling of cables into direct-burial trenches from a fixed reel position will not be permitted, except as required to pull cables through conduits under paving or railroad tracks. Where cables cross, a separation of at least 3 inches shall be provided, unless each cable circuit is protected by a nonmetallic conduit sleeve at the crossing. Where single-conductor cable is installed, all three phases and the neutral shall be installed in the same sleeve. Bend radius of any cable shall be not less than 10 times the diameter of the cable. In no case shall cables be left under longitudinal tension. The first 4-inch layer of backfill shall be of sand or stone-free earth. Place a metallic backed warning tape over cable, per paragraph: MARKING TAPE. 6.1.3. Other Requirements. Where direct-burial cables cross under roads or other paving exceeding 5 feet in width, such cables shall be installed in concrete-encased ducts. Ducts shall extend at least 3 feet beyond each edge of any paving. Cables may be pulled into conduit from a fixed reel where suitable rollers are provided in the trench. Direct-burial cables shall be centered in duct entrances. A suitable waterproof ^nonhardening mastic compound shall be used to facilitate such centering. If •:aving or railroad tracks are in place where cables are to be installed,

16402-7 coated rigid steel conduits driven under the paving or railroad tracks may be used in lieu of concrete-encased ducts. Damage to conduit coatings shall be prevented by providing ferrous pipe jackets or by suitable predrilling. Where cuts are made in any paving, the paving and subbase shall be restored to their original condition. All cables required to pass vertically through grade, or at pole bases, shall be installed within conduit. All conduit installed outdoors shall be Type IMC. 6.1.4. Markers. Markers shall be located near the ends of cable runs, at each cable joint or splice, at approximately every 500 feet along cable runs, and at changes in direction of cable runs. Markers shall be constructed as indicated. 6.2. CONNECTION TO BUILDINGS. Cables shall be extended into the existing manhole and shall be spliced to the existing roadway circuit conductors. Interfacing with building interior conduit systems shall be at the existing manhole. 7. MEDIUM-VOLTAGE CABLES. Not Used. 8. LOW-VOLTAGE CABLES. Cable shall be rated 600 volts. Other parts of cable systems such as splices and terminations shall be rated at not less than 600 volts. Splices in wires No. 10 AWG and smaller shall be made with an insulated, solderless, pressure type connector, Type I, Class 1, Grade B, Style G, or Type II, Class 1 of Fed. Spec. W-S-610 and conforming to the applicable requirements of UL 486A. Splices in wires No. 8 AWG and larger shall be made with noninsulated, solderless, pressure type connector, Type II, Class 2 of Fed. Spec. W-S-610, conforming to the applicable requirements of UL 486A and UL 486B. They shall then be covered with an insulation and jacket material equivalent to the conductor insulation and jacket. All splices below grade or in wet locations shall be sealed.type conforming to ANSI C119.1 or shall be waterproofed by a sealant filled, thick wall, heat shrinkable, thermosetting tubing or by pouring a thermosetting resin into a mold that surrounds the joined conductors. 9. DUCT LINES. Duct lines shall be concrete-encased, thin-wall type. Duct lines shall be nonencased direct-burial, thick-wall type. Duct lines shall be run for direct burial cables at the road crossings. Crossings shall be installed in conformance with Section 6.2.3. 9.1. REQUIREMENTS. Numbers and sizes of ducts shall be as indicated. Duct lines shall be laid with a minimum slope of 4 inches per 100 feet. 9.2. TREATMENT. Ducts shall be kept clean of concrete, dirt, or foreign substances during construction. Field cuts requiring tapers shall be made with proper tools and match factory tapers. After a duct line is completed, a standard flexible mandrel shall be used for cleaning followed by a brush with stiff bristles. Mandrels shall be at least 12 inches long and have diameters 1/4 inch less than the inside diameter of the duct being cleaned. Pneumatic rodding may be used to draw in lead wires. A coupling recommended by the duct manufacturer shall be used whenever an existing duct is connected to a duct of different material or shape. Ducts shall be stored to avoid warping and deterioration with ends sufficiently plugged to prevent entry of any water or solid substances. Ducts shall be thoroughly cleaned before being laid. Plastic ducts shall be stored on a flat surface and protected from the direct rays of the sun.

16402-8 AR00389I 9.3. CONCRETE ENCASEMENT. Each single duct shall be completely encased n concrete with a minimum of 3 inches of concrete around each duct, except hat only 2 inches of concrete are required between adjacent electric power or adjacent communication ducts and 4 inches of concrete shall be provided between adjacent electric power and communication ducts. Duct line encasements shall be monolithic construction. At any point tops of concrete encasements shall be not less than 18 inches below finished grade or paving. Separators or spacing blocks shall be made of steel, concrete, plastic, or a combination of these materials placed not further apart than 4 feet on centers. Ducts shall be securely anchored to prevent movement during the placement of concrete and joints shall be staggered at least 6 inches vertically. 9.4. NONENCASED DIRECT-BURIAL. Not Used. 9.5. INSTALLATION OF COUPLINGS. Joints in each type of duct shall be made up in accordance with the manufacturer's recommendations for the particular type of duct and coupling selected and as approved. In the absence of specific recommendations, various types of duct joint couplings.shall be made watertight as specified. 9.5.1. Plastic Duct. Duct joints shall be made by brushing a plastic solvent cement on insides of plastic coupling fittings and on outsides of duct ends. Each duct and fitting shall then be slipped together with a quick one-quarter-turn twist to set the joint tightly. 10. MANHOLES. Not Used. 11. TRANSFORMER STATIONS. Not Used. LIGHTING. ft 12.1. FLOODLIGHTS. Not Used. 12.2. ROADWAY LIGHTING LUMINARIES. (Supplied by USAGE) 12.3. POLES. (Supplied by USAGE) 12.3.1. Brackets. (Supplied by USAGE). 12.3.2. Aluminum Poles. (Supplied by USAGE). 12.3.3. Pole Setting (Metal and Concrete Poles). Poles shall be mounted on cast-in-place or .power-installed screw foundations. Where indicated, concrete poles shall be embedded in accordance with the details shown. Conduit ells shall be provided for cable entrances into pole interiors. 12.3.3.1. Cast-In-Place Foundations. Concrete foundations, sized as indicated, shall have anchor bolts accurately set in foundations using templates supplied by the pole manufacturer,. After the concrete has cured, pole anchor bases shall be set on foundations and leveled by shimming between anchor bases and foundations or by setting anchor bases on leveling nuts and grouting. Poles shall be set plumb. Anchor bolts shall be the manufacturers' standard, and not less than necessary to meet the pole wind loading specified herein and other design requirements. A channel of 1-inch square or 1-inch radius cross section shall be provided in the top of each pole base, or grout, to allow moisture drainage off the metal pole. 12.3.3.2. Power-Installed Screw Foundations. Power- installed screw foundations having the required strength and mounting-bolt, top plate dimensions may be utilized. Screw foundations shall be of at least 1/4-inch thick structural steel conforming to ASTM A 36 and hot-dip galvanized n accordance with ASTM A 123. Conduit slots in screw foundation shafts shall e approximately 18 inches below topes of shafts on opposite sides and top

16402-9 plates shall be marked to indicate orientation. Design calculations indicating adequate strength shall be approved before installation of nay screw foundation is permitted. t 13. MISCELLANEOUS EQUIPMENT. 13.1. CONCRETE PULLBOXES. Concrete pull boxes shall consist of precast reinforced concrete boxes, extensions, bases, and covers. Concrete reinforcing shall be that which is regularly used in the standard products of the manufacturer. Pullbox tops shall be flush with sidewalks or curbs or placed 1/2-inch above surrounding grades when remote from curbed roadways or sidewalks. Covers shall be marked low-voltage and provided with two lifting eyes and two hold-down bolts. Each box shall have a suitable opening for a ground rod. Conduit, cable, ground rod entrances, and unused openings shall be sealed with mortar. 13.2. CABLE MARKERS. Markers shall be placed approximately 2 feet to the right of the cable run when facing the longitudinal axis of the run and in the direction of the electrical load. Markers shall be made of concrete 6- inch square or round section by 2 feet long. The top edges' of the marker shall have a 1/2-inch chamfer all around. The letter "C" (for cable runs) with two arrows shall be impressed or cast on top of the marker. One arrow shall be located below the letter and shall point toward the ducts. The second arrow shall be located adjacent to the letter and shall point in a direction parallel to the cable. The letter and the arrow adjacent to it shall each be approximately 3 inches long. The arrow under the letter shall be approximately 2 inches long. The letter and arrows shall be V shaped and shall have a width of stroke at least 1/4 inch at the top, and depth of 1/4 inch. The top of the markers shall be flush in paved areas and shall protrude not more than 2 inches above finished grade in unpaved areas. Where the cable run changes direction, the arrow located adjacent to the letter shall be cast or impressed with an angle in the arrow approximately the same as the angular change of the run. 14. CONNECTIONS BETWEEN MEDIUM-VOLTAGE AERIAL AND UNDERGROUND SYSTEMS. Not Used. 15. GROUNDING. Metallic conduits, junction boxes, poles, fencing enclosing electrical equipment, and other noncurrent-carrying metallic parts of equipment shall be grounded. 15.1. GENERAL REQUIREMENTS. A resistance of not greater than 25 ohms shall be provided, unless otherwise specified. Ground resistances shall be measured in normally dry conditions not less than 48 hours after rainfall. Resistances of systems requiring separate ground rods, rather than a counterpoise, shall be measured separately before bonding below grade. The combined ground resistance of separate systems bonded together below grade may be used to meet the specified ground resistance, but the minimum number of rods indicated must still be provided. 15.1.1. Ground Rods. Ground rods shall be as described on the plans; if no designation is provided, they shall be copper-clad steel, and shall be not less than 3/4 inch in diameter by 8 feet in length. Unless otherwise indicated, ground rods shall be driven into the ground until tops of rods are approximately 1 foot below finished grade. In counterpoise systems, tops of ground rods shall be approximately at elevations of counterpoises. Where the specified ground resistance cannot be met with the indicated number of ground rods, additional grounds rods, longer ground rods, or deep-driven

16402-10 58003893 sectional rods shall be installed and connected until the specified resistance is obtained, except that not more than three additional 8-foot ground rods will be required at any one installation. Ground rods shall be spaced as tevenly as possible at least 6 feet apart and connected 2 feet below grade. 15.1.2. Connections. Connections above grade shall be made with bolted solderless connectors and those below grade shall be made by a fusion-welding process. In lieu of a fusion-welding process, a compression ground grid connector of a type which uses a hydraulic compression tool to provide the correct circumferential pressure may be used. Tools and dies shall be as recommended by the manufacturer. An embossing die code or other standard method shall provide visible indication that a connector has been adequately compressed on the ground wire. Where ground wires are connected to aluminum-composition conductors, specially treated or lined copper-to-aluminum connectors suitable for this purpose shall be utilized. 15.2. LIGHTING POLE GROUNDING. Bases of metallic lighting poles shall be connected to an adjacent ground rod by means of a No. 8 AWG wire. 15.3. MANHOLE, HANDHOLE, OR CONCRETE PULLBOX GROUNDING. Ground rods installed in electrical-distribution-system manholes, handholes, or concrete pullboxes shall be properly connected to the cable shielding, metallic sheath, and armor at each cable joint or splice by means of No. 4 AWG or equivalent braided tinned copper wire. Connections to metallic cable sheaths shall be by means of tinned terminals soldered to ground wires and to cable sheaths. Care shall be taken in soldering not to damage metallic cable sheaths or shields. Ground rods shall be protected with a double wrapping of pressure-sensitive plastic tape for a distance of 2 inches above and 6 inches below concrete penetrations. Ground wires shall be neatly and firmly attached to manhole or handhole walls and the amount of exposed bare wire shall be held to a minimum. 16. TESTS. 16.1. OPERATING TEST. After the installation is completed, the Contractor shall conduct an operating test for approval. Equipment shall be demonstrated to operate in accordance with the requirements herein. Tests shall be performed in the presence of the Contracting Officer. The Contractor shall furnish instruments and personnel required for the test and the Government will furnish the necessary electric power. 16.2. GROUND-RESISTANCE MEASUREMENTS. Ground-resistance measurements of each ground rod shall be taken and certified by the Contractor to the contracting Officer. The Contractor shall submit in writing to the Contracting Officer upon completion of the project, the measured ground resistance of each ground rod and grounding system, indicating the location of the rod and grounding system, as well as the resistance and soil conditions at the time the measurements were made. When the building water service is used as a ground or part of the grounding system, ground-resistance measurements shall also be made of this connection. Ground-resistance measurements shall be made in normally dry weather, not less than 48 hours after rainfall, and with the ground under test isolated from other grounds. The resistance to ground shall be measured using the fall-of-potential method described in IEEE No. 142.

16402-11 t CORPS OF ENGINEERS DEPARTMENT OF THE ARMY

TYPE402 Enclosed, Heavy Duty, Integrally Ballasted, High Intensity Discharge Roadway Lighting Fixture First Suffix Second Suffix Description A Rated for mercury lamp B Rated for metal halide lamp C Rated for high pressure sodium lamp 1 IES type I medium light distribution 2 IES type n medium light distribution 3 IBS type HJ medium light distribution 4 IES type IV medium light distribution 5 IES type V medium light distribution

Fixture shall conform to UL 1572, and ANSI C136.10 as specified below. Fixture housing shall be of die-cast aluminum with the bottom plate hinged to the top housing. The bottom plate shall be held in place by hinge and spring latch and shall have a continuous, weather-tight gasket that filters air entering or leaving the optical and power compartment The housing finish shall be baked enamel. The fixture shall have an integral slip-fitter to accept a 1-1/2-inch to 2-inch mast arm. The reflector shall be aluminum of the manufacturer's standard commercial product finish suitable for the type and rating of the lamp. The lens shall be tempered prismatic glass and shall be held securely in the bottom plate. The fixture shall be provided with the locking-type mounting receptacle for photoelectric control in accordance with ANSI C136.10. Photocell shall be provided on top of fixture. Ballast shall be of the high power factor type. Ballast shall be of the constant wattage autotransformer type for mercury vapor lamps, the leadpeak regulated type for metal halide lamps, and the regulated type for high pressure sodium lamps. Ballast shall be capable of starting the lamp at ambient temperatures ranging from minus 20 degrees F to 105 degrees F. The fixture shall be prewired, and shall have a mogul base glazed porcelain lampbolder.

j Fixture type indicated on this sheet shall also conform to requirements specified and indicated in the contract documents. FEBRUARY 1990 STD. DET. NO. 40-Q$-&4A , _ SHEET 52 ""'96 Lev€>/ rounc/, f/c,

One or snore cortc/- sts

wre Ty/oe S4

(Rounc/or ScpL/ ELEVATION

4BASE TYPE A B C USE POLE LENGTH W T-0" 2" 3'-0" Walkway 10' to 12' AW 1'-6" 2" U'-O" Area & Walkway 12« to 20' SA 2»-0" 2" 5«-0" St. L & Area 20' to liO' PA 2'-On 2'-On 7'-0" Pkg. Lot & Area 20' to UO'

CONCRETE FOOTING FOR LUMINAIRE STANDARD _ , _ JAN I975 Construction Draw/s&s DWG. NO. 40-06-17 Spcc/f/cof/ons APPENDIX A GEOTECHNICAL SITE INVESTIGATION BORING LOGS

0285-33-2/CD H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-101 Geologists and Hydrogeologists

PMILLCREEK SUPERFUND SITE FILE NO. 70179-40 MALCOLM PIRNIE : SHEET NO. 1 OF 2 :TOR: PITTSBURGH TESTING LABORATORIES . LOCATION: See Plan DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BAPPFF ELEVATION: 715.6 RIG TYPE: CME 55, Truck Mounted DATUM: NGVD TYPE • Augers S BIT TYPE: 2-7/8 tri-cone roller bit START: 18 February 1991 INSIDE DIAMETER (IN) 3-1/4 1-3/8 DRILL MUD: potable water FINISH: 19 February 1991 HAMMER WEIGHT (LB) 140 ... OTHER: None DRILLER: J. Jenkins HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 5 S1 0.0 Loose black to brown silty fine SAND, little fine gravel, - - 6 trace clay with brick and root fibers, damp. (SM) 5 15"/24" 2.0 -FILL- 3 2 S2 2.0 Same, except very loose, brown, wet. - - 2 2 12"/24» 4.0 -FILL- ' 4 4.0 14 S3 4.0 Very loose gray fine SAND, little silt, trace medium sand with —— 5 — 2 peat layer from 4.3 ft. to 4.5 ft., wet. (SM) 2 10"/24" 6.0 -FILL AND FORMER TOPSOIL- 3 6.0 4 S4 6.0 Loose gray silty fine SAND, trace medium sand, trace fine - - 3 gravel with root fibers, wet. (SM) 4 17I./24" 8.0 4 10 S5 8.0 Medium dense gray coarse to fine sandy GRAVEL, some silt, wet. U - 12 (GM) 14 18"/24" 10.0 14 9 S6 10.0 Same . ^^ - 10 -GLACIOLACUSTRINE- 9 8"/24" 12.0 9 9 S7 12.0 Medium dense gray to red coarse to fine sandy GRAVEL, trace - - 9 silt, wet. (GP) 7 15"/24" 14.0 7 8 S8 14.0 Medium dense gray silty medium to fine SAND, trace fine gravel, — 15 — 15 trace coarse sand, trace clay, wet. (SM) 12 15"/24" 16.0 - 13 14 - S9 16.0 Medium dense gray medium to fine SAND, trace silt. (SP) - — 11 9 24-V24" 18.0 -GLACIOLACUSTRINE- 9 5 S10 18.0 Loose gray silty fine SAND, trace coarse sand, trace clay, wet. 3 (SM) 4 15"/24" 20.0 — 20 — 4 6 S11 20.0 Same, except medium dense with layer of gray coarse sand from 9 20.7 ft. to 21.5 ft., wet. 9 16"/24" 22.0 12 7 S12 22.0 Same, except medium dense, with gray fine gravel layer from - 13 22.0 ft. to 22.7 ft. wet. 13 15"/24" 24.0 26 -GLACIOLACUSTRINE- 5 S13 24.0 Dense gray, gravelly coarse to fine SAND, wet. (SP) — 25 — 15

WATER LEVEL DATA SAMPLE IDENTIFICATION Jte SUMMARY DEPTH (FT) TO: OVERBURDEfJ (LIN FT): 48.2 ft. TIME ELAPSED - 0 Open End Rod P TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK COREC (LIN FT): OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 22S 2/18 0.0 ' 4.0 2.0 ... 2/19 ' ... 48.0 49.5 2.0 » j.BCKING NO SB-101 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-101 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS ^ (FT) PER FT PER 6 IN RECOVERY (FT) (FT) ===== 16 13"/24" 26.0 30 f 25 S14 26.0 Same, with fine sand layer from 27.6 ft. to 28.0 ft. - 15 -GLACIOLACUSTRINE 17 17H/24" 28.0 27.6 30 Dense gray SILT, little fine sand, moist. (ML) 21 S15 28.0 30 30 17"/24" 30.0 -GLACIAL TILL- -30 — 36 30 , S16 30.0 Very dense gray coarse to fine sandy SILT, moist. (ML) 24 24 17"/24" 32.0 30 Advanced augers to 33.0 ft. 30 S17 33.0 Same, except with rock fragments, damp. 27 67 16"/24" 35.0 -35 — 67 Advanced augers to 36.0 ft. 50 S18 36.0 Same. _ 57 -GLACIAL TILL- 67 1 711/24 » 38.0 50 Advanced augers to 39.0 ft. 36 S19 39.0 Same. -40 — 46 41 1 7.1/24 •• 41.0 100 Advanced augers to 42.0 ft. f 52 S20 42.0 Very dense gray clayey SILT, trace fine sand with rock - 62 fragments, wet. (ML) 70 12"/24" 44.0 90 45 Advanced augers to 45.0 ft. 20 S21 45.0 Very dense gray SILT, little fine sand, trace clay, wet. (ML) 30 30 15"/24» 47.0 75 48.0 n Advanced augers to 48.0 ft. 1007. 2 nS22 48.0-48.2 -GLACIAL TILL- nVery dense gray severely weathered SHALE, dry. -50 — Advanced 2-7/8 inch roller bit into rock at 49.5 ft. -WEATHERED SHALE- Bottom of Exploration at 49.5 ft. Notes: 1. Borehole grouted to ground surface.

-55 —

t \

-60 — H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-102 Geologists and Hydrogeologists PROJECT:' MILLCREEK SUPERFUND SITE FILE NO. 70179-40 t MALCOLM PIRNIE . SHEET NO. 1 OF 2 TOR: PITTSBURGH TESTING LABORATORIES LOCATION: See Plan

DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ELEVATION: 717.7 RIG TYPE: CME 55, Truck Mounted DATUM: NGVD TYPE Augers S BIT TYPE: --- START: 19 February 1991 INSIDE DIAMETER (IN) 3-1/4 1-3/8 DRILL MUD: --- FINISH: 20 February 1991 HAMMER WEIGHT (LB) 140 — OTHER: DRILLER: J. Jenkins HAMMER FALL (IN) 30 H&A REP: T. Cleary DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 12 S1 0.0 Medium dense brown coarse to fine sandy GRAVEL, with brick - 8 fragments, damp. (GP) 9 4"/24" 2.0 8 -FILL- 5 S2 2.0 - 5 Medium dense gray silty fine SAND, little fine gravel, little 6 911/2411 4.0 coarse sand, trace medium sand, damp. (SM) 4 -FILL- 4 S3 4.0 Same, except very loose with wood fragments. —— 5 — 2 1 5"/24» 6.0 • -FILL- 1 6.0 2 S4 6.0 Loose brown to gray medium to fine SAND, little coarse sand, - - 2 little clay, trace fine gravel with organic material, wet. (SM) 2 .8"/24" 8.0 -FORMER TOPSOIL - 2 8.0 5 S5 8.0 Medium dense brown to gray coarse SANC , little fine gravel, 8 little medium to fi'ne sand, trace silt , wet. (SP) - - 13 13»/24» 10.0 17 18 S6 10.0 No recovery. (Advanced augers to 12.0 ft.) _•_ 8 11 0"/24» 12.0 23 18 S7* 12.0 Medium dense brown medium to fine saneiy GRAVEL, little silt, - 13 wet. (GM) 10 0"/24" 14.0 -GLACIOLACUS1RINE- 8 14 S8 14.0 (* Sample recovered using 3 inch spoor\. Blow counts from 140 — 15 — 10 Ib. hammer with 2 inch spoon.) 7 8"/24" 16.0 11 6 S9 16.0 Median dense gray fine sandy SILT, tr;ice clay, wet. (ML) - -5 -GLACIOLACUSTRIK E- 6 13H/24" 18.0 12 7 S10 18.0 Same. 6 6 15"/24" 20.0 —— 20 — r 9 3 S11 20.0 Same. 5 9 14"/24" 22.0 15 22.0 ittle silt, trace fine 25 S12 22.0 gravel, wet. (SM) - 46 60 14"/24" 24.0 Same. -GLACIOLACUSTRU E- 80 50 S13 24.0 Very dense gray SILT, little fine gravel, little fine sand, — 25 — 83 dry. (ML) -GLACIAL TILL-

WATER LEVEL DATA SAMPLE IDENTIFICATION . SUMMARY jj^Hr- DEPTH (FT) TO: OVERBURDEf1 u'lN FT): 40.5 ft. TIME ELAPSED 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK COREC (LIN FT): --- OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 18S 2/19 6.0 8.0 6.0 STOf9v,_ SB-102 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-102 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS ^ (FT) PER FT PER 6 IN RECOVERY (FT) (FT)

60 17"/24» 26.0 Very dense gray SILT, trace medium sand, dry. (ML) • 90 -GLACIAL TILL- T 32 S14 26.0 Same, except trace clay, dry. — — 40 35 18"/24" 28.0 60 35 S15 28.0 Same, dry. — _ 45 60 17H/24" 30.0 -30 — 119 45 S16 30.0 Same, dry. _ _ 33 47 20"/24" 32.0 -GLACIAL TILL- 65

22 S17 33.0 Advanced augers to 33.0 ft. — - 46 Same, with rock fragments. 47 22"/24» 35.0 27 Advanced augers to 36.0 ft. 45 S18 36.0 Same, with rock fragments. — — 45 47 22"/24" 38.0 25 Advanced augers to 39.0 ft. 30 S19 39.0 Same. -40 — 50 12"/18" 40.5 -GLACIAL TILL- | 67 - •Bottom of Exploration at 40.5 ft. fl > - Notes: ^ — — 1. Borehole grouted to ground surface.

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-60 — - - 68003902 H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-103 Geologists and Hydrogeologists PROJECT: MILLCREEK SUPERFUND SITE FILE NO. 70179-40 ^^•NT: MALCOLM PIRNIE SHEET NO. 1 OF 2 ^^H ACTOR: PITTSBURGH TESTING. LABORATORIES LOCATION: See Plan

PP DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ———————————————————————————— ELEVATION: 715.1 RIG TYPE: CME 55, Truck Mounted DATUM: NGVD TYPE Augers S BIT TYPE: --- START: 20 February 1991 INSIDE DIAMETER (IN) 3-1/4 1-3/8 DRILL MUD: --- FINISH: 21 February 1991 HAMMER WEIGHT (LB) 140 ... OTHER: --- DRILLER: J. Jenkins HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN RECOVERY (FT) (FT)

7 S1 0.0 Median dense brown to black coarse to fine SAND, with slag, - — 12 dry. (SP) FILL- 14 10"/24" 2.0 9 5 S2 2.0 Dense brown to black coarse to fine SAND, trace gravel with - - 12 root fibers, wood fragments, slag, concrete and topsoil. (SP) 23 10"/24" 4.0 14 4.0 2 S3 4.0 Very loose black SILT with root fibers, wood fragments, —— 5 — 2 Slag, wet. (ML) 1 2"/24" 6.0 2 4 S4 6.0 Same. - - 3 5 9"/24" 8.0 -FILL AND FORMER TOPSOIL- 12 8.0 9 S5 8.0 Medium dense dark gray gravelly coarse to fine SAND, trace U - 10 silt, wet. (SP) 12 12»/24" 10.0 -GLACIOLACUSTRINE- 11 3 10.0 Same. f^^' - 4 6 12-/24" 12.0 7 7 S7 12.0 Same. - - 7 7 13"/24" 14.0 7 Median dense gray fine SAND, little silt, trace median sand, 8 S8 14.0 wet. (SM) — 15 — 9 Same. -GLACIOLACUSTRINE- 11 15"/24" 16.0 9 10 S9 16.0 Mediun dense gray SILT, trace median sand, wet. (ML) - - 10 GLACIOLACUSTRINE- 10 14"/24" 18.0 16 12 STO 18.0 Medion dense gray SILT, trace clay, wet. (ML). - -- 13 13 15-./24" 20.0 14 7 S11 20.0 Same. - 5 7 1 7"/24 " 22.0 40 15 S12 22.0 Dense gray silty fine SAND, trace-clay, moist. (SM) - - 15 -GLACIOLACUSTRINE- 15 18"/24" 24.0 18 24.0 21 S13 24.0 Dense gray silty coarse to fine SAND, little fine gravel, — 25 — 18 moist. (SM) -GLACIAL TILL- WATER LEVEL DATA jtffe SAMPLE IDENTIFICATION SUMMARY DEPTH (FT) TO: OVERBURDEN (LIN FT): 30.0 ft. TIME ELAPSED 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK CORED (LIN FT): OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 15S 2/20 ...... 4.0 6.0 4.0 [BSR.WIG.NO. SB -103 rTOa&Q.3 ' H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-103 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS ; (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 21 12"/24" 26.0 Dense gray silty coarse to fine SAND, little fine gravel, « 20 moist. (SM) 16 S14 2i.~ Same, except dense. - 24 28 16"/24" 28.0 36 15 S15 28.0 Same. 20 24 18"/24" 30.0 -GLACIAL TILL- -30 — 35 Bottom of Exploration at 30.0 ft. Notes: 1. Borehole grouted to ground surface.

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-55 — \> -60 — fift0039Qfc H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-104 Geologists and Hydrogeologists

PROJECT: MILLCREEK SUPERFUND SITE . ', • ' FILE NO. 70179-40 ' LgKNT: MALCOLM PIRNIE - SHEET NO. 1 OF 2 j^^W.CTOR: PITTSBURGH TESTING LABORATORIES LOCATION: See Plan •P_ —————— DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ELEVATION: 717.1 RIG TYPE: CME 55, Truck Mounted DATUM: NGVD TYPE Augers S BIT TYPE: --- START: 20 February 1991 INSIDE DIAMETER (IN) 3-1/4 1-3/8 DRILL MUD: --• FINISH: 20 February 1991 HAMMER WEIGHT (LB) 140 ... OTHER: DRILLER: J. Jenkins HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN ?ECOVERY (FT) (FT) 2 S1 0.0 Loose black fine SAND, little silt, trace coarse to medium _ _ 2 sand, damp. (SM) 5 19"/24" 2.0 -FOUNDRY SAND FILL- 4 4 S2 2.0 Same. - - 4 3 18"/24" 4.0 3 2 ' S3 4.0 Same, except moist. —— 5 — 1 1 22"/24" 6.0 1 1 S4 6.0 Same, except wet. -FOUNDRY SAND FILL- 2 7.0 4 20"/24" 8.0 Loose black to gray fine sandy SILT, trace medium sand, wet. " 4 (ML) 2 S5 8.0 Same : , -FILL- 2 9.0 3 15"/24" 10.0 Loose gray silty coarse to fine SAND, little fine gravel, wet. 3 (SM) P^ 3 S6 10.0 Same, except trace fine gravel. _ 4 5 10"/24" 12.0 -GLACIOLACUSTRINE- 5 8 S7 12.0 Mediun dense gray coarse to fine SAND, little silt, trace clay, - — 7 wet. (SM) 11 13"/24» 14.0 9 8 S8 14.0 Median dense gray coarse to fine SAND, tittle coarse gravel, — 15 — 8 wet. (SP) 9 10"/24» 16.0 • -GLACIOLACUSTRINE- 13 7 S9 16.0 Mediun dense gray silty fine SAND, trace medium sand, wet. (SM) - - 5 9 14"/24" 18.0 9 9 S10 18.0 Loose gray fine silty SAND, wet. (SM) 5 5 13"/24" 20.0 — 20 — 6 3 S11 20.0 Loose gray fine sandy SILT, wet. (ML) 3 3 16"/24" 22.0 -GLACIOLACUSTRINE- 10 22.0 15 S12 22. CU Very dense gray coarse to fine SAND, trace gravel, trace silt, - 20 wet. (SP) 40 14"/24» 24.0 60 34 S13 24.0 -GLACIAL TILL- -25_ 30 Jt WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY DEPTH (FT) TO: OVERBURDEN (LIN FT): 28.0 ft. TIME ci ipcpn 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK CORED (LIN FT): OF CASING OF HOLE U Undisturbed Sample 'S Split Spoon SAMPLES: 14S 2/20 ...... 6.0 8.0 6.0 flftWHfeftr SB'1W H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-104 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS ^ (FT) PER FT PER 6 IN RECOVERY (FT) (FT)

50 15.1/24" 26.0 Very dense gray medium to coarse SAND, little fine sand, trace |P 60 fine gravel, wet. (SP) 1 17 S14 26.0 Very dense gray fine sandy SILT, trace coarse sand, moist. (ML) - 30 50 15"/24» 28.0 -GLACIAL TILL- 90 Bottom of Exploration at 28.0 ft.

-30 — Notes: - - 1. Borehole grouted to ground surface. 2. Offset well installed. See Overburden Groundwater Monitoring Well Report for MW-104. -

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-60 — W003996 H&A OF NEW YORK,' ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-105 Geologists and Hydrogeologists

PROJECT: MILLCREEK SUPERFUND SITE . , ; FILE NO. 70179-40 ^•Uir: MALCOLM PIRNIE ...... SHEET NO. 1 OF 2 ^^KCTOR: EMPIRE SOILS INVESTIGATIONS LOCATION: See Plan

DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ELEVATION: 715.7 RIG TYPE: CME 55 Track-Mount DATUM: NGVD TYPE Auger S BIT TYPE: --- START: 17 June 1991 INSIDE DIAMETER (IN) 4-1/4 1-3/8 ... DRILL MUD: --- FINISH: 18 June 1991 HAMMER WEIGHT (LB) 140 OTHER: DRILLER: A. Koske HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS DUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN RECOVERY (FT) (FT)

2 . S1 0.0 Loose black fine SAND, little silt, trace coarse to medium - - 3 sand, damp. (SM) ' 4 12"/24" 2.6 -FOUNDRY SAND FILL- 5 2.0 4 S2 2.0 Loose, gray to gray brown fine SAND, little silt, little clay, - - 3 damp. (SM) 3 3"/24" 4.0 -GLACIOLACUSTRINE- 4 3 S3 4.0 Same, damp. ___ c .__ 4 6 14"/24" 6.0 8 12 S4 6.0 Dense gray coarse to fine SAND, little silt, trace clay, wet. - - 12 (SM) 18 6"/24" 8.0 36 6 S5 8.0 Same, wet. 12 • 17 8"/24" 10.0 17 Ipl 3 S6 10.0 Loose gray coarse to fine SAND, trace silt, wet. (SP) - 4 6 16"/24" 12.0 9 4 S7 12.0 Same, with 0.2 ft. layer of fine sand at 13.0 ft., wet. - - - 4 -GLACIOLACUSTRINE- 6 15"/24" 14.0 8 7 S8 14.0 Medion dense gray silty fine SAND, trace clay, moist. (SM) — 15 — 10 12 18"/24" 16.0 Dense gray SILT, little clay, trace fine sand, moist. (ML) . 21 4 S9 16.0 Same, except medium dense, damp. - - - 7 ' 16 18"/24" 18.0 18 3 S10 18.0 Same, except medium dense, damp. 14 Medium dense coarse to fine SAND, little silt, trace gravel, 10 14H/24" 20.0 moist. (SM) 20 10 19 S11 20.0 Same, moist. -GLACIOLACUSTRINE- 34 21.0 68 18"/20" 21.7 Very dense gray SILT, trace sand and clay, dry. (ML) 100/.2 -GLACIAL TILL- Advanced augers to 25.0 ft. Very dense conditions.

— 25 — A WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY DEPTH (FT) TO: OVERBURDEIj (LIN FT): 32.0 TIME ELAPSED - 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Walt Tube ROCK CORE!) (LIN FT): -- OF CASING OF HOLE U Undisturbed Sample s split spoon SAMPLES: 13S 6-17-91 ... 6.0 8.0 6.0 5 n fl f) . Tid^iyy^ ^07 SB-105 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-105 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE' VISUAL CLASSIFICATION AND REMARKS ^ (FT) PER FT PER 6 IN RECOVERY (FT) (FT) | 27 S12 25.0 Same, with horizontal fragments of shale at 25.8 ft., dry. ill 100/.2 25.9 Advanced augers to 30.0 ft.

-30 — 20 S13 30.0 Same, except trace coarse sand, dry. 36 44 22"/24" 32.0 -GLACIAL TILL- 75 Bottom of Exploration at 32.0 ft. Note: 1. Borehole grouted to ground surface. —35 —

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-60 — SR003908 H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-106 Geologists and Hydrogeologists

PROJECT: MILLCREEK SUPER FUND SITE FILE'NO. 70179-40 |j^fetf| MALCOLM PIRNIE SHEET NO. 1 OF 2 , j^^BpGR: EMPIRE SOILS INVEST I GAT 10NS LOCATION: See Plan •— - --^— ' ===1: y DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ELEVATION: 712.0 RIG TYPE: CME 55 Track-Mount DATUM: NGVD TYPE Auger S BIT TYPE: --- START: 18 June 1991 INSIDE DIAMETER (IN) 4-1/4 1-3/8 ... DRILL MUD: --- FINISH: 18 June 1991 HAMMER WEIGHT (LB) 140 OTHER: DRILLER: A. Koske HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS 4UMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN iECOVERY (FT) (FT) 2 SI 0.0 Very loose brown to gray fine sandy SILT, some clay with roots, - 1 grass and decomposed organic debris, moist. (ML) 3 18"/24" 2.0 4 6 S2 2.0 Same, moist. -TOPSOIL- 8 3.0 9 16"/24" 4.0 Mediun dense gray silty coarse to fine SAND, little fine 14 gravel, trace clay, wet. (SM) 5 S3 4.0 Same, except little fine gravel, wet. __ 5 _ 9 -GLACIOLACUSTRINE- 10 8»/24» 6.0 11 16 S4 6.0 Same, except little fine gravel, wet. - 10 16 22"/24" 8.0 Dense gray sitty fine SAND, little gravel, moist. (SM) 22 8 S5 8.0 Medium dense gray coarse to fine SAND, little gravel, little 6 silt, wet. (SM) 7 15"/24" 10.0 6 • 6 S6 10.0 Same, wet. 7 6 15"/24" 12.0 9 Median dense gray silty fine SAND, wet. (SM) 6 S7 12.0 Same, moist. - 8 -GLACIOLACUSTRINE- 11 23 "/24" 14.0 14 6 S8 14.0 Same, except trace fine sand, moist. — 15 — 6 5 20"/24" 16.0 10 4 • S9 16.0 Median dense gray fine SAND, little silt, trace coarse to - 12 median sand, trace fine gravel, moist. (SM) 13 22"/24» 18.0 21 7 S10 18.0 Same, moist. 10 -GLACIOLACUSTRINE- 14 24"/24" 20.0 19.5 — 20 — 28 Very dense gray SILT, trace medium sand, trace clay, damp. (ML) 10 S11 20.0 Same, with fragments of shale, damp. 28 -GLACIAL TILL- 35 18"/24" 22.0 43 Advanced augers to 25.0 ft.

— 25 —

WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY • DEPTH (FT) TO: OVERBURDEN (LIN FT): 27.0 TIME ELAPSED - 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ' ROCK CORED (LIN FT): -- OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 12S 6/18/91 ...... 2.0 4.0 3.0 flJNJ&M.QS SB-106 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-106 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS , (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 4 25 S12 25.0 Same, with fragments of shale, damp. I _ 35 iu 2H"/24" 27.0 -GLACIAL TILL- 81 Bottom of Exploration at 27.0 ft.

- Note: -30 — 1. Borehole grouted to ground surface.

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-60 — 88003910 H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB- 107 Geologists and Hydrogeologists

P~— — T: MILLCREEK SUPERFUND SITE FILE NO. 70179-40 MALCOLM PIRNIE : SHEET NO. 1 OF 2 TOR: EMPIRE SOILS INVESTIGATIONS LOCATION: See Plan

, DRIVE CORE DRILLING EQUIPMENT & PROCEDURES ITEM CASING SAMPLER BARREL ELEVATION: 711.8 RIG TYPE: CME 55 Track-Mount DATUM: NGVD TYPE Auger S BIT TYPE: --- START: 18 June 1991 INSIDE DIAMETER (IN) 4-1/4 1-3/8 ... DRILL MUD: --- FINISH: 18 June 1991 HAMMER WEIGHT (LB) 140 OTHER: DRILLER: A. Koske HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN 5ECOVERY (FT) (FT)

2 S1 0.0 Loose gray to black clayey SILT, little coarse to fine sand, _ _ 3 trace fine gravel, moist. (ML) 4 12"/24" . 2.0 -FOUNDRY SAND FILL AND TOP SOI L- 4 2.0 3 S2 2.0 Loose gray silty coarse to fine SAND, trace fine gravel, moist. - - 4 (ML) , -GLACIOLACUSTRtNE- 4 15"/24" 4.0 5 2 S3 4.0 Medium dense gray coarse to fine SAND, trace silt, wet. (SP) —— 5 — 5 6 18»/24" 6.0 7 8 S4 6.0 Same, except trace fine gravel, wet. - - 8 10 20"/24" 8.0 11 5 S5 8.0 Same, except dense, trace fine gravel, wet. 15 L- .18 20-/24" 10.0 16 6 S6 10.0 Same, except trace fine gravel, wet. -GLACIOLACUSTRINE- IP- 7 8 16"/24" 12.0 Mediun dense gray fine sandy SILT, trace coarse to median sand, 18 trace clay, moist. (ML) 6 S7 12.0 Medium dense gray SILT, trace fine sand, moist. - - 8 -GLACIOLACUSTRINE- 10 20"/24» 14.0 13 3 S8 14.0 Sacrie, with thin 1-3 mm layers of black silt, wet. — 15 — 2 3 16"/24" 16.0 ? -GLACIOLACUSTRINE- 4 16.0 10 S9 16.0 Very dense gray coarse to fine SAND, trace gravel, trace silt, - - 28 moist. (SP) 25 18"/24" 18.0 -GLACIAL TILL- 30 12 S10 18.0 Very dense gray coarse to fine sandy SILT, trace gravel with 32 fragments of shale, damp. (ML) 38 24"/24" 20.0 — 20 — 44 21 S11 20.0 Very dense gray SILT, little coarse to fine sand with fragments 64 . of shale, damp. (ML) 67 24"/24" 22.0 100 Advanced augers to 25.0 ft.

WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY

DEPTH (FT) TO: OVERBURDES (LIN FT): 27.0 *Wre TIME ELAPSED - 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK COREC (LIN FT): OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 12S 6/18/91 ...... 4.0 6.0 4.0 . fi BORING NO SB-107 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-107 ' Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS iL (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 21 S12 25.0 Very dense gray coarse to fine sandy SILT, trace fine gravel, p - 52 damp. (ML) 67 24"/24" 27.0 -GLACIAL TILL- 97 Bottom of Exploration at 27.0 ft. _

- Note: —30 — 1. Borehole grouted to ground surface.

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-60 — SRQ039I2 H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-108 Geologists and Hydrogeologists

PROJECT: MILLCREEK SUPERFUND SITE , ' ; , FILE NO. 70179-40 MALCOLM PIRNIE ' •. : SHEET NO. 1 OF 2 OR: EMPIRE SOILS INVESTIGATIONS LOCATION: See Plan

DRIVE CORE DRILLING EQUIPMENT & PROCEDURES V- ITEM CASING SAMPLER BARREL ELEVATION:' 712.1 RIG TYPE: CME 55 Track-Mount DATUM: NGVD TYPE Auger S BIT TYPE: --- START: 19 June 1991 INSIDE DIAMETER (IN) , 4-1/4 1-3/8 ... DRILL MUD: •-• FINISH: 19 June 1991 HAMMER WEIGHT (LB) 140 OTHER: DRILLER: A. Koske HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS DUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (.FT) PER FT PER 6 IN RECOVERY (FT) .(FT) 1 S1 0.0 Very loose black fine SAND, little silt, trace coarse to medium — 2 1.0 -j sand, dry. (SM) -FOUNDRY SAND F1LL- 2 24"/24" 2.0 3 Loose brown to gray clayey SILT, trace fine sand, with roots, 3 S2, 2.0 and decomposed organic matter, damp. (ML) — 4 Loose brown to gray SILT, little fine sand, trace clay with 3 16"/24" 4.0 roots and decomposed organic matter, damp. (ML) 5 3 S3 4.0 Same, moist. -FILL AND FORMER TOPSOIL- —— 5 — 3 5.0 8 15"/24" 6.0 Medion dense coarse to fine SAND, little silt, trace gravel, 11 wet. (SM) -GLACIOLACUSTRINE- 12 S4 6.0 Same, except little gravel, wet. - — 12 13 24 "/24" 8.0 12 8 S5 8.0 Same, with layer of dense gray SILT from 9.4 ft. to 9.9 ft., 9 wet. 7 24"/24" 10.0 21 7 S6 10.0 Same, wet. 9 X *"" •6 20"/24" 12.0 Median dense gray fine SAND, little silt, wet. (SM) 8 -GLACIOLACUSTRINE- 6 S7 12.0 Same, moist. 8 8 20"/24" 14.0 10 5 S8 14.0 Same, except loose with little clay from 15.0 ft. to 15.5 ft., — 15 — 4 wet. 3 16"/24" 16.0 5 4 S9 16.0 Same, except loose, wet. 3 -GLACIOLACUSTRINE- 5 20"/24" 18.0 17.5 12 Medium dense gray coarse to fine SAND, little silt, trace fine 12 S10 18.0 gravel, wet. (SM) 22 Dense gray fine SAND, little medium sand, trace coarse sand to 22 24"/24" 20.0 fine gravel, moist. (SP) — 20 — 23 :GLACIAL TILL- 12 S11 20.0 Dense gray silty fine SAND, trace coarse sand, wet. (SM) 20 17 24"/24" 22.0 18 Advanced augers to 25.0 ft.

— 25 —

WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY

DEPTH (FT) TO: OVERBURDEN (LIN FT): 32.0 TIME ELAPSED - 0 Open End Rod ^^^ TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK CORED (LIN FT): --- OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 13S 6/19/91 ...... 4.0 6.0 5.0

ftftflWW'fn SB"1°8 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB- 108 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS .• (FT) PER FT PER 6 IN RECOVERY (FT) (FT) 13 S12 25.0 Very dense gray fine sandy SILT, little medium to coarse sand, ^ 1 - 25 moist. (ML) • I-.,/ 30 20"/24" 27.0 -GLACIAL TILL- 36

-30 — 15 S13 30.0 Very dense gray SILT, trace coarse to medium sand. (ML) 31 42 22"/24" 32.0 -GLACIAL TILL- 47 Bottom of Exploration at 32.0 ft. Note: 1. Borehole grouted to ground surface. -B -

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-55 — 1i> -60 — [ H&A OF NEW YORK, ROCHESTER, NEW YORK Consulting Geotechnical Engineers, TEST BORING REPORT BORING NO. SB-109 Geologists and Hydrogeologists

PROJECT: MILLCREEK SUPERFUND SITE ' ' "' .'"'.- FILE NO. 70179-40 1 CLLEUT: MALCOLM PIRNIE - SHEET NO. 1 OF 2 yMh|CTOR: EMPIRE SOILS INVESTIGATIONS . LOCATION: See Plan

DRIVE CORE DRILLING EQUIPMENT & PROCEDURES \^^ ITEM CASING SAMPLER BARREL ELEVATION: 713.1 RIG TYPE: CME 55 Track-Mount DATUM: NGVD TYPE Auger S BIT TYPE: --- START: 19 June 1991 INSIDE DIAMETER (IN) 4-1/4 1-3/8 ... DRILL MUD: --- FINISH: 19 June 1991 HAMMER WEIGHT (LB) 140 OTHER: DRILLER: A. Koske ' HAMMER FALL (IN) 30 H&A REP: T. Cleary

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS JUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS (FT) PER FT PER 6 IN (ECOVERY (FT) (FT)

2 S1 0.0 Loose brown to tan coarse sandy SILT, trace clay, dry. (ML) - 4 1.0 -i -FILL- 6 16"/24" 2.0 9 Medium dense black to gray SILT with brick, glass, and slag, 6 S2 2.0 dry. (ML) - 4 Same, dry. 6 12"/24" 4.0 -FOUNDRY SAND .FILL- 4 4.0 4 S3 4.0 Loose brown to gray SILT, little clay, trace sand with roots, —— 5 — 3 damp. (ML) 3 20"/24» 6.0 -FORMER TOPSOIL - 5 6.0 6 S4 6.0 Same, except little coarse sand, no roots, damp. - 5 -GLACIOLACUSTRINE- 6 16"/24" 8.0 4 WOH S5 8.0 No Recovery, wet. WOH , WOH Qti/24" 10.0 WOH WOR ' S6 10.0 Very loose gray silty coarse to fine SAND, trace fine gravel, ft: WOR wet. (SM) WOR 2"/24" 12.0 WOR WOR S7 12.0 Same, wet. - WOR WOR 2"/24» 14.0 WOR WOR S8 14.0 Same, wet. — 15 — 1 Loose fine sandy SILT, trace medium sand, trace clay, wet. (ML) 5 10"/24» 16.0 4 5 S9 16.0 Median dense silty coarse to fine SAND, trace fine gravel, - "- 9 trace clay, wet. (SM) 9 24"/24" 18.0 Dense gray fine sandy SILT, trace medium sand, wet. (ML) 11 S10 18.0 Same, wet. 6 -GLACIOLACUSTRINE- 10 13/24" 20.0 Medion dense gray coarse to fine sandy GRAVEL, some silt, — 20 — 19 moist. (GM) 7 S11 20.0 Same, with fragments of shale, moist. 12 16 14../24" 22.0 13 Advanced augers to 25.0 ft.

— 25 —

^t WATER LEVEL DATA SAMPLE IDENTIFICATION SUMMARY DEPTH (FT) TO: OVERBURDEN (LIN FT): 42.0 •TIME • ELAPSED - 0 Open End Rod TIME (HR) BOTTOM BOTTOM WATER T Thin Wall Tube ROCK CORED (LIN FT): --- OF CASING OF HOLE U Undisturbed Sample S Split Spoon SAMPLES: 15S 6/19/91 ...... 8.0 10.0 8.0 WOH Weight of Hammer WOR Weight of Rods j BgRiilG^Q. fJt *I f -0 S8-1°9 H&A OF NEW YORK, ROCHESTER, NEW YORK BORING NO. SB-109 Consulting Geotechnical Engineers, TEST BORING REPORT FILE NO. 70179-40 Geologists and Hydrogeologists SHEET NO. 2 OF 2

DEPTH CASING SAMPLER SAMPLE SAMPLE STRATA BLOWS BLOWS NUMBER & DEPTH CHANGE VISUAL CLASSIFICATION AND REMARKS PER 6 IN RECOVERY (FT) (FT) PER FT (FT) ^1 2 S12 25.0 Loose fine SAND, little silt, moist to wet. (SM) ^1 3 -GLACIOLACUSTRINE- Tl 5 24"/24" 27.0 15 Advanced augers to 30.0 ft.

-30 — 5 S13 30.0 Same, wet. -GLACIOLACUSTRINE- 9 31.0 15 24"/24" 32.0 Dense gray SILT, trace coarse to medium sand with fragments of 15 shale, moist. (ML) -GLACIAL TILL- - Advanced augers to 34.0 ft.

8 S14 34.0 Same, except median dense, moist to wet. -35 — 6 10 24"/24" 36.0 Advanced augers to 40.0 ft. 12

—40 — 18 S15 40.0 Same, moist. 26 20 24"/24" 42.0 -GLACIAL TILL- (V 31 „ „ ...... , , >jj Bottom of Exploration at 42.0 ft.

Note: -45 — "1. Borehole grouted to ground surface.

-50 —

-55 —

' -60 — AR0039I6 H&A FORM No. 505 JUNE 1988 U.S. STANDARD SIEVE SIZE No.20 No.40No.60No.100 No.200 1100 5 fi 1 5= 5 S S No.4 N0.10 100 ! [ ^ -J >- {p- 1 1 ll -t -M 1 I \ ii 90 90 1 \|! k|' 80 jl i • 80 j .Jl 70 ^..j 70 S 03 60 1 60 $ ii m>- a: 50 \l 50 LU I ———— .. ..._ U. 1 £ 40 1 40 Hi r 1 n O ..._ f) o: — • LU _L \i 0-30 1 1 30 ^ 20 V 20 1 's (£) \ ' 10 N« i 10 I H^ | 0 J h3 0 100 10 1.0 0.1 , 0.01 0.001 01 0.00 GRAIN SIZE (MILLIMETERS) GRAVEL SAND COBBLES COARSE FINE COARSE |MEDIUM FINE SILT OR CLAY I UNIFIED SOIL CLASSIFICATION SYSTEM SAMPLE PROPOSED SYMBOL EXPL. SAMPLE DEPTH SAMPLE DESCRIPTION NO. NO. (feet) SOURCE USE

O SB101 S15 28. 0-30. C) Gray SILT, little fine sand.

EXPL. NATURAL ATTERBERG LIMITS (%) L OI SYMBOL SAMPLE cu cc WATER NO. NO. CONTENT(% W L W p Ip (% by wgt.) O SB101 S15 10.4 Non-Plastic

/JT^JL Ha'ey & Aldrich, Inc. * ^••~TJ % Coniulting Gcotcchnkal Engineers, Geologists and Hydrogedogisu MILL'CREEK SUPERFTJND SITE ERIE, PENNSYLVANIA I GRAIN SIZE DISTRIBUTION FILE NO. 721^-AjD^ ^ f DATE: Feb. 1991 y H&A FORM No. 505 JUNE 1988 2! 2! i U.S. STANDARD SIEVE SIZE z' s! i i 5 S E •» R W 5= ?J > ?) No 4 No. 10 No.20 No.40No.60 No. 100 No.200 100 100 1 I ' 1! * ' ii 90 W 9L/| 1 1 1 | 80 \s 80 j (D I i [ 1 \ 70 70 I i \ CD i i \ iu60 -— f-i- 60 5 i j \ n I ccSO \ I . 50 u I i - — i-- \ I !! U. 1 s? 1 40 I40 \ II 1 O i t nc 1 o-3LU0 1 ( \ I 30 H \ 20 l^ 20 j i ^\"- j | 1 10 I1©- ^O— 10 | I t:3 T 0 |_ ii! 0 100 10 1.0 0.1 0.01 0.001 0.001 0 GRAIN SIZE (MILLIMETERS) GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE) MEDUM | FINE UNIFIED SOIL CLASSIFICATION SYSTEM SAMPLE DEPTH SAMPLE PROPOSED SYMBOL EXPL. SAMPLE DESCRIPTION NO. NO. (feet) SOURCE USE Gray coarse SAND, little fin; SB102 S5 5.0-10.0 O gravel, little medium to fin 2 Ranrl, frarp sil f .

EXPL. SAMPLE NATURAL ATTERBERG LfMITS (%) L OI SYMBOL Cu CC WATER NO. NO. CONTENT(%) W L W p Ip (% by wgt.) O SB102 S5 13.1 Non-Plastic

£f^~^6k H * i e y & Aldrich, Inc. * *"~^"' ^ Consulting Geotechnical Engineers, Geologists and Hydrogeologists I MILLCREEK SUPERFUND SITE I ERIE, PENNSYLVANIA 1 GRAIN SIZE DISTRIBUTION '

FILENO. 70179-48 R003 9^= Feb. 1991 H&A FORM No. 505 JUNE 1988 U.S. STANDARD SIEVE SIZE : •£ 4. t * * * ~ 5 P, No.4 No.10 No.20 No.40No.60 No, 100 No.200 100 N t= rt > S 100 Tx!1 1 (90 l\ j 90 , 1 \l 1

EXPL SAMPLE NATURAL ATTERBERG LIMITS <%) L 01 SYMBOL C u C c WATER NO. NO. CONTENT(%) W L W p Ip (% by wgt.) O SB103 S14 20.2 Non-Plastic

•

jy?~~~^L Haley & Aldrich, Inc. * %T^K^ % Consulting Geotechnical Engineers, Geologists and Hydrogeologists MILLCREEK SUPERFUND SITE ERIE, PENNSYLVANIA GRAIN SIZE DISTRIBUTION

FILE NO. 70119^4J- M H uD u^ o^ si y DATE: Feb. 1991 H&A FORM No. 505 JUNE 1988 U.S. STANDARD SIEVE SIZE 2 * z -5-1 No 4 No 10 No.20 No.40No.60 No.100 No.200 100 f " * T** ^S---Gfcr 100 -Chilli !l 1 1 i T rfn0, SJ 90 \ i j j 1 j v~i 80 ! 1 1 1~rn BO I i i r^ 70 \ 70 X C3 ! 0160 60 $ i \ CD o:50 50 jj i--V- LJL l ^40 \ 40 ill 0 i ! ! 4 T-f-. DC | \ 1 30 ^30 • \ J | 20 r 20 li \ 1 j 10 i 10 n 0 j II 0 100 10 1.0 0.1 0.01 0.001 01 0.00 GRAIN SIZE (MILLIMETERS) GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE | MEDIUM FINE UNIFIED SOIL CLASSIFICATION SYSTEM J SAMPLE DEPTH SAMPLE ' PROPOSED SYMBOL EXPL. SAMPLE DESCRIPTION NO, NO. (feet) SDURCE USE Black fine SAND, little O 3B104 S2 2.0-4.0 silt, trace coarse to medium sand.

NATURAL ATTERBERG LIMITS (%) L 01 SYMBOL EXPL. SAMPLE C u C c WATER NO. NO. CONTENT(%) W L W p Ip (% by wgt.) O sB104 S2 19.6 Non-Plastic

jty~>^k Halcy & AldricK, Inc. f \^KM \L Consulting Geotedinical Engineen. Geologists and Hydrogeobgists . | MILLCREEK SUPERFUND SITE J ERIE, PENNSYLVANIA 1 GRAIN SIZE DISTRIBUTION |

FILE NO. 70179-40 rt- DATE: Feb . 1991 H&A FORM No. 505 JUNE 1988 2- ' U.S. STANDARD SIEVE SIZE . .. . z sf r z ; K Z ' ' T = " ' ' n No 4 No.10 No.20 No.40No.60No.100 No.200 100 5 o R c ft V 100 Ji ! 1!! 1 1 ' ! | 1 1 \« 1 90 j i " \ I 1 ' W — i ^80 - ! 80 ! \

N I 70 1 70 i— 1 *R i 1 O i • 1 LJJ 60 1 \ ' -.j 60 5 ~ iFi T 1 CD i . \ cc50 50 UJ i [ Z '^v i 1 II i u_ 1 1 ! 1 QV 1 1 £40 i 40 UJ O -4- 1 EC UJ 1 Q-30 ( 1 \ 30 ! H \ ! | |M II i 3 | 20 20 Ii 1 1 I i 10 I H 10 I ii | 1 , 0 i I i i ! I 1 0 100 10 1.0 0.1 0.01 0.001 01 0.00 GRAIN SIZE (MILLIMETERS) GRAVEL . SAND • COBBLES SILT OR CLAY COARSE FINE COARSE | MEDIUM FINE UNIFIED SOIL CLASSIFICATION SYSTEM SAMPLE DEPTH SAMPLE PROPOSED SYMBOL EXPL. SAMPLE DESCRIPTION NO. NO. (feet) SOURCE USE Gray silty coarse to fine • O SB104 S6 10.0-12.0 SAND, little fine gravel.

EXPL. SAMPLE NATURAL ATTERBERG LIMITS (%} L 01 SYMBOL 'cu c c WATER NO. NO. CONTENT(%» W L W p Ip (% by wgt.) O s3B104 S6 15.5 Non-Plastic

/y"vlBk Haley & Aldrich, Inc. * %T3^^ m Consulting Geoiechnical Engineers, Geologists and Hydrogeologists

MILLCREEK SUPERFUND SITE ERIE, PENNSYLVANIA f GRAIN SIZE DISTRIBUTION FILE NO. 70179-40 DATE: Feb. 1991 A JfU 03 921 APPENDIX B VERTICAL CONTROL GRID NODE ELEVATIONS

0285-33-2/CD WOO 3 922 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design 1 Vertical Control Grid Node Elevations Existing Subgrade Final Grade Node Elevation Elevation Elevation D 10 717.3 717.0 718.0 D 11 718.0 717.0 718.0 D 12 717.2 715.8 716.8 D 13 715.0 714.1 715.1 E 8 718.0 718.0, 719.0 E 10 719.3 718.5 719.5 E 11 718.9 719.6 720.6 E 12 717.6 718.9 719.9 E 13 716.8 716.8 717.8 E 14 715.0 714.3 715.3 F 7 718.0 718.5 719.5 .F 8 720.0 720.0 721.0 F 9 719.9 719.9 720.9 F 10 720.2 719.9 720.9 F 11 719.9 719.9 720.9 F 12 719.7 718.6 719.6 F 14 715.0' 715.9 716.9 G 5 717.8 719.3 720.3 i, G 6 720.1 720.1 721.1 *I G 7 722.3 721.2 722.2 G 8 722.0 721.7 722.7 G 9 721.1 721.8 722.8 G 10 721.4 721.4 722.4 G 11 721.6 721.2 722.2 G 12 720.2 720.2 721.2 G 13 720.1 . 719.2 720.2 G 14 715.6 716.4 717.4 G 15 714.0 715.5 716.5 H 5 718.8 719.7 720.7 H, 6 720.0 721.8 722.8 H ' 7 721.5 723.2 724.2 H 8 725.0 724.0 725.0 H 9 723.0 724.9 725.9 ' -H 10 722.4 723.4 724.4 H 11 723.0 723.0 724.0 H 12 721.7 721.7 722.7 H 13 718.6 719.6 720.6 H 14 717.0 719.4 720.4 H 15 715.0 716.2 717.2 I 4 719.9 • 717.2 718.2 t I 5 718.9 720.8 721.8 1 ' 6 722.0 724.1 725.1

^003933 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations t Existing Subgrade Final Grade N ^ Elevation Elevation Elevation 7 725.5 725.5 726.5 8 727.0 725.9 726.9 1 9 725.0 725.9 726.9 1 10 723.3 725.2 726.2 I 11 722.9 723.8 724.8 I 12 722.0 722.7 723.7 I 13 719.4 721.3 722.3 I 14 717.4 719.2 720.2 J 4 719.9 717.0 718.0 J 5 721.0 722.7 723.7 J 6 726.0 725.3 726.3 J 7 726.7 726.7 727.7 J 8 727.3 727.3 728.3 J 9 726.7 726.7 727.7 J 10 725.1 725.8 726.8 J 11 723.0 724.2 725.2 J 12 722.0 723.2 724.2 J 13 719.1 721.4 722.4 J 14 717.7 719.4 720.4 J 15 § 715.7 717.6 718.6 K 4 719.6 716.0 717.0 K 5 725.0 723.6 724.6 K 6 727.8 726.0 727.0 K 7 727.6 727.6 728.6 K 8 727.3 727.3 728.3 K 9 728.0 728.6 729.6 K 10 726.6 726.6 727.6 K 11 725.0 723.8 724.8 K 12 723.0 723.0 724.0 K 13 719.8 721.5 722.5 K 14 717.5 720.0 721.0 K 15 715.9 719.2 720.2 K 16 715.2 715.2 716.2 L 5 724.0 723.0 724.0 L 6 727.0 725.9 726.9 L 7 727.2 727.2 728.2 L 8 726.6 728.1 729.1 L 9 726.3 727.0 728.0 L 10 726.6 725.7 726.7 L 11 727.0 724.2 725.2 L 12 726.0 722.5 723.5 L 13 721.0 721.0 722.0 Millcreek Superfund Site i Cap Construction & Flood Retention Basin Design 1 Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation L 14 718.2 719.5 720.5 L 15 716.3 719.3 720.3 L 16 715.1 715.8 716.8 L 17 715.0 714.0 715.0 L 21 717.2 715.3 716.3 L 22 717.8 715.7 716.7 L 23 717.0 715.6 716.6 L 24 717.5 714.5 715.5 M 5 717.7 718.5 719.5 M' 6 725.8 725.2 726.2 M 7 726.6 726.6 727.6 M 8 725.5 727.3 728.3 M 9 726.5 726.5 727.5 M 10 722.0 720.1 721.1 M 11 722.0 718.6 719.6 M 12 724.1 722.1 723.1 M 13 722.4 720.9 721.9 . M 14 719.6 719.6 720.6, L M 15 718.0 719.1 720.1 5 M 16 716.4 716.4 717.4 M 17 715.6 712.6 713.6 M 18 715.5 713.8 714.8 M 19 718.0 718.0 719.0 M 20 717.3 715.7 716.7 M 21 717.5 716.1 717.1 M 22 717.6 716.8 717.8 M 23 718.5 716.2 717.2 M 24 718.5 715.8 716.8 M 25 719.0 714.3 715.3 N 6 720.0 723.1 724.1 N 7 725.5 725.5 726.5 N 8 725.9 726.5 727.5 N 9 726.6 726.0 727.0 N 10 • 727.0 724.6 725.6 N 11 725.7 723.2 724.2 N 12 725.1 721.9 722.9 N 13 724.0 720.5 721.5 N 14 721.5 719.0 720.0 N 15 720.1 717.4 718.4 N 16 717.1 715.5 716.5 L N 17 718.2 712.9 713.9 IN is 714.5 713.9 714.9 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation N 19 718.0 715.7 716.7 N 20 717.7 715.8 716.8 N 21 718.1 718.1 719.1 N 22 720.0 718.6 719.6 N 23 719.0 718.4 719.4 N 24 719.3 717.7 718.7 N 25 719.8 716.8 717.8 N 26 718.0 713.7 714.7 0 6 717.0 719.4 720.4 O 7 725.2 725.2 726.2 0 8 725.8 726.7 727.7 O 9 725.5 725.9 726.9 O 10 725.0 724.4 725.4 O 11 725.2 722.3 723.3 O 12 725.2 721.2 722.2 O 13 724.8 720.0 721.0 O 14 724.0 718.4 719.4 O 15 723.0 717.1' 718.1 O 16 714.0 715.5 716.5 O 17 714.3 713.4 714.4 0 18 714.5 714.5 715.5 O 19 719.0 717.2 718.2 O 20 718.2 717.6 718.6 O 21 718.1 718.9 719.9 O 22 718.7 727.7 728.7 O 23 718.7 719.2 720.2 O 24 719.0 719.0 720.0' O 25 718.7 717.4 718.4 . O 26 718.7 717.4 718.4 1 O 27 715.8 715.8 716.8 O 28 714.5 715.0 716.0 P 7 717.0 723.7 724.7 P 8 725.5 726.5 727.5 P 9 724.6 725.4 726.4 P 10 725.2 724.0 725.0 P 11 725.8 722.6 723.6 P 12 725.2 720.6 721.6 P 13 725.2 719.6 720.6 P 14 725.6 718.2 719.2 P 15 722.3 715.8 716.8 P 16 720.0 715.4 716.4 P 18 718.0 715.6 716.6

^003926 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design 1 Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation P 19 718.5 716.3 717.3 P 20 718.5 717.9 718.9 P 21 718.7 719.4 720.4 P 22 718.7 720.7 721.7 P 23 718.7 720.4 721.4 . > P 24 718.7 719.5 720.5 P 25 718.5 718.5 719.5 P 26 718.4 718.4 719.4 P 27 718.1 717.1 718.1 ^ P 28 717.5 716.5 717.5 P 29 ,716.9 716.0 717.0 P 30 714.9 714.0 715.0 Q 7 716.9 718.6 719.6 Q 8 725.1 727.9 728.9 Q 9 724.8 725.7 - 726.7 Q 10 727.0 725.4 726.4 Q 11 728.5 725.3 726.3 Q 12 728.5 723.8 724.8 L Q 13 725.5 717.7 718.7 1 Q 14 724.8 718.4 719.4 Q 15 723.0 717'.3 718.3 Q 16 716.9 712.4 713.4 Q 17 717.6 716.4 717.4 Q 18 718.0 716.2 717.2 Q 19 718.5 716.2 717.2 Q 20 718.5 717.8 718.8 Q 21 718.7 , 719.8 720.8 Q 22 ,719.0 721.5 722.5 Q 23 718.4 721.3 722.3 Q 24 719.0 721.0 722.0 Q 25 718.0 720.0 721.0 Q 26 717.8 718.9 719.9 Q 27 719.0 719.0 720.0 Q 28 720.0 717.9 718.9 Q 30 716.0 715.4 716.4 R 8 722.0 722.0 723.0 R 9 724.6 725.3 726.3 R 10 726.0 725.2 726.2 R 11 727.0 723.8 724.8 R 12 725.0 716.9 717.9 >R 13 725.0 718.0 719.0 R 14 722.3 718.3 719.3

M003927 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

i Existing Subgrade Final Grade Node Elevation Elevation Elevation R 15 721.6 718.1 719.1 R 16 719.0 716.9 717.9 R 17 718.8 716.4 717.4 R 18 718.5 716.6 717.6 R 19 718.5 717.0 718.0 R 20 718.3 719.6 720.6 R 21 718.5 720.7 721.7 R 22 718.8 721.7 722.7 R 23 718.4 720.3 721 .3 R 24 718.8 719.7 720.7 R 25 718.3 719.5 720.5 R 26 719.0 718.4 719.4 R 27 719.0 717.8 718.8 R 28 719.0 718.4 71,9.4 R 29 717.1 716.5 717.5 R 30 715.6 715.6 716.6 S 8 716.9 718.2 719.2 S 9 724.0 722.1 723.1 S 10 724.6 723.3 724.3 S 11 724.9 723.0 724.0 S 12 725.0 722.6 723.6 S 13 723.3 721.4 722.4 S 14 721.8 720.4 721.4 S 15 720.4 719.7 720.7 S 16 719,0 717.8 718.8 i S 17 719.0 718.2 719.2 S 18 718.6 717.5 718.5 S 19 719.0 719.0 720.0 S 20 717.3 719.7 720.7 S 21 718.1 720.5 721.5 S 22 718.3 719.5 720.5 S 23 718.5 718.5 719.5 S 24 718.2 717.4 718.4 S 25 718.1 717.1 718.1 S 26 717.7 715.5 716.5 S 27 718.0 716.1 717.1 S 28 718.0 714.8 715.8 S 29 717.2 715.1 716.1 T 8 716.9 716.9 717.9 ; T 9 721.0 719.9 720.9 T 10 723.6 722.2 723.2 v T 11 723.8 723.2 724.2

HR003928 Millcreek Superfund Site ^^1 CaCapp Constructio Con n & Flood Retention Basin Design Vertical Control Grid Node Elevations

9RGQ3929 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Subgrade Final Grade Elevation Elevation 718.2 719.2 716.4 717.4 715.3 716.3 714.2 715.2 713.2 714.2 711.0 712.0 711.0 712.0 712.1 713.1 711.0 712.0 711.0 712.0 719.6 720.6 719.6 720.6 719.7 720.7 718.7 719.7 719.3 720.3 720.8 721.8 721.2 722.2 720.6 721.6 719.2 720.2 718.0 719.0 714.6 715.6 714.0 715.0

ft Millcreek Superfund Site Cap Construction & Flood Retention Basin Design [ Vertical Control Grid Node Elevations t Existing Subgrade Final Grade Node Elevation Elevation Elevation X 13 719.0 719.0 720.0 X 14 719.2 719.2 720.2 X 15 719.2 719.8 720.8 X 16 719.2 719.2 720.2 X 17 719.2 718.2 719.2 X 18 715.5 713.7 714.7 X 19 715.0 715.0 716.0 X 20 714.1 714.1 715.1 X 21 714.4 716.2 717.2 X 22 719.4 719.4 720.4 X 23 720.4 720.4 721.4 X 24 720.2 719.0 720.0 X 25 712.8 712.8 713.8 X 26 712.2 712.2 713.2 X 27 714.3 712.2 713.2 X 28 716.0 711.8 712.8 X 29 716.0 714.1 715.1 X 30 717.1 715.5 716.5 1 x '31 718.5 717.1 718.1 r\ x 32 717.6 716.1 717.1 X 33 716.0 714.8 715.8 X 36 714.2 712.0 713.0 X 37 714.3 713.5 714.5 X 38 714.4 714.1 715.1 X 39 714.1 713.2 714.2 Y 13 719.0 717.4 718.4 Y 14 719.1 717.9 718.9 Y 15 719.1 717.9 718.9 Y 16 715.9 715.9 716.9 Y 17 715.1 715.1 716.1 Y 18 714.9 714.9 715.9 Y 19 713.5 712.4 713.4 Y 20 713.0 711.6 712.6 Y 21 719.2 719.2 720.2 Y 22 719.3 721.1 722.1 Y 23 719.3 722.0 723.0 Y 24 719.5 719.5 720.5 Y 25 713.3 714.3 715.3 Y 26 712.5 712.5 713.5 Y 27 716.6 713.5 714.5 k Y 28 717.0 714.4 715.4 1 Y 29 716.2 715.7 716.7

31 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations t Existing Subgrade Final Grade Node Elevation Elevation Elevation Y 30 717.3 718.5 719.5 Y 31 716.3 718.3 719.3 Y 32 715.0 716.8 717.8 Y 33 714.9 715.4 716.4 Y 34 714.0 713.9 714.9 Y 35 713.0 712.3 713.3 Y 36 714.0 714.0 715.0 Y 37 715.4 714.8 715.8 Y 38 714.4 715.1 716.1 Y 39 714.4 713.8 714.8 Y 40 715.2 712.1 713.1 Z 18 715.0 715.0 716.0 Z 19 714.0 713.4 714.4 Z 20 719.5 720.1 721.1 Z 21 719.4 721.1 722.1 Z 22 719.2 722.1 723.1 Z 23 718.7 722.3 723.3 Z 24 718.9 719.4 720.4 Z 25 716.0 716.0 717.0 Z 26 712.9 714.4 715.4 Z 27 716.6 715.9 716.9 Z 28 716.5 716.5 717.5 Z 29 716.5 717.7 718.7 Z 30 717.1 719.3 720.3 Z 31 716.3 718.3 719.3 Z 32 714.9 716.8 717.8 Z 33 714.8 715.3 716.3' Z 34 714.5 714.0 715.0 Z 35 714.3 713.9 714.9 Z 36 714.8 714.8 715.8 Z 37 714.6 716.1 717.1 Z 38 714.4 715.6 716.6 Z 39 714.3 714.3 715.3 Z 40 714.1 713.1 714.1 Z 41 711.0 710.1 711.1 AA 16 716.9 716.0 717.0 AA 17 717.1 717.1 718.1 AA 18 717.3 719.0 720.0 AA 19 718.5 720.1 721.1 AA 20 719.5 721.1 722.1 AA 21 718.8 722.2 723.2 , AA 22 718.6 723.2 724.2

W003932 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Verticai l Control Gri• d Node Elevations

Existing Subgrade Final Grade Elevation Elevation 715.9 716.9 717.0 718.0 715.7 716.7 714.3 715.3 712.8 713.8 716.0 717.0 717.9 718.9 719.1 720.1 720.7 721.7 720.5 721.5 720.8 721.8 723.2 724.2 724.3 725.3 725.3 726.3 724.3 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design 91 ———————————————Vertical Control Grid Node Elevations — Existing Subgrade Final Grade Node Elevation Elevation Elevation DD 22 718.8 726.0 727.0 DD 23 719.9 725.4 726.4 DD 24 724.4 724.4 725.4 DD 25 719.5 723.3 724.3 DD 26 718.6 721.8 722.8 DD 27 718.5 721.1 722.1 DD 28 717.8 721.4 722.4 DD 29 718.7 720.9 721.9 DD 30 717.5. 719.6 720.6 DD 31 715.8 718.0 719.0 DD 32 715.6 716.7 717.7 DD 33 -715.4 715.4 716.4 DD 34 714.9 714.9 715.9 DD 36 714.5 713.1 714.1 DD 37 713.8 715.0 716.0 DD 38 713.9 716.3 717.3 DD 39 714.0 716.8 717.8 I DD 40 714.0 715.0 716.0 IDD 41 714.2 714.1 715.1 "DD 42 714.4 712.3 713.3 EE . 14 718.5 715.5 716.5 EE • 15 719.3 717.9 718.9 EE 16 719.4 719.4 720.4 EE 17 719.2 720.8 721.8 EE 18 718.0 721 .4 722.4 EE 19 718.0 722.8 723.8 EE 20 718.0 724.3 725.3 - EE 21 718.5 726.1 727.1 EE 22 719.2 727.3 728.3 EE 23 719.6 726.2 727.2 EE 24 719.7 725.0 726.0 EE 25 719.8 724.6 725.6 EE 26 718.5 723.5 724.5 EE 27 718.8 723.6 724.6 EE 28 717.9 722.8 723.8 EE 29 718.1 721.3 722.3 EE 30 717.6 719.5 720.5 EE 31 716.9 718.4 719.4 EE 32 715.9 716.9 717.9 EE 33 714.9 715.5 716.5 kEE 34 714.9 717.0 718.0 EE 39 713.8 714.0 715.0

AKQ03935 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation i " 40 713.8 716.2 717.2 L 41 713.8 714.8 715.8 EL 42 714.1 713.0 714.0 EE 43 712.0 710.0 711.0 FF 15 719.1 717.0 718.0 FF 16 719.2 719.2 720.2 FF 17 719.9 720.7 721.7 FF 18 719.0 722.1 723.1 FF 19 718.5 723.0 724.0 FF 20 719.0 725.1 726.1 FF 21 719.2 726.5 727.5 FF 22 719.0 719.0 720.0 FF 23 718.5 726.6 727.6 FF 24 718.0 725.1 726.1 FF 25 718.9 725.4 726.4 FF 26 719.8 725.4 726.4 FF 27 720.0 724.6 725.6 FF 28 717.8 722.9 723.9 FF 29 717.9 723.5 724.5 FF 30 718.5 720.6 FF 31 721.6 716.3 718.6 719.6 FF 32 714.9 717.2 FF 33 718.2 714.6 715.5 716.5 FF 34 714.4 714.4 715.4 FF 40 713.7 713.7 714.7 FF 41 i 713.7 713.7 714.7. FF 42 713.9 713.9 714.9 FF 43 I 714.1 714.1 715.1 I GG 15 714.9 715.4 716.4 GG 16 718.0 718.0 GG 17 719.0 720.3 720.3 72.1.3 GG 18 720.8 721.9 GG 19 722.9 720.4 723.3 724.3 GG 20 721.0 724.9 GG 21 725.9 720.3 726.1 727.1

WQ03937 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation II 22 723.8 727.3 728.3 II 23 729.1 729.1 730.1 II 24 729.5 .730.3 731.3 II 25 730.7 728.6 729.6 II 26 719.0 726.1 727.1 II 27 717.4 725.5 726.5 II 28 716.9 723.7 724.7 II 29 717.3 718.0 719.0 II 30 715.8 720.6 721.6 II 31 715.6 719.0 720.0 II 32 715.4 717.7 718.7 II 33 715.2 716.7 717.7 II 34 714.7 714.7 715.7 II 41 713.1 716.0 717.0 II 42 713.4 715.9 716.9 II 43 714.0 714.5 715.5 II 44 714.1 713.0 714.0 II 45 710.0 712.0 713.0 JJ 17 719.2 718.1 719.1 JJ 18 720.2 720.7 . 721.7 JJ 19 722.9 724.3 725.3 JJ 20 724.5 724.5 725.5 JJ 21 725.2 726.4 727.4 JJ 22 726.0 728.1 729.1 JJ 23 728.2 729.3 730.3 JJ 24 726.6 730.0 731.0 JJ 25 728.9 728.9 729.9 JJ 26 725.1 726.2 727.2 JJ 27 717.1 725.4 726.4 JJ 28 716.5 709.3 710.3 JJ 29 716.1 713.0 714.0 JJ 30 717.3 713.7 714.7 JJ 31 715.7 719.5 720.5 JJ 32 715.4 718.1 719.1 JJ 33 715.1 716.7 717.7 JJ 34 714.2 714.2 715.2 JJ 42 713.2 716.5 717.5 JJ 43 713.6 715.0 716.0 JJ 44 713.6 713.7 714.7 JJ 45 714.1 ' 710.9 711.9 KK 17 719.3 717.2 718.2 KK . 18 720.7 720.7 721.7 Millcreek Superfund Site j Cap Construction & Flood Retention Basin Design *1 Vertical Control Grid Node Elevations Existing Subgrade Final Grade Node Elevation Elevation Elevation KK 19 723.3 723.3 724.3 KK 20 725.3 725.3 726.3 KK 21 726.5 727.1 728.1 KK 22 726.4 728.5 729.5 KK 23 726.0 729.5 730.5 KK 24 724.2 729.6 730.6 KK 25 721.0 728.1 729.1 KK 26 719.2 726.5 727.5 KK 27 718.4 725.6 726.6 KK 28 717.1 706.1 707.1 KK 29 721.3 708.4 709.4 KK 30 . 719.5 710.8 711.8 KK 31 715.7 719.6 720.6 KK 32 715.4 718.4 719.4 KK 33 714.9 716.7 717.7 KK 34 714.2 714.2 715.2 KK 39 712.8 709.8 710.8 KK 42 713.0 717.0 718.0 • KK 43 713.1 715.8 716.8 " KK 44 713.0 714.3 715.3 KK 45 713.0 712.9 713.9 KK 46 709.2 712.0 713.0 LL 17 714.8 715.5 716.5 LL 18 717.0 721.0 722.0 LL 19 724.1 724.1 725.1 LL 20 725.3 726.0 727.0 LL 21 726.5 727.7 728.7 LL 22 725.7 728.5 729.5 LL . 23 724.9 729.8 730.8 LL 24 724.0 729.4 730.4 LL 25 722.6 728.0 729.0 LL 26 720.3 726.2 727.2 LL 27 719.1 725.0 726.0 LL 28 718.3 723.7 724.7 LL 29 718.0 714.8 715.8 LL 30 717.6 708.0 709.0 LL 31 715.9 718.9 719.9 LL 32 715.2 718.0 719.0 LL 33 715.0 716.4 717.4 LL ' 34 714.0 714.0 715.0 | LL 41712.8 709.8 710.8 1 LL 42 712.9 711.7 712.7 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations Existing Subgrade Final Grade^ Node Elevation Elevation Elevation LL 43 712.8 716.3 717.3 LL 44 712.8 715.0 716.0 LL 45 712.7 713.7 714.7 LL 46 713.0 • 709.0 710.0 MM 18 714.9 719.7 720.7 MM 19 725.0 725.0 726.0 MM 20 725.6 726.2 727.2 MM 21 726.1 727.9 728.9 MM 22 725.8 729.2 730.2 MM 23 725.0 729.8 730.8 MM 24 724.0 728.8 729.8 MM 25 722.9 727.3 728.3 MM 26 721.7 725.8 726.8 MM 27 718.8 724.8 725.8 MM 28 717.8 723.0 724.0 MM 29 716.3 727.0 728.0 MM 30 714.0 735.9 736.9 MM 31 710.0 733.8 734.8 MM 32 714.3 722.1 723.1 MM 33 714.3 715.3 716.3 MM 34' 714.1 714.1 715.1 MM 42 712.7 712.0 713.0 MM 43 712.6 717.0 718.0 MM 44 712.5 715.6 716.6 MM 45 712.4 714.2 715.2 MM 46 712.3 712.5 713.5 MM 47 709.2 711.0 712.0 MM 60 714.2 714.2 715.2 MM 61 714.2 714.2 715.2 MM 62 714.1 714.1 715.1 NN 18 714.8 716.9 717.9 NN 19 725.1 725.1 726.1 NN 20 728.0 727.5 728.5 NN 21 728.0 728.0 729.0 NN 22 725.2 728.4 729.4 NN 23 724.3 727.8 728.8 NN 24 723.9 727.9 728.9 NN 25 722.8 726.8 727.8 NN 26 720.9 725.3 726.3 NN 27 718.7 723.9 724.9 • NN 28 716.8 722.4 723.4 NN 29 716.3 723.5 724.5 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

9k i Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation PP 22 727.1 725.7 726.7 PP 23 725.9 725.2 726.2 PP 24 724.2 724.2 725.2 PP 25 723.3 723.3 724.3 PP 26 722.9 723.5 724.5 PP 27 719.0 722.7 723.7 PP 28 718.1 721.5 722.5 PP 29 718.4 720.1 721.1 PP 30 718.0 718.5 719.5 PP 31 715.9 717.1 718.1 PP 32 715.6 715.6 716.6 PP 33 715.4 714.8 715.8 PP 43 713.1 713.1 714.1 PP 44 712.9 717.0 718.0 PP 45 712.7 716.1 717.1 PP 46 712.8 714.7 715.7 PP 47 713.0 713.0 714.0 PP 48 713.0 709.0 710.0 PP 58 710.0 707.0 708.0 PP 59 710.0 713.0 714.0 PP 60 710.0 711.0 712.0 QQ 20 720.0 719.3 720.3 QQ 21 723.8 721.7 722.7 QQ 22 722.5 722.5 723.5 QQ 23 721.1 722.2 723.2 QQ 24 720.9 722.8 723.8 QQ 25 721.7 722.3 723.3 QQ 26 721.0 721.7 722.7 QQ 27 718.8 722.0 723.0 QQ 28 717.5 720.8 721.8 QQ 29 716.4 719.5 720.5 • QQ 30 716.0 718.1 719.1 QQ 31 715.8 716.4 717.4 QQ 32 715.8 715.1 716.1 1Q 33 715.7 714.3 715.3 3Q 43 713.5 716.1 717.1 3Q 44 713.3 717.4 718.4 QQ 45 712.9 716.3 717.3 QQ 46 713.0 715.2 716.2 QQ 47 713.2 713.8 714.8 QQ 48 713.0 712.5 713.5 QQ 49 710.0 711.5 712.5 Millcreek Superfund Site j Cap Construction & Flood Retention Basin Design I Vertical Control Grid Node Elevations | Existing Subgrade Final Grade Node Elevation Elevation Elevation QQ 51 713.1 713.2 714.2 QQ 55 713.5 713.5 714.5 QQ 56 714.2 713.0 714.0 QQ 57 710.0 707.0 708.0 QQ 58 710.1 713.0 714.0 QQ 59 710.6 710.6 711.6 QQ 60 710.7 710.7 711.7 RR 20 715.0 715.9 716.9 RR 21 718.0 718.2 719.2 RR 22 718.3 719.0 720.0 RR 23 719.3 719.3 720.3 RR 24 720.2 720.2 721.2 RR 25 718.7 718.7 719.7 RR 26 720.0 720.6 721.6 RR 27 718.7 720.9 721.9 RR 28 716.5 720.1 721.1 RR 29 717.0 719.9 720.9 , RR 30 716.1 717.5 718.5 1 RR 31 717.0 717.0 718.0 *RR 32 716.2 715.2 716.2 RR 33 715.4 715.4 716.4 RR 44 713.5 715.8 716.8 RR 45 713.2 715.1 716.1 RR 46 713.2 714.6 715.6 RR 47 713.4 712.0 713.0 RR 48 713.2 712.1 713.1 RR 49 711.0 712.0 713.0 RR 50 711.0 714.0 715.0 RR 51 713.0 714.0 715.0 RR 52 713.5 714.0 715.0 RR 55 710.0 707.0 708.0 RR 56 710.1 712.0 713.0 RR 57 710.6 710.6 711.6 SS 20 713.5 714.0 715.0 SS 21 717.1 715.9 716.9 SS 22 717.8 717.0 718.0 SS 23 719.2 717.7 718.7 SS 24 718.8 717.9 718.9 SS 25 718.1 718.1 719.1 SS 26 718.1 718.8 719.8 |WSS 27 716.9 718.9 719.9 • SS 28 716.3 719.4 720.4 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation SS 29 716.3 718.5 719.5 SS 30 717.0 717.8 718.8 SS 31 715.1 714.5 715.5 SS 32 715.6 715.6 716.6 SS 33 714.8 716.2 717.2 SS 34 714.9 714.9 715.9 SS 44 713.6 714.5 715.5 SS 45 713.5 712.1 713.1 SS 46 713.5 713.5 714.5 SS 47 713.6 712.0 713.0 ; SS 48 713.6 714.5 715.5 SS 49 ' 714.1 714.8 715.8 SS 50 710.5 714.2 715.2 . SS 51 714.5 714.0 715.0 SS 54 710.0 710.0 711.0 : SS 55 710.2 712.0 713.0 TT 22 715.5 714.4 715.4 TT 23 719.1 715.3 716.3 TT 24 719.1 716.0 717.0 TT 25 716.0 716.0 717.0 TT 26 716.0 716.0 717.0 TT 27 716.0 716.5 717.5 TT 28 715.9 717.7 718.7 TT 29 716.1 717.7 718.7 TT 30 719.0 717.1 718.1 TT 31 717.0 715.8 716.8 | TT 32 716.1 715.2 716.2 ' TT 33 716.1 716.1 717.1 ' TT 34 714.5 714.5 715.5 TT 35 714.8 717.2 718.2 I TT 41 713.6 712.0 713.0 TT 42 713.6 712.6 713.6 TT 43 713.6 712.0 713.0 TT 44 713.6 713.0 714.0 TT 45 713.6 713.0 714.0 , TT 46 713.7 714.8 715.8 i TT 47 713.8 714.7 715.7 ; TT 48 714.0 714.1 715.1 i TT 49 715.0 709.1 710.1 TT 50 710.0 708.0 709.0 TT 51 708.0 708.0 709.0 TT 52 710.1 714.0 715.0 Millcreek Superfund Site • Cap Construction & Flood Retention Basin Design I Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation UU 25 714.9 714.0 715.0 UU 26 714.5 714.5 715.5 UU 27 714.5 714.5 715.5 UU 28 715.0 715.0 716.0 UU 29 716.0 716.9 717.9 UU 30 716.5 716.5 717.5 UU 31 716.5 714.6 715.6 UU 32 716.1 714.7 715.7 UU. 33 716.1 716.1 717.1 UU 34 716.1 716.1 717.1 UU 35 715.1 716.7 717.7 UU 36 714.5 715.2 716.2 UU 37 714.1 714.1 715.1 UU 38 713.6 712.3 .7-13.3 UU 39 713.6 711.8 712.8 UU 40 713.5 711.6 712.6 UU 41 713.5 712.2 713.2 UU 42 713.6 714.0 715.0 i UU 43 713.6 713.6 714.6 " UU 44 713.8 714.9 715.9 UU 45 713.8 714.6 715.6 UU 46 714.0 713.0 714.0 UU 47 714.6 708.0 709.0 UU 48 712.0 713.0 714.0 UU 49 708.3 713.7 714.7 UU ' 50 709.2 710.0 711.0 UU 51 710.1 709.3 710.3 UU 52 710.5 710.5 711.5 UU 53 710.5 710.5 711.5 UU 54 710.5 710.5 711.5 W 29 713.0 714.5 715.5 VV 30 715.4 715.4 716.4 VV 31 716.0 713.6 714.6 VV 32 716.3 713.5 714.5 VV 33 716.1 715.1 716.1 VV 34 714.9 714.9 715.9 VV 35 715.1 716.2 717.2 VV 36 714.7 714.7 715.7 VV 37 714.3 713.5 714.5 VV 38 713.6 711.7 712.7 L VV 39 713.6 712.4 713.4 Ivy • 40 713.5 713.0 714.0 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations m " :sting Subgrade Final Grade Node Elevation Elevation Elevation VV 41 713.5 712.7 713.7 VV 42 713.8 715.0 716.0 VV 43 713.9 714.4 715.4 VV 44 714.0 711.5 712.5 VV 45 715.0 708.0 709.0 VV 46 710.0 713.7 714.7 VV 47 710.0 712.3 713.3 WW 30 714.0 719.0 720.0 WW 31 717.0 714.7 715.7 WW 32 718.3 712.8 713.8 WW 33 716.5 714.4 715.4 WW 34 716.0 716.0 717.0 WW 35 714.7 714.7 715.7 WW 36 714.5 713.9 714.9 WW 37 714.3 713.3 714.3 WW 38 714.1 715.0 716.0 WW 39 713.7 713.0 714.0 WW 40 713.7 711.4 712.4 WW 41 714.2 709.9 710.9 WW 42 714.8 710.0 711.0 WW 43 714.0 709.0 710.0 WW 44 708.0 715.0 716.0 WW 45 710.0 710.9 711.9 XX 30 714.0 714.0 715.0 XX 31 716.2 714.8 715.8 XX 32 716.1 713.2 714.2 XX 33 716.4 713.7 714.7' XX 34 715.9 715.9 716.9 . XX 35 714.7 714.7 715.7 XX 36 714.5 714.5 715.5 XX 37 714.2 714.2 715.2 XX 38 713.8 713.8 714.8 XX 39 714.2 712.3 713.3 XX 40 714.8 709.7 710.7 XX 41 714.0 709.5 710.5 XX 42 708.3 706.9 707.9 XX 43 712.0 712.0 713.0 XX 44 712.5 711.6 712.6 XX 45 713.5 710.7 711.7 YY 13 717,7 ;. 718.6 719.6 YY 14 718.0 718.7 719.7 YY 31 717.8 718.0 719.0

^80039^6 Millcreek Superfund Site bj Cap Construction & Flood Retention Basin Design m Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation YY 32 716.0 713.6 714.6 YY 33 716.3 712.7 713.7 YY 34 716.3 716.3 717.3 YY 35 714.8 714.8 71518 YY 36 714.6 713.7 714.7 • YY 37 715.0 713.8 714,8 YY 38 715.0 712.2 713.2 YY 39 714.0 712.1 713.1 YY 40 709.0 710.3 711.3 YY 41 712.0 711.1 712.1 -ZZ 13 718.5 718.5 719.5 ZZ 14 718.0 719.5 720.5 ZZ 31 713.9 716.0 717.0 ZZ 32 713.9 715.0 716.0 ZZ 33 714.0 712.3 713.3 ZZ 34 714.5 715.0 716.0 ZZ 35 716.1 713.7 714.7 ZZ 36 715.5 710.8 711.8 II ZZ 37 715.0 713.1 714.1 P'ZZ 38 710.0 708.8 709.8 AAA 14 717.7 719.3 720.3 AAA 15 717.0 718.0 719.0 AAA 16 713.8 713.8 714.8 AAA 31 710.0 710.0 711.0 AAA 32 713.0 709.5 710.5 AAA 33 713.0 713.0 714.0 AAA 34 715.0 715.0 716.0 AAA 35 713.5 717.8 718.8 AAA 36 712.0 714.8 715.8 BBB 14 718.5 719.1 720.1 BBB -15 718.0 723.5 724.5 BBB 28 713.0 714.0 715.0 BBB 29 713.0 709.8 710.8 BBB 30 710.0 715.0 716.0 BBB 31 714.0 718.0 719.0 BBB 32 710.0 716.9 717.9 BBB 33 708.0 710.8 711.8 CCC 15 717.9 717.9 718.9 CCC 16 715.5 715.5 716.5 CCC 26 715.3 '713.0, 714.0 £CC 27 715.9 709.8 710.8 KC 28 716.0 711.3 712.3 Millcreek Superfund Site Cap Construction & Flood Retention Basin Design Vertical Control Grid Node Elevations

Existing Subgrade Final Grade Node Elevation Elevation Elevation 3C 29 715.0 713.2 714.2 CCC 30 710.0 712.3 713.3 CCC 31 713.0 711.8 712.8 ODD 15 718.0 718.0 719.0 ODD 16 718.1 718.8 719.8 ODD 24 713.8 711.3 712.3 ODD 25 717.0 711.4 712.4 ODD 26 719.0 710.4 711.4 ODD 27 715.0 711.2 712.2 ODD 28 710.0 710.0 711.0 EEE 16 717.7 720.0 721.0 EEE 17 717.0 716.2 717.2 EEE 18 714.0 716.8 717.8 EEE 21 713.7 713.7 714.7 EEE 22 713.8 710.0 711.0 EEE 23 713.9 712.0 713.0 EEE 24 715.4 719.0 720.0 EEE 25 715.0 717.0 718.0 EEE 26 710.0 711.3 712.3 FFF 16 718.5 717.2 718.2 FFF 17 716.5 714.4 715.4 FFF 20 717.5 714.2 715.2 FFF 21 714.9 713.6 714.6 FFF 22 714.9 712.9 713.9 FFF 23 714.2 715.0 716.0 FFF 24 711.0 715.0 716.0 FFF 25 718.0 718.9 719.9 GGG 17 718.0 715.7 716.7 GGG 18 715.5 713.1 714.1 GGG 19 714.0 714.0 715.0 GGG 20 719.9 710.0 711.0 GGG 21 717.0 719.4 720.4 GGG 22 713.0 717.2 718.2 HHH 17 718.0 716.9 717.9 HHH 18 717.3 715.7 716.7 iHH 19 718.0 714.4 715.4 HH 20 712.0 716.3 717.3 iHHH 21 716.5 715.2 716.2 ' HI 18 718.0 719.9 720.9 III 19 " 713.0 713.0 714.0 III 20 717.8 717.8 718.8 JJJ 19 719.0 719.0 720.0