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HomeMy WebLinkAboutWPO201500035 Plan - E&S 2015-06-12 RR/ANNA WATER & SEWER AUTHORITY L).1 North Fork Rivanna River Water Main Repair Albemarle County, Virginia E&S Control Plan and Stormwater Management Plan Including Erosion Control Narrative, and Related Specifications Submitted to: County of Albemarle June 2015 O, ALTH Op`r DOUGLAS J.MARCH Lic.No.40518 i 6-1i-/S �� O�4ss/ONAL VI& NARRATIVE REPORT INTRODUCTION The Rivanna Water and Sewer Authority(RWSA) is proposing to repair a segment of their North Rivanna water transmission main in northern Albemarle County, VA. An existing 12 inch diameter cast iron water main currently crosses the North Fork Rivanna River just west of Rte. 29. The water main is an existing high pressure line which services residential, commercial, industrial and government properties in the north Albemarle service area. The TMP parcel Nos. for this project will include 32-6A and 32G-C. The project site resides within the jurisdiction of Albemarle County, and all necessary permits will be coordinated with the County. A USCOE permit and VDOT Land-use permit will also be obtained. The river banks have seen recent, accelerated erosion problems and the line is in danger of being exposed. The RWSA proposes to relocate approximately 300 LF of water main to move the line back away from the banks, and to bury it deeper to gain adequate cover over the pipe. This project is simply a pipe relocation, and no impervious area exists, or will be increased, as a result of the work. Disturbed area will be limited to that normally occurring during a small diameter pipe trenching job. Access to the north river bank will be along an existing gravel road, and a temporary gravel access road will be constructed on the south side. The gravel access road will be fully removed at the conclusion of the project, and all disturbed areas restored with seeding and mulch. The disturbed area for these improvements is approximately 0.76 acres. The project will be done by open cut trenching methods, and the excavated soil will be re-used as backfill in the trench. It is anticipated that excess soil will be minimal, but if encountered it will be removed from the site by the contractor, and disposed of in an approved location with all required permits to be acquired by the contractor. Erosion and sediment control measures will be used to limit erosion and contain sediment from the construction and cleared areas prior to the establishment of vegetation. Due to the confined work area space available near the river, the options for erosion and sediment control features were limited. CONTACT INFORMATION The Owner Point of Contact for this project will be: Doug March, P.E. Rivanna Water and Sewer Authority 695 Moores Creek Lane Charlottesville, VA 22902 434-977-2970 ext. 201 —office 434-996-7793—work cell dmarchrivanna.orq t 1 SOILS Three soil types exist on the project site. These soils have been identified and classed by the Natural Resources Conservation Service (NRCS), and are detailed below. 10— Buncombe Loamy Sand The Buncombe series soils, an excessively well-drained series, exist predominantly in floodplains and typically have a depth to the water table or restrictive features of over 80 inches. Buncombe series soils originate from sandy alluvium derived from igneous rock. 14D—Chester Loam The Chester series soils, a well-drained series, exist predominantly in hillslopes and typically have a depth to the water table or restrictive features of over 80 inches. Chester series soils originate from residuum weathered granite and gneiss. Slopes range from 15 to 25 percent. 88— Udorthents, Loamy Udorthents exist predominantly in interfluves and flood plains. They typically have a depth to the water table or restrictive features of over 80 inches. Udorthents soils originate from residuum weathered granite and gneiss. Slopes can range from 2 to 25 percent. ADJACENT AREAS Land use immediately surrounding the property consists primarily of rural woodland with some light residential development to the north. The property is bounded to the east by VDOT public R/W on Rte. 29 (major divided highway corridor). EROSION AND SEDIMENT CONTROL MEASURES A majority of the erosion and sediment control devices and measures have been designed and placed in accordance with the Virginia Erosion and Sediment Control Handbook (VESCH), Third Edition, 1992. If necessary, temporary measures will be used to limit erosion and contain sediment from cleared areas prior to the establishment of permanent vegetation. Once construction, including all structural measures, is complete and permanent vegetative cover has been established, these measures may be removed with approval from the engineer. Vegetative cover for disturbed areas will consist of grasses as recommended by the Virginia Erosion and Sediment Control Handbook. See the Plans and Specification Section 02911 — Seeding, Topsoiling, Fertilizing and Mulching. The temporary measures proposed for this improvement include silt fence, construction entrances, temporary seeding and mulching, construction road stabilization, check dams, utility stream crossing (cofferdam) and dewatering structures (filter box) measures as required. The above devices will filter sediment from runoff to prevent sediment from being deposited off-site, while the temporary seeding will limit erosion during construction activities. Permanent measures proposed include permanent seeding and mulching. See Specification Section 02370— Erosion and Sediment Control and Section 02911 —Seeding, Topsoiling, Fertilizing and Mulching for further details on these temporary and permanent measures. An additional temporary measure to be utilized is a modified mudtrap. A variance request has been included in the E&SC plan submittal, and will need approval from Albemarle County for it's use. The construction work area is extremely confining near the river bank, and beneficial results will be evident if the smaller footprint mudtrap device is allowed. Temporary Stabilization A majority of the temporary sediment and erosion control measures were designed and chosen based on criteria from the Virginia Erosion and Sediment Control Handbook (VESCH). Stabilization construction entrances/exits and silt fence are designed in accordance with the guidelines established in VESCH Sections 3.02 and 3.05. Temporary seeding measures were chosen as per the recommendations of VESCH Section 3.31. Permanent Stabilization Upon completion of the project, permanent vegetative plantings will be used to achieve stabilization of the site. All temporary erosion and sediment control measures will be removed once the site has been stabilized. All permanent vegetative plantings conform to those specified in the VESCH Section 3.32. See Specification Section 02911 — Seeding, Topsoiling, Fertilizing, and Mulching for the proposed seeding schedule. Erosion Control Sequence 1) No demolition, construction or land disturbance activities may begin until a pre-construction meeting has been held with the County, and all perimeter erosion control measures have been installed as per Contract Drawings. If clearing is required for installation of a particular measure, all other measures shown shall be installed first; clearing of the land necessary may then proceed. 2) Once all measures have been installed, the site shall be mobilized onto as necessary within the limits of disturbance as per the Contract Drawings. Efforts shall be made to minimize the amount of cleared area exposed at any given time. 3) Once mobilization is complete, any necessary topsoil stripping may begin. Topsoil shall be stockpiled on site in the stockpiling areas per the Contract Drawings. The stockpile shall receive such temporary seeding measures as may be required. Any soil taken offsite shall be stockpiled at locations with all required permits. If offsite location does not have all required permits, the contractor is responsible for obtaining any required permits. 4) Demolition, earthwork and construction operations may begin once topsoil has been removed and stockpiled. 5) Once perimeter erosion control measures are in place, construction activities for the water main relocation may begin. 6) All pipes shall be installed in accordance with standard construction techniques. Only the length of trench in which pipe can be installed per the Contract Documents shall be open at any time, with spoil material placed on the uphill side of the trench. Piping shall be capped at the end of each day's work to prevent sediment from entering. The trench shall be backfilled at the end of each day's work and the disturbed area seeded and mulched within seven (7) days of backfill. 7) Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not be at final grade but will remain dormant for longer than fourteen (14) days, except for that portion of the site on which work will be continuous beyond fourteen (14) days. 8) Once water main construction is complete, final seeding and mulching may begin. 9) Upon completion of final grading, permanent seeding, mulching and fertilizing measures shall be employed on all disturbed areas as per Section 02911 — Seeding, Topsoiling, Fertilizing, and Mulching. Permanent soil stabilization shall be applied within seven (7) days after final grade is reached on any portion of the site. All erosion control measures shall remain in place until the entire site has been stabilized. 10)Once permanent stabilization has occurred, temporary sediment control measures shall be removed. Any areas disturbed by the removal of these measures shall be returned as closely as possible to original condition and seeded, mulched and fertilized as per Specification Section 02911. Maintenance and Sediment Disposal All sediment and erosion control measures shall be inspected upon installation, at least once every fourteen (14) days and within 48 hours following any runoff-producing rainfall event. Repairs to, or replacement of, measures shall occur immediately if necessary and accumulated sediment removed as needed. Sediment shall be removed from all erosion control measures when the sediment storage volume of the measure has become 50% full. All removed sediment shall be disposed of in an approved manner at the stockpile location or a location to be designated by the Engineer or Owner. Steps shall be taken at the disposal site to insure that further sediment transport does not occur. All disturbed areas shall be permanently seeded as soon as possible, but in no case later than seven (7) calendar days after construction activities are complete. Areas shall be seeded, fertilized and mulched in accordance with the Seeding schedule in Section 02911 — Seeding, Topsoiling, Fertilizing and Mulching of the Specifications. STORMWATER ANALYSIS The proposed site, which disturbs less than one (1) acre of land, currently has no impervious area on it. The proposed project consists solely of relocation of buried waterline utility piping and appurtenances. There will be no additional impervious area created as a result of this project, therefore, new SWM features are not required. CRITICAL SLOPES Critical slopes, as defined by the County of Albemarle, are areas of topographic inclines that exceed a 25% slope. By definition, if these slopes exist naturally, no disturbance or impact are to be made to these slopes without approval by the County. Critical slopes may exist near the river banks on this site, however, the waterline relocation work will not permanently impact these slopes. The river banks will receive rip-rap armoring in the location of the relocated waterline. Appendices Appendix I — Maps (FIRM, Vicinity, Soils) Appendix II — Contract Drawings (Under Separate Cover) Appendix III —Specifications Section 02101 — Dewatering and Drainage Section 02230—Clearing and Grubbing Section 02315— Excavation and Backfill Section 02316— Fill and Granular Fill Materials Section 02370 — Erosion and Sediment Control Section 02511 — Ductile Iron Pipe and Fittings for Water Section 02512—Copper Pipe and Tubing Section 02513—Valves, Hydrants, and Appurtenances Section 02514—Water Piping Specialties Section 02515—Water Piping Installation Section 02516 - Water Pipe Testing Section 02910—Seeding, Topsoiling, Fertilizing and Mulching Appendix A—Approved Products List Appendix B—Standard Details and Modified Mud Trap Calcs Appendix I Maps (FIRM, Vicinity, Soils) . v6 o u a52.-5 a EFAEE MH O ge II m•r cO u l C7 Q - i 5 Q t a WomN' •upa LoY b. 111111 1« H t. LaJII 0 q5c.,ON1'T W UO . 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M a M a K u) u) co in N u) e a < E � �— 90 0 . 0 •Al 4( 0 ► > 4- ; . 0 . 4« 'It 1 T Custom Soil Resource Report Map Unit Legend Albemarle Count.Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 10 Buncombe loamy sand 5.9 23.6% 14D Chester loam, 15 to 25 percent 5.3 21.2% slopes 19C Cullen loam,7 to 15 percent 1.4 5.5% slopes 27C Elioak loam,7 to 15 percent 0.8 3.3% slopes 34D Glenelg loam, 15 to 25 percent 4.0 15.8% slopes 34E Glenelg loam,25 to 45 percent 0.0 0.1% slopes 66E Parker very stony loam,25 to 45 1.4 5.7% percent slopes 76 Riverview loam 0.2 0.9% 88 Udorthents,loamy 4.7 18.6% W Water 1.3 5.1% Totals for Area of Interest 25.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the sods or miscellaneous areas in the survey area.The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena.Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. 8 Appendix II Contract Drawings (Under Separate Cover) i Appendix III Specifications RivANNA North Fork Rivanna • • River WATER & SEWER AUTHORITY ALBEMARLE COUNTY,VIRGINIA \Xa t e r MIain Repair TECHNICAL SPECIFICATIONS RFB No. if* cbai GARY WAYNE FERN5:* A Lie, No. 048914 3/z,yeas 4'4+,l ONLL 1.** 100% SUBMITTAL MARCH 2015 1 J 15 100 YEARS 2015 t r UU Kraft Drive, Suite 1200 F I l';hurg. Virginia 24060 North Fork Rivanna River Water Main Replacement Project Table of Contents RIVANNA WATER& SEWER AUTHORITY ALBEMARLE COUNTY, VIRGINIA NORTH FORK RIVANNA RIVER WATER MAIN REPAIR March 24, 2015 TABLE OF CONTENTS DIVISION 02 EXISTING CONDITIONS 02101 Dewatering and Drainage 02230 Clearing and Grubbing 02315 Excavation and Backfill 02316 Fill and Granular Fill Materials 02370 Erosion and Sediment Control 02511 Ductile Iron Pipe and Fittings for Water 02512 Copper Pipe and Tubing 02513 Valves, Hydrants, and Appurtenances 02514 Water Piping Specialties 02515 Water Piping Installation 02516 Water Pipe Testing 02911 Seeding, Topsoiling, Fertilizing, and Mulching DIVISION 03 CONCRETE 03300 Cast-in-Place Concrete APPENDIX A APPROVED PRODUCTS LIST APPENDIX B STANDARD DETAILS CONTRACT DRAWINGS (Bound Separately) 1. Title Sheet 2. Erosion& Sediment Control and Details 3. Plan and Profile Sta. 10+00 to Sta. 13+25 4. Construction Access& Easements N:\46601-014\Engineering\Design\Contract_Documents\Specifications\Table of Contents.doc 03/24/15 TC-1 North Fork Rivanna River Water Main Repair Dewatering and Drainage SECTION 02101 DEWATERING AND DRAINAGE PART 1 - GENERAL 1.00 STATUTORY REQUIREMENTS A. Obtain and pay for all permits required for temporary dewatering and drainage systems. B. Original permits shall be prominently displayed on the site prior to constructing dewatering and drainage systems. 1.01 SCOPE OF WORK A. Furnish, install, operate, monitor, maintain, and remove temporary dewatering and drainage systems as required to lower and maintain groundwater levels below sub- grades of excavations and trenches. Prevent surface water runoff from entering or accumulating in excavations and trenches. B. Collect and properly dispose of all discharge water from dewatering and drainage systems in accordance with state and local requirements and permits. C. Repair damage caused by dewatering and drainage system operations. D. Remove temporary dewatering and drainage systems when no longer needed. Restore all disturbed areas. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. B. Section 02370, Erosion and Sediment Control. PART 2 -PRODUCTS (Not Used) N:\46601-014\Engineering\Design\Contract_Documents\.Specifications\02101_Dewatering_and_Drainage.doc 03/24/15 02101-1 North Fork Rivanna River Water Main Repair Dewatering and Drainage PART 3 - EXECUTION 3.01 GENERAL A. Control surface water and groundwater such that excavation to final grade is made in-the-dry, and bearing soils are maintained undisturbed. Prevent softening, or instability of, or disturbance to, the sub-grade due to water seepage. B. Provide adequate protection against flotation for all work. C. The anticipated subsurface soil/water conditions shall be considered when selecting methods of excavation and temporary dewatering and drainage systems. Where groundwater levels are above the proposed bottoms of excavations, a pumped dewatering system shall be evaluated for pre-drainage of the soils prior to excavation to final grade and for maintenance of the lowered groundwater level until construction has been completed to such an extent that the foundation, structure, pipe, or fill will not be floated or otherwise damaged. Type of dewatering system, spacing of dewatering units, and other details of the work are expected to vary with soil/water conditions at a particular location. Excavation support system designs shall be prepared by a licensed Professional Engineer registered in the Commonwealth of Virginia. 3.02 SURFACE WATER CONTROL A. Control surface water runoff to prevent flow into excavations. Provide temporary measures such as dikes, ditches, and sumps. 3.03 EXCAVATION DEWATERING A. Provide and maintain adequate equipment and facilities to promptly remove and properly dispose of all water entering excavations. Excavations shall be kept in- the-dry, so as to maintain an undisturbed sub-grade condition throughout construction below grade, including backfill and fill placement. B. Pipe shall not be installed in water or be allowed to be submerged prior to backfilling. Pipe that becomes submerged shall be removed and the excavation dewatered and restored to proper conditions prior to reinstalling the pipe. C. Dewatering and drainage operations shall at all times be conducted in such a manner as to preserve the natural, undisturbed bearing capacity of the sub-grade at the bottom of the excavation. If the sub-grade becomes disturbed for any reason, the unsuitable sub-grade material shall be removed and replaced with compacted granular fill to restore the bearing capacity of the sub-grade to its original undisturbed condition. Costs of such removal and restoration shall be the responsibility of the Contractor. N:\46601-014\Engineering\Design\Contract_Documents\Specifications\02101_Dewatering_and_Drainage.doc 03/24/15 02101-2 • • North Fork Rivanna River Water Main Repair Dewatering and Drainage D. Dewatering and drainage operations shall be conducted in a manner that does not cause loss of ground or disturbance to the pipe bedding or soil that supports overlying or adjacent structures. E. Provide diesel or gasoline powered standby pumping units ready for immediate use to serve the system in case of failure of normal pumping units. F. The Contractor shall prevent flotation by maintaining a positive and continuous operation of the dewatering system. The Contractor shall be fully responsible and liable for all damages that may result in failure of this system. G. The Contractor shall take all necessary precautions to preclude the accidental discharge of fuel, oil, etc., in order to prevent adverse effects on groundwater or surface water quality. H. If for any reason the dewatering system is found to be inadequate to meet the requirements set forth herein, the Contractor shall at his own expense make such additions, changes and/or replacements as necessary to provide a satisfactory dewatering system. I. Removal of dewatering equipment shall be accomplished after the system is no longer required. The Contractor shall remove the material and equipment constituting the system. 3.04 DISPOSAL OF DRAINAGE A. All water discharged from temporary dewatering and drainage systems shall be disposed of in accordance with the sediment and erosion control plan and as specified in Section 02370 Erosion and Sediment Control. END OF SECTION N:46601-014\Engineering\Design\Contract_Documents\Specifications\02101_Dewatering_and_Drainage.doc 03/24/15 02101-3 North Fork Rivanna River Water Main Repair Clearing and Grubbing SECTION 02230 CLEARING AND GRUBBING PART 1 - GENERAL 1.01 SCOPE OF WORK A. Contractor shall provide all labor, equipment, materials, and incidentals necessary to perform all clearing and grubbing within the limits of work as shown on the Drawings and specified herein. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. B. Section 02370, Erosion and Sediment Control. C. Section 02911, Seeding, Topsoiling, Fertilizing, and Mulching. PART 2 - PRODUCTS (Not Used) PART 3 -EXECUTION 3.01 CLEARING A. The area to be cleared and grubbed shall be completely cleared of all timber, brush, stumps, roots, grass, weeds, rubbish, and all other objectionable obstructions resting on or protruding through the surface of the ground. Clearing operations shall be conducted so as to 1) prevent damage to existing structures and installations, and to those under construction, and 2) provide for the safety of employees and others. B. Minimize damage to trees outside construction limits and preserve as specified hereinafter. 3.02 GRUBBING A. Grubbing shall consist of the complete removal of all stumps, roots larger than 1- 1/2 inches in diameter, matted roots, brush, timber, logs, concrete rubble, and all other debris encountered. All depressions excavated below the original ground surface for or by the removal of such objects shall be refilled with suitable materials and compacted to a density conforming to the surrounding ground surface. N:\46601-014\EngincerineDesign\Contract_Documents\Specifications`02230_Clearing_and_Grubbing.doc 03/24/15 02230-1 North Fork Rivanna River Water Main Repair Clearing and Grubbing 3.03 DISPOSAL OF CLEARED AND GRUBBED MATERIAL A. The Contractor shall dispose of all material and debris from the clearing and grubbing operation by hauling such material and debris away to an approved dump. Disposal by burning or burial will not be permitted. 3.04 PRESERVATION OF TREES A. Trees beyond construction limits shall be carefully protected from damage. The Contractor shall erect such barricades, guards, and enclosures he may consider necessary for the protection of the trees during all construction operations. Materials and equipment shall be maintained beyond the drip lines of such trees to the extent practicable. Where required, cut back limbs and branches to preserve trees and paint with an approved tree wound paint. 3.05 PRESERVATION OF DEVELOPED PRIVATE PROPERTY A. The Contractor shall exercise extreme care to avoid unnecessary disturbance of adjacent private property. Trees, shrubbery, gardens, lawn, and other landscaping damaged by the Contractor beyond the construction limits shall be restored to pre- construction conditions. B. All soil preparation procedures and replanting operations shall be performed under the supervision of a licensed nurseryman approved by the Owner. END OF SECTION N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02230_Clearing_and_Grubbing.doc 03/24/15 02230-2 North Fork Rivanna River Water Main Repair Excavation and Backfill SECTION 02315 EXCAVATION AND BACKFILL PART 1 - GENERAL 1.00 STATUTORY REQUIREMENTS A. All excavation, trenching, sheeting, bracing, etc., shall comply with the requirements of OSHA excavation safety standards (29 CFR Part 1926 Subpart P Excavations) and any State and local requirements. Where conflict between OSHA, State, and local regulations exists, the most stringent requirements shall apply. 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required and perform all excavation work and grading; place and compact backfill and fill; and dispose of unsuitable waste and surplus materials as specified herein. B. Provide the services of a licensed Professional Engineer, registered in the Commonwealth of Virginia, to prepare temporary excavation support system designs and to inspect the installed temporary support systems. C. Furnish and install temporary excavation support systems, including sheeting, shoring, and bracing, to insure the safety of personnel and protect adjacent structures, piping, etc., in accordance with federal, state and local laws, regulations, and requirements. 1.02 RELATED WORK A. Section 02101, Dewatering and Drainage. B. Section 02230, Clearing and Grubbing. C. Section 02316, Fill and Granular Fill Materials. D. Section 02370, Erosion and Sediment Control. E. Section 02911, Seeding, Topsoiling, Fertilizing, and Mulching. 1.03 SUBMITTALS A. Test reports of compaction testing on embankment, fill, and backfill materials shall be submitted directly to the Owner with copies to Contractor. N:\46601-014\Engineering\Design'Contract_Documents\Specifications'A2315_Excavation_and_Backfill.doc 03/24/15 02315-1 North Fork Rivanna River Water Main Repair Excavation and Backfill 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials(ASTM). 1. ASTM D698 - Test Method for Laboratory Compaction Characteristics of Soils Using Standard Efforts. 2. ASTM D1557 - Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort. B. Virginia Department of Transportation(VDOT). 1. Road and Bridge Specifications. C. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A. Excavation support system designs shall be prepared by a licensed Professional Engineer registered in the Commonwealth of Virginia. B. Materials will be tested and observed as described in the following paragraphs. Free access to the work for selection of test materials, testing, and observations shall be granted to the independent testing laboratory. 1. Materials used in the work shall be tested by a certified independent testing laboratory engaged by the Contractor to verify conformance with the requirements of these Specifications. 2. Testing methods shall comply with the latest applicable ASTM or VDOT Standards specified. 3. During the placement of bedding and backfill, the soils testing laboratory shall perform in-place soil density testing to confirm that bedding and backfill material has been compacted in accordance with the requirements of this Section. The Owner may designate areas where soil density testing will not be required. a. It shall be required that a minimum of one (1) compaction test for each of three depth locations will be conducted on trench backfill and in three locations of the project; one on the north-side river bank, one on the south- side river bank, and one under the Route 29 southbound bridge, for a total of nine compaction tests. The Contractor shall bear the expense of all compaction tests. The precise location of tests may be selected in the field by the Owner's RPR and will not necessarily be limited to regular intervals. W6601-014\EngineerineDesign�Contract_Documents\Specifications`+02315_Excavation_and_Backfill.doc 03/24/15 02315-2 North Fork Rivanna River Water Main Repair Excavation and Backfill b. The results of all compaction tests shall be submitted to the Owner for review and approval prior to acceptance of construction. If the tests indicate the required density has not been obtained, the Contractor shall remove, replace and recompact the material to the specified density. Fail- ure of any compaction tests may result in additional compaction tests being required. c. For trenches within paved areas of VDOT roadways, Contractor shall submit compaction testing results to VDOT personnel and comply with Land Use Permit requirements as applicable. 4. Materials that have been previously tested may be subjected to further testing from time to time and may be rejected if it is determined that they do not conform to the requirements of these Specifications. Rejected materials shall be removed from the Work immediately when so directed by the Owner, notwithstanding the results of previous testing. 1.06 PROJECT/SITE CONDITIONS A. Existing structures. The Drawings may show certain surface and underground structures adjacent to the Work. This information has been obtained from existing records. It is not guaranteed to be correct or complete and is shown for the convenience of the Contractor. Contractor shall explore ahead of the required excavation to determine the exact location of all structures. They shall be supported and protected from damage by Contractor. If they are broken or damaged by Contractor, Contractor shall restore them immediately at their expense. B. Existing utilities. 1. It shall be the responsibility of the Contractor to conduct the Work in such a manner as to avoid damage to, or interference with, any utility services. The Contractor is responsible for providing temporary supports for any utility that may be affected by its work. If any damage, interference, or interruption of service occurs as a result of its work, it shall be the Contractor's responsibility to promptly notify the Owner and utility owner of the occurrence and to repair, or cause to be repaired, the damage immediately, at Contractor's expense, and to the satisfaction of the Owner and the owner of the utility. 2. It shall be the Contractor's responsibility to uncover and expose the location of all service connections to avoid damage or interruption of service. If damage occurs, the Contractor shall make the necessary repairs in accordance with the above requirements. N:k16601-014\Engineering\Design\Contract_Documents\Specifications`02315_Excavation_and_Backfill.doc 03/24/15 02315-3 North Fork Rivanna River Water Main Repair Excavation and Backfill 1 3. It is the responsibility of the Contractor to determine in advance of beginning the construction effort the exact location of all utilities, and the affect they will have on the Work. Contractor shall contact "Miss Utility" prior to starting work, allowing for the 2-working day marking period in accordance with the Underground Utility Damage Prevention Act. All costs related to identification of utility location shall be the responsibility of the Contractor. 1. Do not interrupt existing utilities serving facilities occupied and used by the Owner or others, except when permitted in writing by the Owner and then only after acceptable temporary utility services have been provided. 2. Demolish and completely remove from site the existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active. C. If conditions vary with those described in the Contract Documents or Supplemental Project Information, are encountered during construction, immediately notify the Owner in accordance with the requirements of the General Conditions. 1.07 DEFINITIONS A. Where the phrase "in-the-dry" is used in this Section, it shall be defined to mean a soil sub- grade that is stable with no ponded water, mud, or muck, and is able to support construction equipment without rutting or disturbance. B. Where used in this Section, "structures" refers to all buildings, bridges, wet wells, manholes, and below- grade vaults. PART 2-PRODUCTS 2.01 GENERAL A. Fill materials designated for use in this Section are specified in Section 02316 Fill and Granular Fill Materials. B. Filter fabric shall conform to the requirements of Standard and Specification 3.05 Silt Fence, of the Virginia Erosion and Sediment Control Handbook, latest edition. C. High strength geotextile fabric. 1. Geotextile fabric shall conform to the following requirements. a. Minimum tensile strength of 360 lbs. per ASTM D4632. b. Minimum puncture strength of 150 lbs. per ASTM D4833. N:\46601-014\Engineering\Design\Contract_Documents\Specifications\02315_Excavation_and_BackfilLdoc 03/24/15 02315-4 North Fork Rivanna River Water Main Repair Excavation and Backfill c. Apparent opening size to be equal to or greater than the U.S. Standard Sieve No. 40 per ASTM D4751. d. Fabric material shall be woven polypropylene or polyester. e. High strength geotextile fabric shall be LINQ Industrial Fabrics, Inc., GTF 375N, or approved equal. PART 3 - EXECUTION 3.01 PREPARATION A. Contact "Miss Utility" before beginning excavations and allow required time for marking. Before excavating within 20 feet of utility poles and gas lines, and after pipeline stake out, coordinate construction with the appropriate utility company. Immediately notify the Owner of any conflict of new Work with existing utilities that may require relocation of new Work or of existing utilities. All necessary support of utility poles shall be the sole responsibility of the Contractor at no additional expense to the Owner. B. Prior to excavation, other utilities and underground facilities shall be located to confirm location, proper depth, and clearances. Care shall be taken in excavating to prevent damage to underground structures, utilities, and adjacent structures and properties. When approaching and crossing such installations, a combination of installation methods may be used. Trenching equipment shall not be used within 2 feet of existing utilities and within the distances from existing structures indicated on the plans. C. Test holes. 1. Perform exploratory excavation work (test holes) for the purpose of verifying the location of underground utilities and structures and to check for unknown utilities and structures, prior to commencing excavation work. Contractor shall immediately notify the Owner if such exploratory work yields information that may alter the design or installation of the pipeline. 2. Test holes shall be backfilled as soon as the desired information has been obtained. Backfilled surfaces shall be stabilized in accordance with approved erosion and sediment control plans. Test holes in asphalt pavement shall be patched with a thickness equal to existing adjacent pavement. D. Dewatering and drainage systems. 1. Temporary dewatering and drainage systems shall be in place and operational prior to beginning excavation work. N:\46601-014\Engineering\Design\Contract_Documents\Specifications902315_Excavation_and_Backfill.doc 03/24/15 02315-5 ' North Fork Rivanna River Water Main Repair Excavation and Backfill 3.02 EXCAVATION SUPPORT A. Furnish, install, monitor, and maintain excavation support (e.g., shoring, sheeting, bracing, trench boxes, etc.) as required by Federal, State, or local laws, ordinances, regulations, and safety requirements. Support the sides of excavation to prevent any movement which could in any way reduce the width of the excavation below that necessary for proper construction and protect adjacent structures from undermining, settlement, or other damage. Take care to prevent the formation of voids outside of sheeting. If voids occur behind sheeting, immediately backfill and compact the voids with common fill material. Voids in locations that cannot be properly compacted upon backfilling shall be filled with 2000 psi concrete or flowable fill. B. Install excavation supports outside the neat lines of foundations. Supports shall be plumb and securely braced and tied in position. Excavation support shall be adequate to withstand all pressures to which the supports will be subjected. Any movement or bulging of supports shall be corrected to provide the necessary clearances, dimensions, and structural integrity. C. Excavation supports left in place. 1. Excavation supports are required to remain in place if installed below the foundation and within a zone extending from the edge of the foundation and then outward and downward at 1 H:1 V below the pipe spring line, or as specified on the Drawings. 2. The Owner may direct that certain excavation supports remain in place, or be cut off at any specific elevation. If the Contractor believes that such a directive increases Contractor's cost and would thereby entitle Contractor to a change in contract cost, Contractor shall notify the Owner in accordance with the applicable article(s) in the Contract General Conditions pertaining to changes in the Work. 3. The right of the Owner to direct that certain excavation supports remain in place shall not be construed as creating any obligation to give such direction, nor shall failure to give such direction relieve the Contractor from liability for damages to persons or property occurring from or upon the work occasioned by negligence, or otherwise growing out of a failure on the part of the Contractor to leave in place sufficient excavation supports to prevent any movement of the ground or damage to adjacent structures. D. Excavation supports shall be carefully removed in such manner so as not to endanger the Work or other adjacent structures, utilities, or property. All voids left or caused by withdrawal of supports shall be filled with flowable fill. E. Excavation support systems shall be inspected during and after installation and monthly thereafter by the support system design engineer. The support system design engineer N:W6601-014\Engineering\Design\ContTact_Documents\Specifications'A2315_Excavation_and_Backfill.doc 03/24/15 02315-6 • North Fork Rivanna River Water Main Repair Excavation and Backfill shall submit a written report to the Contractor for each inspection describing recommendations, if any. 3.03 EXCAVATION BELOW GRADE A. If the bottom of any excavation is taken out below the limits shown on the Drawings, it shall be refilled with 4-inch layers of compacted granular fill or other material approved by the Owner. B. If the sub-grade is damaged by water, remove the unsuitable material and replace it with compacted granular fill or other approved material at Contractor's own expense so that the condition of the sub-grade meets with the approval of the Owner before any work is placed thereon. C. If, in the opinion of the Owner, the material, in its undisturbed natural condition at or below the normal grade of the excavation as indicated on the Drawings, is unsuitable for the work being performed, it shall be removed to such depth and width as directed and be replaced with suitable material for which compensation will be made at the unit prices established in the Contract. 3.04 STRUCTURE EXCAVATION A. Excavation shall be made to the grades shown on the Drawings and to such widths as will give suitable room for construction of the structures for bracing, shoring, and dewatering. The bottom of the excavations shall be rendered firm and dry and in all respects acceptable to the Owner. B. Excavation and dewatering shall be accomplished by methods that preserve the undisturbed state of sub-grade soils. Exposed soil and rock sub-grades shall be proof rolled with at least two coverages of the compaction equipment. Sub-grade soils that become soft, loose, "quick," or otherwise unsatisfactory for support of structures as a result of inadequate excavation dewatering, proof rolling, or other construction methods shall be removed and replaced by granular fill at the Contractor's expense. C. Dewatering shall be such as to prevent boiling or detrimental under-seepage at the base of the excavation as specified herein. D. Excavation equipment shall be satisfactory for carrying out the Work in accordance with the requirements specified. In no case shall the earth be plowed, scraped, or dug with machinery so near to the finished sub-grade as to result in excavation of or disturbance of material below grade. Equipment used for excavation to final sub-grade shall furnish an undisturbed sub-grade surface. E. During final excavation to sub-grade level, take whatever precautions are required to prevent disturbance and remolding. Material that has become softened and mixed with N:k16601-014\Engineering\Design\Contract_Documents\Specifications\02315_Excavation_and_Backfill.doc 03/24/15 02315-7 4 4 North Fork Rivanna River Water Main Repair Excavation and Backfill water shall be removed. Hand excavation of the final 3 to 6 inches may be required to obtain a satisfactory undisturbed bottom. The Owner will be the sole judge as to whether the work has been accomplished satisfactorily. 3.05 EXCAVATION AND BACKFILLING FOR UNDERSLAB TRENCHES A. Excavation for all pipelines beneath structures shall be carried out with the excavating equipment operating from above the sub-grade for the structure. The excavation shall be carried out in-the-dry and in a manner that will preserve the undisturbed state of the sub- grade soils. The excavations may be completed with shoring and bracing at the Contractor's option with no additional cost to the Owner. 3.06 TRENCH EXCAVATION AND BACKFILLING A. Excavation for all trenches required for the installation of pipes shall be made to the depths indicated on the Drawings and in such a manner and to such widths as will give suitable room for laying the pipe within the trench, for bracing and shoring, and dewatering. Render the bottom of the excavations firm and dry and in all respects acceptable to the Owner. Pavement, when encountered, shall be cut along straight lines before excavating. All excavations in concrete shall be precut in neat straight lines with a pavement breaker or saw. In sidewalks the excavation shall be a minimum of one "block" in size. If the sidewalk is combined with the curb, the curbing shall also be removed. B. Rock shall be removed to a minimum 6-inch clearance around the bottom and 12-inch minimum clearance on the sides of all pipe being laid. C. Excavation of earth material below the bottom of a trench shield shall not exceed the limits established by ordinances, codes, laws, and regulations. 1. When using a trench shield for installing rigid pipe, any portion of the shield extending below mid-diameter shall be raised above this point prior to moving the shield ahead to install the next pipe. 2. When using a trench shield for installing flexible pipe (PVC, PE, etc.), the bottom of the shield shall not extend below mid-diameter at any time. 3. When a shield is removed or moved ahead, extreme care shall be taken to prevent the movement of pipe or the disturbance of the pipe bedding. Pipe that has been disturbed shall be removed and reinstalled at Contractor's own expense. D. Where pipelines are to be constructed in fill areas, all fill material to a level 2 feet above the "top of pipe" elevation shall be placed and compacted to 95 percent dry density as determined by ASTM D698 prior to excavating pipe trench. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02315_Excavation_and_Backfill.doc 03/24/15 02315-8 North Fork Rivanna River Water Main Repair Excavation and Backfill E. Backfill excavations as promptly as work permits, removing bracing and shoring as backfilling progresses. F. Where the pipes are laid in unpaved areas, initial backfill as noted on the Detail Drawings shall be placed and compacted in 6-inch lifts to a minimum depth of 24 inches above top of pipe. Compaction shall be to 95 percent of maximum dry density as determined by ASTM D698. Pipe bedding shall be as shown on the Detail Drawings. G. In unpaved areas, the remainder of the trench shall be filled with common fill in lifts not to exceed 1 foot and thoroughly compacted by rolling or tamping to prevent subsequent settling. The top 1-foot lift shall be common fill. The backfill shall be mounded 3 inches above the existing grade or as directed. Wherever a loam or gravel surface exists prior to excavation, it shall be removed, conserved, and replaced to the full original depth as part of the Work. In some areas it may be necessary to remove excess material during the clean-up process so that the ground may be restored to its original level and condition. If storage of loam, gravel, or topsoil is not preferred, replace it with material of equal quality and in equal quantity at Contractor's own expense. Compaction shall be to 95 percent of maximum dry density as determined by ASTM D698. H. Where the pipes are laid in streets or other paved areas within the VDOT right-of-way, the trench shall be backfilled, from the spring line of the pipe, with VDOT #21 B crushed stone in 6 inch lifts thoroughly compacted by rolling or tamping. Compaction shall be to 95 percent of maximum dry density as determined by ASTM D698. I. Where the pipes are laid in streets or other paved areas within the VDOT right-of-way, a temporary gravel surface may be placed for a maximum of 5 days, but not extending over a weekend or holiday. At the end of each work week, Contractor shall replace the temporary gravel with a temporary pavement patch, or the final pavement surface. J. Where shown on the plans, along the length of the pipeline, construct impervious dams or bulkheads of clay or concrete in the trench bottom at 300-foot intervals or at manholes and structures, whichever is less, to obstruct the free flow of groundwater after construction is completed. Install impervious dams at all points where a pipe trench enters an excavated area where a permanent under-drain system is installed. 3.07 MISCELLANEOUS EXCAVATION A. Perform all miscellaneous excavations as required to complete the Work. Make all excavations necessary to permit the placing of loam and plants, for constructing roadways, and any other miscellaneous earth excavation required under the Contract. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02315_Excavation_and_Backfill.doc 03/24/15 02315-9 North Fork Rivanna River Water Main Repair Excavation and Backfill 3.08 ROCK AND BOULDER EXCAVATION AND DISPOSAL A. Blasting will not be permitted. B. If rock excavation is classified for purposes of payment, the Owner must approve all rock excavation and processes prior to any rock excavation. C. Rock excavation may be performed by jack hammering, expansive chemical splitting, or other similar processes. D. Fragmented rock with dimensions not exceeding 4 inches in any direction may be mixed with common fill and used as common fill in accordance with Section 02316 Fill and Granular Fill Materials. Unused rock and boulders shall be removed and disposed of off- site. E. If rock excavation is classified for purposes of payment, rock shall be defined as material in beds, ledges, unstratified masses, and conglomerate deposits and boulders of rock material exceeding 1 cu. yd. that cannot be removed by rock excavating equipment equivalent to the following in size and performance ratings, without systematic drilling, ripping, or blasting: 1. Late-model, loader/backhoe; equipped with a 12-18 inch wide, short-tip-radius rock bucket; rated at not less than 90-hp flywheel power with bucket-curling force of not less than 12,500 lbf and dipper dig force of not less than 8,000 lbf;measured according to SAE J-1179. 3.09 DISPOSAL OF SURPLUS MATERIAL A. Excess excavated materials shall be removed from the site and disposed of in accordance with local, state, and federal regulations. Materials shall be neatly piled so as to inconvenience as little as possible the public and adjoining property owners until used or otherwise disposed of as specified below. Erosion and sediment control measures shall be installed in accordance with Section 02370 Erosion and Sediment Control as appropriate. B. Suitable excavated material meeting the requirements of Section 02316 Fill and Granular Fill Materials may be used for fill embankments or backfill on the Work as required. C. Surplus materials shall become the property of the Contractor and shall be removed and disposed off site. N:k16601-014\Engineering\Design\Contract_Documents\Specifications`02315_Excavation_and_Backfill.doc 03/24/15 02315-10 North Fork Rivanna River Water Main Repair Excavation and Backfill 3.10 GRADING A. Grading in preparation for placing of loam, planting areas, paved walks and drives, and appurtenances shall be performed in all places that are indicated on the Drawings, to the lines, grades, and elevations shown, and shall be performed in such a manner that the requirements for formation of embankments can be followed. All material encountered, of whatever nature within the limits indicated, shall be removed and disposed of in accordance with these specifications. During the process of grading, the sub-grade shall be maintained in such condition that it will be well drained at all times. B. If at the time of grading it is not possible to place any material in its final location, it shall be stockpiled in approved areas for later use. No extra payment will be made for the stockpiling or double handling of excavated material. C. The Owner reserves the right to make minor adjustments or revisions in lines or grades if found necessary as the Work progresses. D. Stones or rock fragments larger than 4 inches in their greatest dimension will not be permitted and shall be removed from the site. E. In cuts, all loose or protruding rocks on the bank slopes shall be barred loose or otherwise removed to line or finished grade of slope. All cut and fill slopes shall be uniformly dressed to the slope, cross section, and alignment shown on the Drawings. 3.11 RIPRAP FOR SLOPE STABILIZATION A. Prepare sub-grade for riprap. Remove vegetation, brush, tree stumps, or other objectionable material. Cut or fill to the required lines and grades. Any fills required shall be of the same type as and compacted to a density approximating that of the surrounding undisturbed material. B. Before installing riprap, install geotextile filter fabric as shown on the Drawings and in accordance with the geotextile manufacturer's instructions. C. Place riprap as soon as practicable after embankment construction. Limit lag between placement of embankment and riprap protection to the least time possible, and prevent mixture of soil with riprap material. D. Place riprap and geotextile bedding as shown on the Drawings and in conformance to the requirements of VDOT Road and Bridge Specifications Section 414 - Riprap. Geotextile bedding shall be in conformance with high strength geotextile fabric specified in this section. Place stones so that the weight of the stones is carried by the underlying material and not by the adjacent stones. Place large stones at the bottom of the slope. Fill spaces between stones with spalls of suitable size to construct a solid, stable slope, free from large voids and defects. END OF SECTION N:\46601-014\Engineering\Design\Contract_DocumentsSpecifications\02315_Excavation_and_Backfill.doc 03/24/15 02315-11 North Fork Rivanna River Water Main Repair Fill and Granular Fill Materials SECTION 02316 FILL AND GRANULAR FILL MATERIALS PART 1 - GENERAL 1.01 DESCRIPTION A. Granular fill materials are specified in this Section, but their use for bedding pipe, replacement of unsuitable materials, cushion in ledge excavation, pavement base, foundation support, fill and backfill, and similar uses are specified in detail elsewhere. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. 1.03 SUBMITTALS A. At least five(5)working days prior to the date of anticipated use of any backfill or fill material, Contractor shall supply material for testing. 1.04 REFERENCE STANDARDS A. American Association of State Highway&Transportation Officials(AASHTO). 1. Standard Specifications for Transportation Materials and Methods of Sampling and Testing. B. American Society for Testing and Materials(ASTM). 1. Standard Specifications as referenced. C. Virginia Department of Transportation(VDOT). 1. Road and Bridge Specifications. 2. Materials Division, Virginia Test Methods(VTM). PART 2 PRODUCTS 2.01 MATERIALS A. Riprap shall conform to VDOT Road and Bridge Specifications Section 414. /4:W6601-014\Engineering\Design\Contract_Documents\Specifications\02316_Fili_and_Granular_Fill_Materials.doc 03/24/15 02316-1 Ali • , North Fork Rivanna River Water Main Repair Fill and Granular Fill Materials B. Gravel or crushed stone shall be open-graded coarse aggregate with clean, hard, tough, and durable pieces free from adherent coatings and deleterious amounts of friable, thin, elongated, or laminated pieces, soluble salts, or organic materials. Coarse aggregate shall conform to VDOT Road and Bridge Specifications Section 203 and the following requirements. 1. VDOT No. 57: Grade B or better stone conforming to the following gradation when tested in accordance with AASHTO T27. Sieve % Passing by Weight 1-1/2" Min. 100 1" 95 ±5 1/2" 43 ± 17 No.4 Max. 7 No. 8 Max. 3 2. VDOT No. 68: Grade B or better stone conforming to the following gradation when tested in accordance with AASHTO T27. Sieve % Passing by Weight 1" Min. 100 3/4" 95 ±5 3/8" 48± 17 No.4 Max. 20 No. 8 Max. 8 No. 16 Max. 5 3. VDOT No. 1: Grade B or better stone conforming to the following gradation when tested in accordance with AASHTO T27. Sieve % Passing by Weight 4" Min. 100 3-1/2" 95±5 2-1/2" 43 ± 17 1-1/2" Max. 15 3/4" Max. 5 N:kt6601-014\Engineering\DesignContract Documents\Specifications02316_Fill_and_Granular_Fill_Materials.doc 03/24/15 02316-2 North Fork Rivanna River Water Main Repair Fill and Granular Fill Materials C. VDOT No. 25: Crusher run aggregate shall be crushed from stone, slag or gravel, and shall contain all of the sizes produced when the original aggregate is reduced through a series of crushers to the maximum size specified. The material shall conform to the following gradation when tested in accordance with AASHTO T27. Sieve % Passing by Weight 1-1/2" Min. 100 3/4" 95±5 No.4 32± 18 D. Fine aggregate shall be crushed from Grade A stone or gravel and shall conform to the requirements of VDOT Road and Bridge Specifications Section 202, Grading F or G. The material shall conform to the following gradations when tested in accordance with AASHTO T27. Sieve Grading F Grading G % Passing by Weight % Passing by Weight 3/8" 100 100 No.4 92±8 No. 8 80±20 _ No. 16 62±22 70±30 No. 30 39± 19 50±35 _ No. 50 Max. 26 Max. 26 No. 100 Max. 10 Max. 10 No. 200 Max. 7 Max. 5 E. VDOT 21B: Structural fill shall consist of gravel stone or slag screenings; fine aggregate and crushed coarse aggregate; sand-clay-gravel mixtures; or combinations of these materials. It shall be free of organic material, loam, wood, trash, snow, ice, frozen soil, and other objectionable material and shall conform to the following requirements: Sieve % Passing by Weight 2" 100 1" 85 to 95 3/8" 50 to 69 No. 10 20 to 36 No.40 9 to 19 No. 200 4 to 7 N:\46601-014\Engineering\Design\Contract_Documents4Specifications\02316_Fill_and_Granular_Fill_Materials.doc 03/24/15 02316-3 North Fork Rivanna River Water Main Repair Fill and Granular Fill Materials F. Screened gravel shall be hard, durable, rounded, or sub-angular particles of proper size and gradation and shall be free from sand, loam, clay, excess fines, and other deleterious materials. Screened gravel shall be graded within the following limits: Sieve % Finer by Size Weight 5/8" 100 1/2" 40 to 100 3/8" 15 to 45 No. 10 Oto 5 G. Common fill shall consist of uniformly graded mineral soil, substantially free of clay, organic material, loam, wood, trash, snow, ice, frozen soil, and other objectionable material which may be compressible, or which cannot be compacted properly. Common fill shall not contain rocks larger than 4 inches in any dimension, broken concrete, masonry, rubble, asphalt pavement, or other similar materials. 1. Common fill shall have a maximum 75 percent passing the No. 40 sieve and a maximum of 20 percent passing the 200 sieve. 2. Soft, wet, plastic soils that may be expansive, and clay soils having natural in-place water content in excess of 30 percent, shall not be used. 3. Soils containing more than 5 percent(by weight) fibrous organic materials or having a plasticity index(PI) greater than 30 shall not be used. 4. Rocks larger than 2 inches in any dimension shall not be permitted within 12 inches of finished grade. H. Select or initial backfill shall be as specified for common fill, except that the material shall contain no stones and shall have a plasticity index less than 20. Select or initial backfill used above/around the pipe may contain no stones greater than 1 inch. I. Sand shall conform to VDOT Road and Bridge Specifications Section 202, Grade A for fine aggregate. J. Impervious fill shall consist of on-site clayey sandy silt or imported material with a permeability coefficient(K-value) less than 1 x 10-'that can be readily spread and compacted. Low permeability fill shall not be placed under sidewalks or paved areas. 2.03 FLOWABLE FILL A. Flowable fill shall be in accordance with VDOT S302A0B, Special Provision for Flowable Backfill. PART 3—EXECUTION (Not Used) END OF SECTION N:\46601-014\Engineering\DesignContract_Documents\Specifications 02316_Fill_and_Granular_FiII_Materials.doc 03/24/15 02316-4 North Fork Rivanna River Water Main Repair Erosion and Sediment Control SECTION 02370 EROSION AND SEDIMENT CONTROL PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, permits, and incidentals necessary to perform all installation, maintenance, removal, and area cleanup related to erosion and sedimentation control work as specified, shown, and required by the Owner, local sediment control inspectors, and any other regulatory agency that has control or jurisdiction in the area in which the project is located. The Work shall include, but not necessarily be limited to, installation of temporary access ways and staging areas, silt fences, block and gravel filters, sediment traps, diversion dikes, splash aprons, sediment removal and disposal, device maintenance, removal of temporary devices, temporary mulching, erosion control matting installation, permanent stabilization, and final cleanup. 1.02 RELATED WORK A. Section 02101, Dewatering and Drainage. B. Section 02230, Clearing and Grubbing. C. Section 02315, Excavation and Backfill. D. Section 02911, Seeding,Topsoiling, Fertilizing, and Mulching. 1.03 SUBMITTALS A. Contractor shall submit to the Owner technical product literature for all commercial products to be used for sedimentation and erosion control. 1.04 REFERENCE SPECIFICATIONS A. The materials and method of construction shall be in accordance with the latest edition of the Virginia Erosion and Sediment Control Handbook. 1.05 PERFORMANCE REQUIREMENTS A. Contractor shall have at least one (1) employee that has successfully completed the VDOT Erosion & Sediment Control Contractor Certification training and be a DEQ Responsible Land Disturber (RLD). This person shall be on site during all land disturbance activities and will be responsible for insuring compliance with all applicable local, State and Federal erosion and sediment control regulations during land disturbance N:\46601-014\Engineering\DesignContract_Documents\Specifications`02370_Erosion_and Sediment Control.doc 03/24/15 02370-1 rr�► North Fork Rivanna River Water Main Repair Erosion and Sediment Control activities. This person must have their certification card with them while on the project site. The land use permit or erosion and sediment control permit will be suspended if proof of certification cannot be provided. Improper installation, maintenance and removal of erosion and sediment control devices may result in revocation of VDOT Erosion& Sediment Control Contractor Certification. B. Contractor shall be responsible for the timely installation and maintenance of all sedimentation control devices necessary to prevent the movement of sediment from the construction site to off-site areas or into the stream system via surface runoff or underground drainage systems. Measures in addition to those shown on the Erosion and Sediment Plan necessary to prevent the movement of sediment off-site shall be installed, maintained, removed, and cleaned up at no additional cost to the Owner. Should the Contractor fail to control the movement of sediment from the construction area into the storm sewer system, the Owner may at its discretion require the Contractor to clean the sediment from the affected reaches of the storm sewer system at the Contractor's expense. D. Erosion and Sediment Control measures shall conform to the requirements of the Virginia Erosion and Sediment Control Law and Regulations and the Virginia Erosion and Sediment Control Handbook(VESCH). E. Roadway drainage shall NOT be blocked or diverted. The shoulders, ditches, roadside, drainage facilities and pavement shall be kept in an operable condition satisfactory to the VDOT. Necessary precautions shall be taken by the Contractor to insure against siltation of adjacent properties, streams, etc., in accordance with VDOT's current standards or as prescribed by VDOT's Environmental Manual and VDOT's Representative. F. Where Contractors' efforts to control erosion have been demonstrated to be ineffective or potentially ineffective in the opinion of the Owner, the Owner may order that the Erosion Control Plan be amended and that additional erosion control measures be constructed at no additional cost to the Owner. PART 2 -PRODUCTS 2.01 MATERIALS A. Construction Entrance shall conform to the requirements of VESCH Standard and Specification 3.02. B. Construction Road Stabilization shall conform to the requirements of VESCH Standard and Specification 3.03 C. Silt fence shall conform to the requirements of VESCH Standard and Specification 3.05. N:\46601-014TngineeringDesign\Contract_Documents\Specifications\02370_Erosion_and_Sediment_Control.doc 03/24/15 02370-2 North Fork Rivanna River Water Main Repair Erosion and Sediment Control D. Utility Stream Crossing shall conform to the requirements of VESCH Standard and Specification 3.25. Cofferdam Utility Crossing shall be used in accordance with the VESCH. E. Dewatering Structure shall conform to the requirements of VESCH Standard and Specification 3.26. F. Topsoiling shall conform to the requirements of VESCH Standard and Specification 3.30, to provide a suitable growth medium for final site stabilization with vegetation. Contractor shall strip the existing top soil and stockpile it in an approved manner for placement of final restoration, or may elect to haul in top soil from elsewhere. G. Temporary Seeding shall conform to the requirements of VESCH Standard and Specification 3.31. H. Permanent Seeding shall conform to the requirements of VESCH Standard and Specification 3.32, to permanently stabilize disturbed non-paved and non-graveled areas. I. Straw mulch shall conform to the requirements of VESCH Standard and Specification 3.35 Mulching, and shall be utilized on all newly graded areas to protect against washouts and erosion. Straw mulch must be anchored immediately after spreading to prevent displacement. 1. Latex acrylic copolymer, such as Soil Sealant with coalescing agent as manufactured by Soil Stabilization Co., Merced, CA, or approved equivalent shall be used as straw mulch tackifier. J. Erosion control matting shall be installed in seeded drainage swales and ditches if needed to resist the velocity of runoff. Erosion control matting shall be from the Virginia Department of Transportation's approved products list for the use specified, or VESCH Standard and Specification 3.36 Soil Stabilization Blankets&Matting. K. Other materials shall be as specified by the Virginia Erosion and Sediment Control Handbook(VESCH), latest edition. PART 3-EXECUTION 3.01 INSTALLATION A. Installation of all erosion and sediment control measures shall be performed in accordance with the VESCH. 3.02 INSPECTIONS AND MAINTENANCE A. Inspections. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02370_Erosion and_Sediment_Control.doc 03/24/15 02370-3 North Fork Rivanna River Water Main Repair Erosion and Sediment Control 1. Contractor shall make a visual inspection of all erosion control devices once per week and promptly after every rain event. If such inspection reveals that additional measures are needed to prevent movement of sediment to off-site areas, Contractor shall promptly install additional devices as needed. Sediment controls in need of maintenance shall be repaired promptly. B. Device maintenance. 1. Maintenance of all erosion and sediment control measures shall be performed in accordance with the VESCH 3.03 TEMPORARY MULCHING A. Apply temporary mulch to areas where rough grading has been completed but final grading is not anticipated to begin within 30 days of the completion of rough grading. B. Straw mulch shall be applied at rate of 100 lbs./1000 ft.2 and tackified with latex acrylic copolymer at a rate of 1 gal./1000 ft.2 diluted in a ratio of 30 parts water to 1 part latex acrylic copolymer mix. 3.04 EROSION CONTROL MATTING A. Erosion control matting shall be installed in all seeded drainage swales, ditches, and slopes greater than 3 to 1 in accordance with manufacturer's instructions. The area to be covered shall be properly prepared, fertilized, and seeded with permanent vegetation before the blanket is applied. When the blanket is unrolled, the netting shall be on top and the fibers in contact with the soil over the entire area. The blankets shall be applied in the direction of water flow, and stapled. Blankets shall be placed a minimum of 3 rows (of 4 foot) wide (total approximately 12 foot width) within the drainage swale/ditch and stapled together in accordance with manufacturer's instructions. Side overlaps shall be a minimum of 4 inches. The staples shall be made of wire, .091 inch in diameter or greater, U-shaped with legs 10 inches in length and a 1-1/2-inch crown. Upper and lower ends of the matting shall be buried to a depth of 4 inches in a trench. Erosion stops shall be created every 25 feet by making a fold in the fabric and carrying the fold into a silt trench across the full width of the blanket. The bottom of the fold shall be 4 inches below the ground surface. Staple on both sides of fold. Where the matting must be cut or more than 1 roll length is required in the swale, turn down upper end of downstream roll into a silt trench to a depth of 4 inches. Overlap lower end of upstream roll 4 inches past edge of downstream roll, and staple. To ensure full contact with soil surface, roll matting with a roller weighing 100 pounds per foot of width perpendicular to flow direction after seeding, placing matting, and N:\46601-014\Engineeringlesign\Contract_Documents\Specifications\02370_Erosion_and_Sediment_Control.doc 03/24/15 02370-4 North Fork Rivanna River Water Main Repair Erosion and Sediment Control stapling. Thoroughly inspect channel after completion. Correct any areas where matting does not present a smooth surface in full contact with the soil below. 3.05 REMOVAL AND FINAL CLEANUP A. Once the site has been fully and permanently stabilized against erosion, remove sediment control devices and all accumulated silt. Dispose of silt and waste materials in proper manner. Re-grade all areas disturbed during this process and stabilize against erosion with surfacing materials as specified herein. END OF SECTION N:k46601-014\Engineering\Design\Contract_Documents\SpecificationS02370_Emsion_and_Sediment_Control.doc 03/24/15 02370-5 North Fork Rivanna River Water Main Repair Ductile Iron Pipe and Fittings for Water SECTION 02511 DUCTILE IRON PIPE AND FITTINGS FOR WATER PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required to install ductile iron pipe and fittings complete as shown on the Drawings and as specified herein. B. Installation of piping shall be in accordance with Section 02515, Water Piping Installation. C. Where the word "pipe" is used, it shall refer to pipe, fittings, or appurtenances unless otherwise noted. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. B. Section 02316, Fill and Granular Fill Materials. C. Section 02514, Water Piping Specialties. D. Section 02515, Water Piping Installation. E. Section 02516, Water Pipe Testing. 1.03 SUBMITTALS A. Submit to the Owner shop drawings and product data required to establish compliance with this Section. B. Prior to shipment of pipe, submit a certified affidavit of compliance from the pipe manufacturer stating that the pipe, fittings, gaskets, linings, and exterior coatings for this project have been manufactured and tested in accordance AWWA and ASTM standards and requirements specified herein. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials(ASTM). 1. ASTM A377 - Standard Index for Specification for Ductile-Iron Pressure Pipe. 2. ASTM C150- Standard Specification for Portland Cement. N:X46601-014\EngineerineDesign\Contract_Documents\Specifications\02511_Ductile_Iron_Pipe.doc 03/24/15 02511-1 411111111111111111111111 North Fork Rivanna River Water Main Repair Ductile Iron Pipe and Fittings for Water 3. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs 60,000 psi Tensile Strength. B. American National Standards Institute(ANSI). 1. ANSI B1.1 - Unified Inch Screw Threads(UN and UNR Thread Form). 2. ANSI B16.1 - Cast Iron Pipe Flanges and Flanged Fittings. 3. ANSI B18.2 - Square and Hex Bolts and Screws Inch Series Including Hex Cap Screws and Lag Screws. C. American Water Works Association(AWWA). 1. AWWA C104 - Cement-Mortar Lining for Ductile-lion Pipe and Fittings for Water. 2. AWWA C110 - Ductile-Iron and Gray-Iron Fittings 3-In. through 48-In. (75MM through 1200 mm) for Water and Other Liquids. 3. AWWA C111- Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings. 4. AWWA C150 - Thickness Design of Ductile-Iron Pipe. 5. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast for Water or Other Liquids. D. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A. All ductile iron pipe and fittings shall be from a single manufacturer, unless otherwise approved by the Owner. B. All ductile-iron pipe and fittings to be installed under this Contract shall be inspected and tested at the foundry as required by the standard specifications to which the material is manufactured. Furnish in duplicate to the Owner sworn certificates of such tests and their results prior to the shipment of the pipe. C. All pipe and fittings to be installed under this Contract may be inspected at the plant for compliance with this Section by an independent testing laboratory selected by the Owner, at the Owner's expense. N:\46601-014\Engineering\Design\Contract_Documents\SPecificationsa02511_Ductile_Iron_Pipe.doc 03/24/15 02511-2 North Fork Rivanna River Water Main Repair Ductile Iron Pipe and Fittings for Water D. Inspection of the pipe and fittings will also be made by the Owner after delivery. The pipe shall be subject to rejection at any time on account of failure to meet any of the specified requirements, even though sample pipes may have been accepted as satisfactory at the place of manufacture. Pipe rejected after delivery shall be marked for identification and shall be removed from the job. E. All pipe and fittings shall be permanently marked with the following information: 1. Manufacturer, date. 2. Size, type, class, or wall thickness. 3. Standard produced to (AWWA, ASTM, etc.). 1.06 DELIVERY, STORAGE, AND HANDLING A. Care shall be taken in loading, transporting and unloading to prevent injury to the pipe or coatings. Under no circumstances shall the pipe be dropped or skidded against each other. Slings, hooks, or pipe tongs shall be padded and used in such a manner as to prevent damage to the exterior surface or internal lining of the pipe. B. Materials, if stored, shall be kept safe from damage. The interior of all pipes, fittings, and other appurtenances shall be kept free from dirt or foreign matter at all times. C. Pipe shall not be stacked higher than the limits recommended by its manufacturer. The bottom tier shall be kept off the ground on timbers, rails, or concrete. Stacking shall conform to manufacturer's recommendations. PART 2- PRODUCTS 2.01 GENERAL A. Joints shall be as shown on the Drawings and as specified. If not shown or specified, provide push-on or mechanical joints for buried pipe and flanged joints for above-grade pipe. B. Conform to AWWA C151 for material, pressure class, dimensions, tolerances, tests, markings, and other requirements. C. Use Special Thickness Class 52 for pipe 6 inches in diameter and larger, unless otherwise shown or specified. D. Ductile iron pipe and fittings shall have a cement mortar lining and asphaltic seal coat in accordance with AWWA C104. N:\46601-014\Engineering\Design\C ontract Documents\Specifications' 25I1_Ductile_Iron_Pipe.doc 03/24/15 02511-3 ■r.r. North Fork Rivanna River Water Main Repair Ductile Iron Pipe and Fittings for Water E. Unless otherwise specified, ductile iron pipe and fittings shall receive a shop-applied exterior asphaltic coating. Field repair of damaged pipe coating shall be allowed. However, if, in the opinion of the Owner, the coating damage is beyond repair, the pipe shall be replaced at the expense of the Contractor. Unless otherwise noted, field applied coating material shall be compatible with or equal to the shop applied material. 2.02 MECHANICAL JOINT PIPE AND FITTINGS A. Mechanical joint pipe. 1. Mechanical joint pipe shall conform to AWWA C151 with joint accessories conforming to AWWA C111. 2. Glands shall be ductile iron. 3. Gaskets shall be plain-tipped rubber. 4. Assembly bolts and nuts shall be high-strength, low alloy steel. B. Mechanical joint fittings. 1. Mechanical joint fittings shall conform to AWWA C110 with accessories conforming to AWWA C111. 2. Pipe fittings shall be cast iron or ductile iron with a pressure rating of 350 psi. 3. Fitting glands shall be cast iron for cast iron fittings and ductile iron for ductile iron fittings. 4. Gaskets shall be plain-tipped rubber. 5. Assembly bolts and nuts shall be high-strength, low alloy steel. 2.03 PUSH-ON JOINT PIPE AND FITTINGS A. Push-on joint pipe. 1. Push-on joints shall conform to AWWA C151 and AWWA C111. 2. Gaskets shall be molded rubber. 3. Each plain end shall be painted with a circular stripe to provide a guide for visual check that joint is properly assembled. B. Fittings. 1. Push-on joint pipe shall be provided with mechanical joint fittings. N:k16601-014\Engineering\Design\Contract_Documents\.Specifications'A2511_Ductile_Iron_Pipe.doc 03/24/15 02511-4 North Fork Rivanna River Water Main Repair Ductile Iron Pipe and Fittings for Water 2.04 RESTRAINED JOINT PIPE AND FITTINGS A. Restrained joints shall be achieved by using mechanical joint pipe with mechanical joint restraint or push-on restrained joint pipe. B. Restrained pipe shall conform to applicable requirements of AWWA C151. Restrained fittings shall conform to applicable requirements of AWWA C110 or AWWA C153. C. Joints shall be suitable for 350 psi working pressure and be fabricated of heavy ductile iron casting. D. Bolts and nuts shall conform to ASTM A307, Grade B. E. Restraining gaskets shall not be allowed. F. Mechanical joint restraint shall be EBAA Iron, Inc., Megalug Series 1100, as specified in the Owner's Approved Products List found in Appendix A. G. Push-on restrained joint pipe shall provide flexible, restrained, push-on joints utilizing a shop applied retainer weldment on the spigot end of the pipe and a ductile iron and rubber ring locking mechanism, inserted after assembly of the bell. All push-on restrained joint parts and mechanisms shall be provided by a single manufacturer for the expressed purpose of providing restrained joints, and shall be compatible with the system used. Field repair or modification of the push-on restraint system shall not be allowed. Push-on restrained joint pipe shall be in accordance with the Owner's Approved Products List found in Appendix A. H. Push-on restrained joint pipe shall be provided with mechanical joint fittings restrained with Mega-Lug Series 1100 PART 3 - EXECUTION 3.01 PIPE INSTALLATION See Section 02515, Water Piping Installation. 3.02 PIPE TESTING See Section 02516, Water Pipe Testing. END OF SECTION N:\46601-014\Engineering\Design\Contract_Documents\Specifications0025I 1_Ductile_Iron_Pipe.doc 03/24/15 02511-5 North Fork Rivanna River Water Main Repair Copper Pipe and Tubing SECTION 02512 COPPER PIPE AND TUBING PART 1 - GENERAL 1.01 SCOPE OF WORK A. This Section specifies the basic materials and methods of installation for copper pipe and tubing. Specific uses and applications are specified in other Sections and/or on the Drawings. B. All service line work shall be performed in accordance with the Albemarle County Service Authority (ACSA) Construction Specifications and these Technical Specifications. In case of conflict, the more stringent requirement shall apply. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. B. Section 02515, Water Piping Installation. C. Section 02516, Water Pipe Testing. 1.03 SUBMITTALS A. Submit to the Owner, shop drawings and product data required to establish compliance with this Section. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials(ASTM). 1. ASTM B42 - Standard Specification for Seamless Copper Pipe, Standard Sizes. 2. ASTM B62 - Standard Specification for Composition Bronze or Ounce Metal Castings. 3. ASTM B75 - Standard Specification for Seamless Copper Tube. 4. ASTM B88 - Standard Specification for Seamless Copper Water Tube. B. American Society of Mechanical Engineers (ASME). 1. ASME B16.26 - Cast Copper Alloy Fittings for Flared Copper Tubes. N:46601-014\Engineering\Design\Contract_Documents\Specifications`02512_Copper_Pipe_and_Tubing.doc 03/24/15 02512-1 r • North Fork Rivanna River Water Main Repair Copper Pipe and Tubing C. American National Standards Institute(ANSI). 1. ANSI/AWWA C800 -Underground Service Line Valves and Fittings. PART 2 - PRODUCTS 2.01 TUBING AND PIPE A. Soft copper tubing furnished for 1-inch through 2-inch diameters for water service piping shall be Type K in accordance with ASTM B88 and ANSI/AWWA C800. B. 2.02 FITTINGS A. Type CF-6, 125 lb., flared type copper unions, ASME B 16.26. Fitting shall conform to AWWA C800, latest edition and shall contain no lead. PART 3- EXECUTION 3.01 WATER SERVICE PIPING A. Water service piping and fittings shall be installed in accordance with applicable requirements of AWWA C600. B. Copper tubing joints shall be square end cut with all fins and burrs removed. Tubing shall be handled carefully, with all dented, gouged, or otherwise damaged tubing replaced with undamaged tubing. Ends of the tubing and the inside of fittings and couplings shall be cleaned with a wire brush and/or abrasive prior to joining. C. The longest commercially available length of service line shall be used with no unions (e.g., for 1-inch, only 1 union will be allowed for each 100-foot section). Unions shall be made with flare-type couplings. END OF SECTION N:\46601-014\Engincering\DesignContract_Documents\Specifications`02512_Copper_Pipe_and_Tubing.doc 03/24/15 02512-2 North Fork Rivanna River Water Main Repair Valves,Hydrants and Appurtenances SECTION 02513 VALVES, HYDRANTS,AND APPURTENANCES PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required, and install complete and ready for operation, all valves, hydrants and appurtenances as shown on the Drawings. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. B. Section 02511, Ductile Iron Pipe and Fittings for Water. 1.03 DESCRIPTION OF SYSTEMS A. All of the equipment and materials specified herein are intended to be standard for use in controlling the flow of water. 1.04 QUALIFICATIONS A. All of the types of valves, hydrants and appurtenances shall be from manufacturers listed on the Approved Products list found in Appendix A. The equipment shall be designed, constructed, and installed in accordance with the best practices and methods and shall comply with these Specifications as applicable. 1.05 SUBMITTALS A. Copies of all materials required to establish compliance with these Specifications shall be submitted. Submittals shall include at least the following: 1. Certified drawings showing all important details of construction and dimensions. 2. Descriptive literature, bulletins, and/or catalogs of the equipment. 3. The total weight of each item. 4. A complete bill of materials for each item. \46601-014\EngineerineDesign�Contract_Documents\Specifications`02513_Valves_Hydrants.doc 03/24/15 02513-1 .rrrrrrrrr North Fork Rivanna River Water Main Repair Valves,Hydrants and Appurtenances 1.06 OPERATING INSTRUCTIONS A. Operating and maintenance instructions shall be furnished to the Owner. The instructions shall be prepared specifically for this installation and shall include all required cuts, drawings, equipment lists, descriptions, etc., that are required to instruct operating and maintenance personnel unfamiliar with such equipment. 1.07 TOOLS A. Special tools, if required for normal operation and maintenance, shall be supplied with the equipment. PART 2- PRODUCTS 2.01 GENERAL A. All valves, hydrants and appurtenances shall be of the size shown on the Drawings and as far as possible all items of the same type shall be from one manufacturer. B. All valves, hydrants and appurtenances shall have the name of the manufacturer, flow directional arrows, and the working pressure for which they are designed cast in raised letters upon some appropriate part of the body. C. All valves shall open left (counterclockwise). D. Extension stems for valves shall be made from Type 304 stainless steel. Stem guides shall be provided as necessary to support extension stems. E. Interior coatings are to be NSF 61 approved for potable water use and lead free. 2.02 GATE VALVES A. Resilient seated gate valves. 1. Four- through 24-inch resilient seated gate valves shall be in accordance with AWWA C509 with a working pressure of 300 psi. The valve shall be iron wedge and the valve seat fully encapsulated with molded rubber. Valves shall have mechanical joint ends in accordance with ANSI/AWWA C111/A21.11, unless otherwise specified or shown on the Drawings. Gate valves shall be one make and shall open by a counterclockwise rotation of the valve stem with a two (2) inch square operating nut. Operating nuts placed greater than seven (7) feet below finished ground shall be equipped with approved operating nut extensions to meet the minimum depth requirements. Gate valves installed in access vaults, pumping stations, etc., shall be equipped with handwheels. The stuffing boxes shall be equipped with 0-ring seals. Valves shall have iron bodies, and shall be fully bronze N:k46601-014\Engineering\Design\Contract_Docwnents\Specifications`r02513_Valves_Hydrants.doc 03/24/15 02513-2 North Fork Rivanna River Water Main Repair Valves,Hydrants and Appurtenances mounted. The interior and exterior coatings shall be NSF 61 approved for potable water use. Gate valves shall have one "0" ring above and one "0" ring below the stem thrust collar. The thrust collar shall be lubricated with NSF approved oil to assure positive operation in opening and closing. 2. Gate valves shall be in accordance with the Owner's Approved Products List found in Appendix A. B. Cut-off valves. 1. Two inch and smaller gate valves shall be inside screw, solid bronze, tapered seat, double disc construction and rated for 200 psi working pressure. 2. Two inch gate valves shall be provided with a 2 inch operating nut. 2.03 TAPPING SLEEVES AND TAPPING VALVES (TEMP. CONNECTION) A. Tapping sleeves shall be of stainless steel, split-sleeve type designated for working pressure not less than 200 psi. The seal of the tapping sleeve shall be mechanical joint or low lead 2.5% or less and conforming to current regulations. Flanges shall be stainless steel per AWWA C207 Class D with 150 lb. drilling and recessed for tapping valves per MSS-SP60. Nuts and bolts shall be Type 304 stainless steel. Sleeves shall be as manufactured by and in accordance with the Owner's Approved Products List found in Appendix A. B. Tapping valves shall conform to the requirements specified above for gate valves except that one end shall be flanged and one mechanical. Tapping valves shall be provided with an oversized opening to permit the use of full-sized cutters. 2.04 VALVE BOXES, EXTENSION SHAFTS, AND OPERATING NUTS A. All buried valves shall be provided with extension shafts, operating nuts, and valve boxes as follows: 1. Extension shafts shall be Type 304 stainless steel and the operating nut shall be 2 inches square. Shafts shall be designed to provide a factor of safety of not less than 4. Operating nuts shall be pinned to the shafts. Top of the operating nut shall be located no greater than three(3) feet below finished grade. 2. Each valve on underground piping shall be provided with a 3-piece, screw-type adjustable cast iron valve box. Valve boxes shall have a round shaft with 5 1/4 inside diameter, and a coat of bituminous paint applied to both surfaces. Covers shall be cast iron with "WATER" integrally cast. Valve boxes shall be adjusted flush with the finish grade. N:\46601-014\Engineering\Design\ContTact_Documents\.Specifications`02513_Valves_Hydrants.doc 03/24/15 02513-3 .r . North Fork Rivanna River Water Main Repair Valves,Hydrants and Appurtenances Valve boxes shall be as manufactured by those listed in the Approved Products List found in Appendix A. The base shall enclose the valve cover and operating nut of the valve and shall be oval. Barrel length shall be adapted to the depth of cover. In remote areas, valve boxes shall extend six (6) inches above finished grade and have a witness post securely placed next to the box. The witness post shall consist of a 4"x4"x60" concrete post (3,000 psi minimum concrete) embedded 24" deep in the ground with a stamped bronze metal tag permanently mounted on top which displays the type of valve and horizontal distance to the valve. 2.05 SAMPLING STATION A. Sampling station shall be a below-grade style installed in a valve box and provided with a removable portable sampling rod and carrying case equal to Kupferle Foundry #92VB. The bury depth of the sampling station shall be 3 feet with a '/ inch FIP inlet and all brass waterway. All working parts shall be brass and be removable from above ground for maintenance with no digging. Exterior pipe shall be brass. A drain hole in station bottom shall be open and drain to a dry gravel pit. The sampling station shall be provided with a removable protective PVC cap for connection to a quick coupling with the removable portable sampling rod. The portable sampling rod shall be all brass. Sampling station shall be provided with a '/4" copper water service, corporation stop shut-off valve in a separate valve box and installed in accordance with the Standard Detail. PART 3- EXECUTION 3.01 BURIED VALVES INSTALLATION A. Buried valves and boxes shall be installed in conformance with AWWA Standard C504, as applicable, and as specified herein. Valves shall be set with the operating nut vertically aligned in the center. Valves shall be set on a concrete foundation block and supported by tamping select fill material at the sides of the valve. B. Valve boxes shall be installed vertically, centered over the operating nut, and the elevation of the top shall be adjusted to conform to the finished surface of roadway or other surface at the completion of the contract. Boxes shall be adequately supported during backfilling to maintain vertical alignment. 3.02 TAPPING VALVES AND SLEEVES A. Tapping sleeves shall be installed per manufacturer's instructions. N:\46601-014\Engineering\Design\Contract_Documents\Specifications'02513_Valves_Hydrants.doc 03/24/15 02513-4 North Fork Rivanna River Water Main Repair Valves,Hydrants and Appurtenances B. Installations shall be made under pressure and the flow of water through the existing main shall be maintained at all times. The diameter of the tap shall be a minimum of 1/4- inch less than the inside diameter of the branch line. C. The entire operation shall be conducted by workmen thoroughly experienced in the installation of tapping sleeves and valves. D. The location and depth of the existing mains to be tapped shall be verified. Confirm that the proposed position for the tapping sleeve will be satisfactory and no interference will be encountered such as the occurrence of existing utilities or of a joint or fitting at the location proposed for the connection. No tap shall be made closer than 5 feet from a pipe joint unless otherwise approved by the Owner. E. Tapping valves shall be supplied with a 2-inch square operating nut set in a vertical position. The valve shall be provided with an oversized seat to permit the use of full- sized cutters. F. Tapping sleeves and valves shall be set squarely centered on the main to be tapped. Adequate support shall be provided under the sleeve and valve during the tapping operation. Thrust blocks shall be provided behind all tapping sleeves. Proper compaction of supporting backfill around and under the valve and sleeve is mandatory. 3.03 INSPECTION AND TESTING A. Valves and hydrants shall be tested in conjunction with testing of the water mains as specified. Operation shall be satisfactory to the Owner in all respects. B. During testing any defective valve or appurtenance shall be adjusted, removed, and replaced, or otherwise made acceptable to the Owner. C. Various regulating valves and other appurtenances shall be tested to demonstrate their conformance with the specified operational capabilities and any deficiencies shall be corrected, or the device replaced or otherwise made acceptable to the Owner. END OF SECTION N:\46601-014\Engineering\Design\Contract_Documents'Specificationsh02513_Valves_Hydrants.doc 03/24/15 02513-5 North Fork Rivanna River Water Main Repair Water Piping Specialties SECTION 02514 WATER PIPING SPECIALTIES PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required to install, complete, and ready for operation. Test all piping specialties concurrent with the pipe section within which installed. B. All service line work shall be performed in accordance with the Albemarle County Service Authority (ACSA) Construction Specifications and these Technical Specifications. In case of conflict, the more stringent requirement shall apply. 1.02 RELATED WORK A. Piping materials and systems are included in other Sections of Division 02. B. Section 02513, Valves, Hydrants, and Appurtenances. C. Section 02515, Water Piping Installation. D. Section 02516, Water Pipe Testing. 1.03 SUBMITTALS A. Submit shop drawings and product data for all piping specialties specified in this Section. B. Submit operating and maintenance data as required. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials(ASTM). 1. ASTM A126 — Standard Specification for Gray Iron Casting for Valves, Flanges and Pipe Fittings. 2. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength. N:\46601-014\Engineering\DesignContract_Documents\Specifications'02514_Water_Piping_Specialties.doc 03/24/15 02514-1 North Fork Rivanna River Water Main Repair Water Piping Specialties 3. ASTM A325 - Standard Specification for Strength Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength. 4. ASTM A536—Standard Specification for Ductile Iron Castings. B. American National Standards Institute (ANSI). 1. ANSI B1.1 - Unified Inch Screw Threads(UN and UNR Thread Form). 2. ANSI B18.2 - Square and Hex Bolts and Screws Inch Series Including Hex Cap Screws and Lag Screws. C. American Society of Mechanical Engineers (ASME). 1. ASME B2.1 - Specifications, Dimensions, Gauging for Taper and Straight Pipe Threads(except dry seals). 2. ASME B16.1 - Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250 and 800. 3. ASME B16.5 - Pipe Flanges and Flange Fittings. D. American Welding Society(AWS). 1. AWS B3.0 - Welding Procedure and Performance Qualifications. E. American Water Works Association(AWWA). 1. AWWA C110 - Ductile-Iron and Gray-Iron Fittings, 3-in. Through 48-in. (75mm through 1200mm), for Water and Other Liquids. 2. AWWA C111 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings. 1.05 QUALITY ASSURANCE A. All materials shall be new and unused. B. Install piping to meet requirements of local codes. C. Provide manufacturer's certification that materials meet or exceed minimum requirements as specified. \46601-014\Engineering\Design\Contract_Documents\Specifications`02514_Water_Piping_Specialties.doc 03/24/15 02514-2 North Fork Rivanna River Water Main Repair Water Piping Specialties D. Coordinate dimensions and drilling of flanges with flanges for valves, pumps, and other equipment to be installed in piping systems. Bolt holes in flanges to straddle vertical centerline. PART 2 - PRODUCTS 2.01 MATERIALS AND EQUIPMENT A. The use of a manufacturer's name and/or model number is for the purpose of establishing the standard of quality and general configuration desired. B. Materials and products shall be of the sizes and types shown on the Drawings or as noted herein. As far as possible, materials and products of the same type shall be identical and shall be from one manufacturer. C. Materials and products shall have the name of the manufacturer, nominal size, flow directional arrows (if applicable), working pressure for which they are designed, and standard referenced specifications cast in raised letters or indelibly marked upon some appropriate part of the body. D. Unless otherwise noted, piping specialties shall have a minimum working pressure of 300 psi or be of the same working pressure as the pipe they connect to, whichever is higher and suitable for the pressures noted where they are installed. 2.02 UNIONS A. Unions shall be brass or bronze unions for joining nonferrous pipe; malleable brass or bronze-seated iron or steel unions for joining ferrous pipe. 2.03 DIELECTRIC CONNECTORS A. Dielectric pipe fittings/insulators and unions shall be used to prevent galvanic action wherever valves or piping of dissimilar metals connect. This shall be particularly the case for copper, brass, and bronze piping connecting to cast iron or steel piping systems. B. Dielectric unions shall be used for 2-inch and smaller connections. Steel union nuts shall meet ASTM A575 requirements. The steel or ductile iron connection end shall have a steel body and shall have accurately machined taper tapped pipe threads in accordance with ASME B2.1. The copper connection end shall meet requirements of ASTM B88. Dielectric unions shall be rated for at least 300 psi at 210 degrees F. C. Dielectric flange unions shall be used for connections 2-1/2-inches and larger. Cast iron flanges shall meet ASTM A126; the copper solder end shall meet ASTM B62 and the N:46601-014\Engineering\Design Contract_Documents\Specifications`i2514_Water Piping_Specialties.doc 03/24/15 02514-3 orimmirmimerommeraw North Fork Rivanna River Water Main Repair Water Piping Specialties pipe thread shall meet ASME B2.1. Dielectric flange unions shall be rated for at least 175 psi at 210 degrees F. D. Dielectric unions and flange unions shall be as manufactured by Epco Inc., Cleveland, OH, or equal. E. Flange insulating kits shall be as manufactured by PSI, or equal. 2.04 MISCELLANEOUS ADAPTERS A. Special adapters may be required between different types of pipe and/or fittings to provide proper connection. Some of these may be indicated on the Drawings or specified with individual types of pipe or equipment. Provide all adapters as required, whether specifically noted or not, to ensure proper connection between various types of pipe, to structures and between pipe and valves, gates, fittings, and other appurtenances. B. Adapters shall be suitable for direct burial when installed below grade, with proper dielectric insulation. If metallic (not stainless steel or galvanized), adapters shall be painted with two (2) coats of Coal Tar Epoxy. 2.05 FLEXIBLE CONNECTORS A. Sleeve couplings. 1. Flexible couplings shall be of a gasketed, sleeve type. Each coupling shall consist of a middle ring, two (2) followers, two (2) wedge section gaskets and sufficient track head steel bolts to properly compress the gaskets. Couplings shall be of the type to match piping in which installed. Couplings shall be in accordance with the Approved Products List found in Appendix A. 2. Nuts and bolts. a. Provide bolts and bolt-studs in accordance with ASTM A307 and ANSI B1.1 with hexagonal or square heads, coarse thread fit, threaded full length with ends chamfered. b. Project ends 1/4-inch beyond surface of nuts. c. Hexagonal nuts with dimensions in accordance with ANSI B18.2 and coarse threads in accordance with ANSI B1.1. 3. Middle ring of each mechanical coupling shall have a thickness at least equal to that specified for size of pipe on which coupling is to be used and shall not be less than NI:`46601-014`EngineerineDesignContract_Documents\Specifications`02514_Water_Piping_Specialties.doc 03/24/15 02514-4 North Fork Rivanna River Water Main Repair Water Piping Specialties 10 inches long for pipe 30 inches and larger and not less than 7 inches long for pipe under 30 inches in diameter. a. Omit pipe stop from inner surface of middle rings of couplings whenever necessary to permit removal of valves, flow meters, and other installed equipment. b. Provide pipe stops in other couplings. 4. Clean and shop prime with manufacturer's standard rust inhibitive primer. 5. Furnish gaskets of a composition suitable for exposure to the fluid service. 6. Where shown on the Drawings, anchor sleeve-coupled joints with harness bolts. a. Joint harness bolts shall be of sufficient length, with harness lugs placed so that coupling can be slipped at least in one direction to clear joint. Provide harnesses of sufficient number and strength to withstand test pressure. b. Each harness shall have a minimum of 2 3/4-inch diameter bolts. 7. Similar insulation type couplings shall be provided at the face of buildings, between different type metals or where otherwise noted. 2.06 SOLID SLEEVES 1. Solid Sleeves for connection to existing water mains shall be mechanical joint fittings with mechanical joint restraint. 1. Mechanical joint fittings shall conform to AWWA C110 with accessories conforming to AWWA C111. 2. Pipe fittings shall be cast iron or ductile iron with a pressure rating of 350 psi. 3. Fitting glands shall be cast iron for cast iron fittings and ductile iron for ductile iron fittings. 4. Gaskets shall be plain-tipped rubber. 5. Assembly bolts and nuts shall be high-strength, low alloy steel. 2.07 METER ASSEMBLY A. General N:\46601-014EngineerinOesign\Contract_Documents\Specifications`02514_Water_Piping_Specialties.doc 03/24/15 02514-5 I � North Fork Rivanna River Water Main Repair Water Piping Specialties 1. Following installation of the new meter setting the ACSA will provide a meter for installation by the Contractor. Contractor shall coordinate with the ACSA to ensure that the proper laying length for the meter is provided. The old meter shall be returned to the ACSA. The old meter setting, box, and materials shall be removed and properly disposed of by the Contractor, and the site restored. B. 5/8" to 1" Service Meter Assembly 1. Service meters from 5/8" to 1" shall be installed in accordance with ACSA detail W- 6 Typical Service Lateral Installation. Meter boxes shall be in accordance with ACSA detail W-7 Typical Meter Boxes (5/8"-1" Meters). Assembly parts and products shall be in accordance with the Approved Products List found in Appendix A. Meter box lids shall be provided with a 1-3/4" diameter touch read hole. Flared fittings shall be used in meter assemblies. Brass fittings shall contain no lead. 2.08 SERVICE SADDLES A. Service saddles for ductile iron pipe shall conform to the requirements of AWWA C800 with a working pressure of 200 psi. The saddle assembly shall be brass or bronze with a single, full-width stainless steel strap and tapered AWWA threads. B. Service saddles for 4- through 12-inch outlets where the outlet size is not greater than 1/2 the size of the main pipe shall have ductile iron bodies and a neoprene circular cross section 0-ring gasket confined within the body. Outlet shall be AWWA C110 flange or AWWA C111 mechanical joint as required for the application. Straps shall be alloy steel, minimum 1/4-inch by 1-1/2-inch in cross section and fabricated with 3/4-inch threaded ends. C. Service saddles shall be as manufactured by and in accordance with the Owner's Approved Products List found in Appendix A. 2.09 CORPORATION STOPS A. Corporation stops and quarter-bend couplings for 3/4-inch through 2-inches diameter water service lines shall be manufactured in accordance with AWWA C800. Inlet threads shall be AWWA/CC taper threads. Quarter-bend coupling outlet shall be flared copper connection. Brass fittings shall contain no lead. All corporation stops shall have ball style valve and have a pressure rating of 300 psi. B. Corporation stops shall be as manufactured by and in accordance with the Owner's Approved Products List found in Appendix A. N:\46601-014\Engineering\DesignContract_Documents\Specifications`+02514_Water_Piping_Specialties.doc 03/24/15 02514-6 North Fork Rivanna River Water Main Repair Water Piping Specialties 2.10 COPPERSETTERS A. Coppersetters shall be manufactured in accordance with ANSI/AWWA C900 with a minimum seven inch rise. The coppersetter shall have a lock-winged angle ball valve and appropriate flared copper connection for joining copper service tubing on supply side. Customer side shall have a plain angle ball valve with a multi-purpose connection. Brass fittings shall contain no lead. B. Coppersetters shall be as manufactured by and in accordance with the Owner's Approved Products List found in Appendix A. 2.11 FLANGED ADAPTERS A. Flanged adapter connections for plain end pipe at fittings, valves, and equipment shall be Dresser Style 127 or 128, or equal by ITT/Smith-Blair. PART 3-EXECUTION 3.01 GENERAL A. All dirt, scale, weld splatter, water and other foreign matter shall be removed from the inside and outside of all pipe and sub-assemblies prior to installing. B. All pipe joints and connections to equipment shall be made in such a manner as to produce a minimum of strain at the joint. C. All connections to existing water mains shall be made with mechanical joint fittings and mechanical restraining devices. D. Install piping in a neat manner with lines straight and parallel or at right angles to walls or column lines and with risers plumb. All work shall be accomplished using recognized methods and procedures of pipe fabrication and in accordance with the latest revision of applicable ANSI/AWWA Standards. 1. Use full length of pipe except where cut lengths are necessary. Do not spring or deform piping to make up joints. 2. Pipe shall be cut square, not upset, underside, or out-of-round. Ends shall be carefully beveled and cleaned before being installed. Bending of pipe is not permitted. Use fittings for all changes in direction. 3. Reducers shall be eccentric to provide for drainage from all liquid-bearing lines and facilitate air removal from water lines. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`132514_Water_Piping_Specialties.doc 03/24/15 02514-7 North Fork Rivanna River Water Main Repair Water Piping Specialties 4. Verify the locations and elevations of any existing piping and manholes before proceeding with work on any system. Any discrepancies between the information shown on the Drawings and the actual conditions found in the field shall be reported at once to the Owner. If the above provision has not been complied with, no claim for extra payment will be considered. 5. Where lines of lower service rating tie into services or equipment of higher service rating the isolation valve between the two shall conform to the higher rating. 6. Mitering of pipe to form elbow is not permitted. 7. All piping interiors shall be thoroughly cleaned after installation and kept clean by approved temporary closures on all openings until the system is put in service. Open pipe ends shall be subjected to re-cleaning and re-testing. 8. End caps on pre-cleaned pipe shall not be removed until immediately before assembly. All open ends shall be capped immediately after completion of installation. E. Installation of Sleeve Couplings 1. Prior to installation of sleeve couplings, the pipe ends shall be cleaned thoroughly for a distance of at least 12 inches. Soapy water may be used as a gasket lubricant. A follower and gasket, in that order, shall be slipped over each pipe to a distance of about 6 inches from the end, the middle ring shall be placed on the already installed pipe and shall be inserted into the middle ring flair and brought to proper position in relation to the pipe already installed. The gaskets and followers shall then be pressed evenly and firmly into the middle ring flares. 2. After the bolts have been inserted and all nuts have been made up finger tight, diametrically opposite nuts shall be progressively and uniformly tightened all around the joint, preferably by use of a torque wrench of the appropriate size and torque for the bolts. 3. The correct torque as indicated by a torque wrench shall not exceed 75 ft.lbs. for 5/8-inch bolts and 90 ft.lbs. for 3/4-inch bolts. 4. If a wrench other than a torque wrench is used, it should be no longer than 12 inches so that when used by the average person the above torque values shall not be exceeded. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02514_Water_Piping_Specialties.doc 03/24/15 02514-8 North Fork Rivanna River Water Main Repair Water Piping Specialties 5. To prevent sleeve couplings from pulling apart under pressure, a suitable harnessing or flange clamp assembly shall be provided and installed. 3.02 TESTING A. Testing of pipelines, including valves, appurtenances, and piping specialties, is specified in Section 02516 Water Pipe Testing. Furnish all labor, testing plugs or caps, pressure pumps, pipe connections, gauges, and all other equipment required to complete the tests as specified. B. Repair faulty joints, remove defective pipe, valves, fittings, and specialties, and replace as required. Retest. END OF SECTION N:\46601-014\Engineering\DesignC ontract_Documents\Specifications'02514_Water_Piping_Specialties.doc 03/24/15 02514-9 North Fork Rivanna River Water Main Repair Water Piping Installation SECTION 02515 WATER PIPING INSTALLATION PART 1 - GENERAL 1.01 SCOPE OF WORK A. Contractor shall provide all labor, materials, equipment and incidentals as shown, specified, and required to install and test all piping, fittings, and specialties. The Work includes, but is not limited to, the following: 1. All types and sizes of piping except those specified under other Sections. 2. Supports, restraints, and thrust blocks. 3. Pipe encasements. 4. Work on or affecting existing piping. 5. Testing. 6. Cleaning. 7. Installation of all jointing and gasketing materials, specialties, flexible couplings, mechanical couplings, harnessed and flanged adapters, sleeves, tie rods, and all other Work required to complete the piping installation. 1.02 RELATED WORK A. Section 02315, Excavation and Backfill. Bs. Section 02511, Ductile Iron Pipe and Fittings for Water. C. Section 03300, Cast-In-Place Concrete. 1.03 QUALITY ASSURANCE A. All pipe to be installed under this Contract may be inspected at the place of manufacture for compliance with the Specifications by an independent testing laboratory provided by the Owner. The Contractor shall require the manufacturer's cooperation in these inspections. The cost of inspection of all pipe approved for this Contract will be borne by the Owner. B. The Owner will inspect the pipe after delivery. The pipe shall be subject to rejection at any time due to failure to meet any of the specified requirements herein, even though N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-1 North Fork Rivanna River Water Main Repair Water Piping Installation pipes may have been accepted as satisfactory at the place of manufacture. Pipe rejected after delivery shall be marked for identification and shall be removed from the job. C. Reference standards. Comply with applicable provisions and recommendations of the latest edition of the following, except as otherwise shown or specified. 1. AWWA C600 - Installation of Ductile-Iron Water Mains and Their Appurtenances. 1.04 SUBMITTALS A. Shop drawings. Submit for approval the following: 1. Full details of piping, specialties, joints, and connections to existing piping, structures, equipment, and appurtenances. B. Certificates. Submit certificates of compliance with referenced standards. C. Record Documents. Submit Project Record Documents in accordance with these specifications and prior to award of Substantial Completion. 1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Handle all pipe, fittings, specialties, and accessories carefully with approved handling devices in accordance with the manufacturer's recommendations and to the satisfaction of the Owner. Do not drop or roll material off trucks. Do not otherwise drop, roll, or skid piping. B. Store pipes and fittings on heavy wood blocking or platforms so they are not in contact with the ground. Pipe shall not be stacked higher than the limits recommended by the manufacturer and shall conform to the manufacturer's recommendations. Pipe and fittings strung out for installation within five (5) working days may be placed in contact with the ground. C. Unload pipe, fittings, and specialties opposite to or as close to the place where they are to be installed as is practical to avoid unnecessary handling. Keep pipe interiors completely free from dirt and foreign matter. D. Inspect delivered pipe for cracks, gouges, chips, dents, or other damages and immediately remove damaged pipe from site. PART 2 -PRODUCTS 2.01 MATERIALS A. Refer to applicable Pipe Sections for material specifications. N:k16601-014\Engineering\Design\Contract_Documents'Specifications'02515_Water_Piping_Installation.doc 03/24/15 02515-2 North Fork Rivanna River Water Main Repair Water Piping Installation B. Pipe marking. 1. Cast or paint material, type, and pressure designation on each piece of pipe or fitting 4 inches in diameter and larger. 2. Pipe and fittings smaller than 4 inches in diameter shall be clearly marked by manufacturer as to material, type, and rating. C. Trace wire. Tracer wire shall be AWG No. 10, single-conductor solid copper with 600- volt insulation designed to meet U.S.E. requirements for buried service. D. Warning tape. Warning tape shall have a minimum 5.0 mil overall thickness. The warning tape, including labeling, shall not contain any dilutants, pigments, or other contaminants, and shall resist degradation by elements encountered in the soil. The warning tape for water service installations shall be color-coded blue and imprinted with the words, "Caution-- Water Line Buried Below." PART 3- EXECUTION 3.01 INSTALLATION A. General. 1. Care shall be taken in loading, transporting, and unloading to prevent injury to the pipe, linings, or coatings. Pipe or fittings shall not be dropped. All pipe and fittings shall be examined before laying and no piece shall be installed which is found to be defective. Any damage to the pipe linings or coatings shall be repaired as directed. Handling and laying of pipe and fittings shall be in accordance with the manufacturer's instructions and as specified herein. 2. If there is a conflict between manufacturer's recommendations and the Drawings or Specifications, request instructions from the Owner before proceeding. 3. Prior to excavation, other utilities and underground facilities shall be located to confirm location, proper depth, and clearances. Care shall be taken in excavating to prevent damage to underground structures, utilities, and adjacent properties. When approaching and crossing such installations, a combination of installation methods may be used. Trenching equipment shall not be used within 2 feet of existing utilities and within the distances from existing structures indicated on the plans. 4. All mains and services shall be installed true to the horizontal and vertical alignment indicated on the Plans, or as otherwise directed by the Owner. The Contractor shall make no deviations to the proposed horizontal and/or vertical alignment of the mains or services unless otherwise directed to do so by the Owner. In such cases where the proposed horizontal and/or vertical pipeline alignment will cause conflict with N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-3 North Fork Rivanna River Water Main Repair Water Piping Installation other utilities or structures, or result in less than the specified minimum clearance or cover, the Owner shall be notified and the pipeline relocated as directed. 5. All pipe shall be sound and clean before laying. When laying is not in progress, including lunchtime, the open ends of the pipe shall be closed by watertight plugs or other approved means. 6. The trench shall be excavated to a depth required so as to provide a uniform and continuous bearing and support for the pipe. Blocking will not be permitted except where installation of concrete encasement follows. Trench bedding and backfill shall be in accordance with the Detail Drawings. 7. Wherever it is necessary to deflect the pipe from a straight line, either in vertical or horizontal plane, to avoid obstructions or to plumb the line for valve installation, or where long-radius curves are permitted, the amount of deflection allowed shall not exceed seventy-five (75) percent of the allowed deflection in AWWA C600 or seventy-five (75) percent of the manufacturer's allowable deflection, whichever is less. The following table shall be used as a guideline. In no case shall these limits be exceeded. Longitudinal Deflection of Push On Joint Ductile Iron Pipe Nominal Deflection Maximum Offset Approx. Radius of Curve Produced by Succession of Pipe Size Angle (inches) Joints(feet) (inches) L= 18 feet L=20 feet L= 18 feet L=20 feet 8 3.75 14 16 275 305 12 3.75 14 16 275 305 16 2.25 8 9 458 509 18 2.25 8 9 458 509 20 2.25 8 9 458 509 24 2.25 8 9 458 509 30 2.25 8 9 458 509 36 2.25 8 9 458 509 Longitudinal Deflection of Mechanical Joint Ductile Iron Pipe Nominal Deflection Approx. Radius of Curve Produced by Pipe Size Angle Maximum Offset(inches) Succession of Joints(feet) (inches) L= 18 feet L=20 feet L= 18 feet L= 20 feet 8 3.75 15 16.5 275 305 12 3.75 15 16.5 275 305 16 2.25 10 11 393 436 18 2.25 8 9 458 509 20 2.25 8 9 458 509 24 1.50 6.75 7.5 688 764 N:\46601-014\Engineering\Design'Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-4 North Fork Rivanna River Water Main Repair Water Piping Installation 8. Where pipe cutting is required, the cutting shall be done by abrasive saw, leaving a smooth cut at right angles to the axis of the pipe. Any damage to the lining shall be repaired to the satisfaction of the Owner. Field cuts shall only be made in pipe that has been gauged full length. Field cut ends shall be in accordance with the manufacturer's instructions. 9. Pipe and fittings shall be installed in accordance with the requirements of applicable reference standards. Solid sleeves shall be used only where approved by the Owner. 10. Rights-of-way and easements. a. The Contractor shall confine construction operations to the immediate vicinity of the project location as shown on the Plans, and in no case shall the Contractor encroach beyond the limits of the Owner's property, easements, or rights-of- way. The Contractor shall further use due care in placing construction tools, equipment, excavated materials, and pipeline facility materials and supplies to cause the least possible damage to property and the least interference with traffic. The placing of such tools, equipment, and materials shall be subject to the approval of the Owner. Any damage resulting from the placement of equipment and materials or construction operation occurring outside of designated work areas shall be the sole responsibility of the Contractor. The Contractor shall make satisfactory settlement for any damage directly with the property owner involved. b. The Contractor shall conduct the construction in such a manner to cause the least inconvenience to the citizens of the area, thereby maintaining good public relations. The Contractor shall not unnecessarily interfere with the use of any public or private improvements, including landscaping; nor shall the Work unnecessarily damage such improvements. The Contractor shall repair any damage to such improvements to pre-construction condition, or as otherwise directed by the Owner. c. The Contractor shall use care in protecting existing property irons and monuments adjacent to the working area. If a property iron or monument must be removed to install new facilities, the Contractor shall retain the services of a properly licensed and registered Land Surveyor to immediately replace it after construction of the new facilities. 11. Work within VDOT rights-of-way. a. Permits. The Owner will obtain and pay for all permits required to complete the Work. b. The Contractor shall comply with all provisions of all permits required by the governing authorities at his own expense. The Contractor's responsibility under this paragraph may include, but is not limited to, the following: N:'46601-014\Engineering\DesignContract_Documents\Specifications`432515_Water_Piping_lnstailation.doc 03/24/15 02515-5 North Fork Rivanna River Water Main Repair Water Piping Installation 1) Constructing and removing temporary facilities or structures. 2) Providing details of construction methods. 3) Providing detailed construction schedules. 4) Reimbursing the applicable authority for all expenses incurred by them in connection with the Work. 5) Traffic maintenance. 6) Coordination of scheduling with the authority. 7) Necessary clean up and restoration. c. Maintenance of traffic. 1) The Contractor shall provide maintenance of traffic within the construction area for the duration of the construction period, including during any temporary suspension of Work. Maintenance of traffic shall conform to the current editions of the Manual on Virginia Traffic Control Devices, Virginia Work Area Protection Manual, Virginia Department of Transportation Road and Bridge Specifications, and the Virginia Department of Transportation Guidelines for Temporary Traffic Control. The Contractor shall provide a traffic control plan to VDOT as required for obtaining the VDOT Land Use Permit for all work. 2) The Owner may provide a detailed Traffic Maintenance Plan for portions of the Work to be performed under this contract. If a Traffic Maintenance Plan is provided, the Contractor is required to conform to this plan. The Owner may require that the Contractor submit a Traffic Maintenance Plan prior to commencing work on a particular portion of the project. If the Contractor is asked to submit such a plan, work must not commence on the portion of the project covered by the plan until approval of the Traffic Maintenance Plan by the Owner. 3) The amount of roadway closure shall be approved by VDOT and the Owner and be limited to the immediate work area and shall be in accordance with the above-mentioned manuals and specifications. d. Maintenance of ingress and egress. The Contractor shall strive to maintain, at all times during the execution of the Work, continuous ingress and egress to all affected parcels and traveled ways. When ingress and egress to affected parcels must be blocked due to the direct execution of the Work, 24-hours advance notice must be given to the affected property owner. In no case shall the blocking of ingress and egress be allowed for more than 24 consecutive hours. N:k16601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-6 North Fork Rivanna River Water Main Repair Water Piping Installation e. Construction within VDOT rights-of-way shall be subject to the approval and issuance of a Land Use Permit by VDOT. The Owner will obtain the VDOT Land Use Permit. Contractor shall at all times conduct his work and operations in accordance with the issued Permit and the Virginia Department of Transportation Road and Bridge Specifications. If required by VDOT, the Contractor shall submit for approval specific details of construction methods proposed for Work within VDOT rights-of-way. B. Above-grade pipe installation. 1. All above-grade pipe shall be flanged unless otherwise shown or specified. 2. Flanged joints shall be made using gaskets, bolts, bolt studs with a nut on each end, or studs with nuts where the flange is tapped. The number and size of bolts shall conform to the same ANSI standard as the flanges. 3. Bolts in flanged joints shall be tightened alternately and evenly as per manufacturer's recommendations. 4. Sleeve-type couplings shall be installed in accordance with the procedures recommended by the manufacturer. 5. All pipe and appurtenances connected to equipment shall be supported in such a manner as to prevent any strain being imposed on the equipment. When manufacturers have indicated requirements that piping loads shall not be transmitted to their equipment, submit a certification stating that such requirements have been complied with. 6. Sleeves of proper size shall be installed for all pipes passing through floors or walls. Where indicated on the Drawings or required for liquid or gas-tightness, the sleeve shall be sealed with a mechanical seal similar to Link-Seal, as manufactured by Thunderline Corporation, or approved equal. 7. Concrete inserts for hangers and supports shall be furnished and installed as recommended by the manufacturer, as shown on the Drawings, or as specified herein. The inserts shall be set in accordance with the requirements of the piping layout and their locations verified from approved piping layout drawings and the structural drawings. C. Buried piping installation. 1. Separation of water mains and sewers. a. Parallel installations. N:k16601-014\Engineering\Design\Contract_Documents\Specifications'02515_Water_Piping_Installation.doc 03/24/15 02515-7 North Fork Rivanna River Water Main Repair Water Piping Installation I) Under normal conditions water mains shall be laid at least 10 feet horizontally from a sewer or sewer manhole. The distance shall be measured edge-to-edge. 2) Under unusual conditions when local conditions prevent a horizontal separation of 10 feet, the water main may be laid closer to a sewer or sewer manhole provided that: a) The bottom(invert) of the water main shall be at least 18 inches above the top (crown) of the sewer; b) Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling; and c)The sewer manhole shall be of watertight construction and tested in place. b. Crossing Installation 1) Under normal conditions water mains crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water main and the top of the sewer whenever possible. 2) Under unusual conditions when local conditions prevent a vertical separation described above, the following construction shall be used: a) Sewers passing over or under water mains shall be constructed of AWWA approved ductile iron water pipe, pressure tested in place without leakage prior to backfilling b) Water mains passing under sewers shall, in addition, be protected by providing: (1) A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water main; (2) Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the water main; and (3) That the length of the water main be centered at the point of the crossing so that joints shall be equidistant and as far as possible from the sewer. c. No water pipes shall pass through or come in contact with any part of a sewer manhole. 2. Separation of potable water mains and other utilities. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-8 North Fork Rivanna River Water Main Repair Water Piping Installation a. Potable water mains shall have a minimum parallel separation of five (5) feet from gas lines where practical. In special cases this may be dropped to three (3) feet with approval of the gas company. All other utilities shall have a minimum edge-to-edge separation of twelve(12) inches. b. At all crossings, provide a minimum vertical separation of twelve (12) inches between potable water mains and gas mains or "dry"utilities. 3. Pipe bedding. a. Bed pipe as specified below and in accordance with the Drawings. b. Trench excavation, backfill, and bedding materials shall conform to the requirements of Section 02315 Excavation and Backfill, and Section 02316 Fill and Granular Fill Materials and the Standard Detail Drawings. c. Excavate trenches below the pipe bottom by the amount specified. Remove all loose and unsuitable material from the trench bottom. d. Carefully and thoroughly compact all pipe bedding with hand-held compactors. e. No pipe shall be brought into position until the preceding length has been bedded and secured in its final position. 4. Laying pipe. a. Conform to manufacturer's instructions and requirements of the reference standards where applicable. b. Install all pipe accurately to line and grade shown on the Drawings unless otherwise approved by the Owner. Remove and re-lay pipes that are not laid correctly. c. Slope piping uniformly between elevations shown. d. Ensure that ground water level in trench is at least six (6) inches below bottom of pipe before laying piping. Do not lay pipe in water. Maintain dry trench conditions until jointing and backfilling are complete. Protect and keep pipe interiors and fittings clean. e. Start laying pipe at lowest point and proceed towards the higher elevations, unless otherwise approved by the Owner. f. Place bell and spigot pipe so that bells face the direction of laying, unless otherwise approved by the Owner. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-9 e.. North Fork Rivanna River Water Main Repair Water Piping Installation g. Field cut pipe, where required, with a machine specially designed for cutting piping. Make cuts carefully, without damage to pipe or lining, and with a smooth end at right angles to the axis of pipe. Cut ends on push-on joint shall be tapered and sharp edges filed off smooth. Flame cutting will not be allowed. h. Inspect interior of all pipe and fittings and completely clean all dirt, gravel, debris, or other foreign material from pipe interior and joint recesses before it is moved into the trench. Bell and spigot mating surfaces shall be thoroughly wire brushed and wiped clean and dry immediately before the pipe is laid. i. Carefully examine all pipe, fittings, and specials for cracks, damage, or other defects while suspended above the trench before installation. Immediately remove defective materials from site. j. Excavate around joints in bedding and lay pipe so that the barrel bears uniformly on the bedding material. k. Touch up protective coatings in a satisfactory manner prior to backfilling. 1. On steep slopes, take measures to prevent movement of the pipe during installation. 5. Below grade water crossing a. Pipes to be installed underneath a bed of stream or body of water shall be performed with open cut pipeline installation using cofferdams. Pipe shall be encased in concrete the entire width of the stream bank and in accordance with the Standard Details and as shown on the plans. b. Exercise care to avoid flotation of pipe when placing concrete around pipe during concrete encasement. 6. Jointing pipe. a. Ductile iron mechanical joint pipe. 1) Wipe the socket, plain end, and adjacent areas clean immediately before making joint. Make certain that cut ends are tapered and sharp edges are filed off smooth. 2) Place the gland on the plain end with the lip extension toward the plain end. 3) Lubricate the plain end and gasket with soapy water or an approved pipe lubricant in accordance with AWWA C111, and slip the gasket onto the plain end of the joint assembly with the narrow edge of the gasket toward the plain end. N:\46601-014\Engineering\DesignContract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-10 North Fork Rivanna River Water Main Repair Water Piping Installation 4) Insert the pipe into the socket and press the gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. 5) Push gland toward socket and center it around pipe with the gland lip against the gasket. 6) Insert bolts and hand-tighten nuts. 7) Make deflection after joint assembly, if required, but prior to tightening bolts. Alternately tighten bolts 180 degrees apart to seat the gasket evenly. The bolt torque shall be in accordance with the manufacturer's recommendations. b. Ductile iron push-on joint pipe. 1) Prior to assembling the joints, the last 8 inches of the exterior surface of the spigot and the interior surface of the bell shall be thoroughly cleaned with a wire brush, except where joints are lined or coated with a special protective lining or coating. 2) Rubber gaskets shall be wiped clean and flexed until resilient. Refer to manufacturer's instructions for procedures to ensure gasket resiliency when assembling joints in cold weather. 3) Insert gasket into joint recess and smooth out the entire circumference of the gasket to remove bulges and to prevent interference with the proper entry of the spigot of the entering pipe. 4) Immediately prior to joint assembly, apply a thin film of approved lubricant to the surface of the gasket that will come in contact with the entering spigot end of pipe. Contractor may, at his option, apply a thin film of lubricant to the outside of the spigot of the entering pipe. 5) For assembly, center spigot in the pipe bell and push pipe forward until it just makes contact with the rubber gasket. After gasket is compressed and before pipe is pushed or pulled all the way home, carefully check the gasket for proper position around the full circumference of the joint. Final assembly shall be made by forcing the spigot end of the entering pipe past the rubber gasket until it makes contact with the base of the bell. When more than a reasonable amount of force is required to assemble the joint, the spigot end of the pipe shall be removed to verify the proper positioning of the rubber gasket. Gaskets that have been damaged shall not be reused. 6) Maintain an adequate supply of gaskets and joint lubricant at the site at all times when pipe jointing operations are in progress. N:\46601-014\Engineering\DesignContract_Documents\Specifications`A2515_Water_Piping_Installation.doc 03/24/15 02515-11 North Fork Rivanna River Water Main Repair Water Piping Installation c. Proprietary joints. Pipes that use proprietary joints shall be installed in strict accordance with the manufacturer's instructions. 7. Trace wire shall be installed with all water mains and appurtenances. The trace wire shall be ten (10) gauge minimum (American Wire Gauge) solid copper with thermoplastic insulation recommended for direct burial. The wire shall be secured to the buried pipe and shall extend continuously and unbroken, from point of access to point of access. The ends of the wire shall terminate with a minimum of six(6) feet of wire, coiled, remaining available at all access points. Contractor shall perform a continuity test on all tracer wire in the presence of the Owner. If the tracer wire is found to be not continuous after testing, Contractor shall repair or replace the failed wire. 8. All buried pipe fittings shall be ductile iron, restrained joint type. a. All ductile iron pipe to be cut for insertion into fittings shall be gauged full length. 9. Plugs. a. Install AWWA specified mechanical joint type plugs into all bells at dead ends, tees, or crosses and cap all spigot ends where shown on the Drawings. b. Fully secure and block all plugs and caps installed for pressure testing to withstand the specified test pressure. c. Where plugging is required for phasing of the Work or for subsequent connection of piping, install AWWA specified mechanical joint type plugs. 10. Thrust restraint. a. All tees, valves, fittings, plugs, bends, and caps shall be restrained to prevent any movement. For new water main installations, restraint shall be achieved by using joint restraint in the form of mechanical joint restraint or restrained joint pipe. Restrained lengths of pipe shall be in accordance with the manufacturer's recommendations. b. A concrete thrust block shall be placed at all connections to existing water mains. 11. Backfilling. a. Conform to the applicable requirements of Section 02315, Excavation and Backfill and applicable Detail Drawings. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-12 North Fork Rivanna River Water Main Repair Water Piping Installation b. Place backfill as construction progresses. Backfill by hand and use power tampers until pipe is covered by at least 1 foot of fill. D. Water service taps. 1. General. a. Individual water services and multiple branch services shall be provided from the main to each water meter in accordance with the Drawings. Such laterals shall be Type K soft copper tubing for all services 2 inches and less, installed at a minimum depth of 36 inches from the main line to a meter setting below finished grade. Contractor shall notify the ACSA 48 hours in advance of water service taps so that an ACSA Inspector may be present to observe the tap. b. All connections shall be made by wet taps unless approved otherwise. Service connections shall be made perpendicular to the main and shall run straight to the meter. c. All water meter boxes and vaults shall be located a minimum of 12 inches and a maximum of 36 inches directly behind the curb or as directed by the Owner. Where no curb exists, meter boxes and vaults shall be installed in readily accessible locations beyond the limits of street surfacing, walks, and driveways as directed by the Owner. Water meter boxes and vaults shall not be placed in streets, parking areas, or obstructed by fencing or buildings. Exceptions to these conditions will be at the direction of the Owner. d. Warning tape and 10-gauge tracer wire shall be installed with each service lateral. Warning tape shall be installed 12 inches above service piping and shall be continuous over the length of the service lateral. Tracer wire shall be installed with the service piping and shall terminate in a loop within the meter box or vault. 2. The Contractor shall make service taps to new water mains after the mains have been successfully tested and disinfected in accordance with the Specifications. 3. Taps in ductile iron water mains. a. The maximum size of direct taps without a fitting, tapping sleeve, or saddle for ductile iron water mains shall be as follows: 4" Main 3/4"Tap 6"Main 1"Tap 8"Main 1-1/4"Tap 10"— 16"Main 1-1/2"Tap b. Tapping sleeves and valves shall be used on all 4-inch and larger taps. N:\46601-014\Engineering\Design\Contract_Documents\Specifications\02515_Water_Piping_Installation.doc 03/24/15 02515-13 North Fork Rivanna River Water Main Repair Water Piping Installation c. The maximum size saddle outlet shall be limited to 1/2 the water main diameter with a maximum outlet diameter of 3 inches. d. Tapping saddles may be used on exposed ductile iron mains at the discretion of the Owner. Maximum saddle outlet size shall be limited to 1/2 the water main diameter with a maximum diameter of 12 inches. e. Service taps shall be a minimum of 24 inches apart and located at the 10 or 2 o'clock position on the main. No burned taps will be allowed. No taps are allowed on a fire hydrant line. No tapping shall be made where rodding is placed. f. Corporation stops threaded into iron pipes, fittings, or specials shall have their threads wrapped in Teflon tape or approved equal prior to assembly. g. Service taps for ductile iron mains encased in polyethylene shall be performed in accordance with AWWA C105 and AWWA C600. Polyethylene tape shall be used to protect the polyethylene sheet or repair any cuts or abrasions as a result of direct or saddle taps. 4. Where a service lateral must cross a sanitary sewer, the bottom of the service lateral within 10 feet of the point of crossing shall be at least 12 inches above the top of the sewer. E. Water Main Taps 1. Preparation a. The minimum distance that a tap shall be offset from a joint in the main is either four (4) feet or two (2) times the diameter of the main being tapped, whichever is greater. The Contractor shall expose the main in either direction of the tap to ensure that this requirement is met. b. The Contractor shall schedule a test pit prior to ordering the tapping sleeve to verify the horizontal and vertical location, the outside diameter and the pipe material of the waterline prior to. The Owner shall be notifies three business days in advance of the test pit. c. The tapping sleeve shall be approved by the Owner prior to being ordered and the tapping contractor must be approved by Owner prior to the tap. d. Tapping procedures shall be in accordance with the manufacturer's published recommendations. 2. Pressure Test of Tapping Sleeve and Valve a. Prior to starting the tap, the tapping sleeve and valve shall be subjected to a pressure test to confirm that they do not leak. The standard test shall be a hydrostatic pressure test with a test pressure of two hundred (200) psi or one NM6601-014\Engineering\Design\Contract_Documents'.Specifications`02515_Water_Piping_Installation.doc 03/24/15 02515-14 North Fork Rivanna River Water Main Repair Water Piping Installation and one half(1.5) times the anticipated working pressure of the line, whichever is greater for a duration of thirty (30) minutes. No pressure drop is allowed in the test. b. If the contractor is approved by the Owner to conduct pneumatic testing and if the manufacturer of the tapping sleeve recommends pneumatic testing of the tapping sleeve then the contractor may conduct a pneumatic air test at thirty-five (35) psi for a duration of five (5) minutes in lieu of the hydrostatic test. No pressure drop is allowed in the test. F. Transitions from one type of pipe to another. 1. Provide all necessary adapters, specials, and connection pieces required when connecting different types and sizes of pipe or connecting pipe made by different manufacturers. G. Closures. 1. Provide all adapters, sleeves, specials, or other closure pieces shown on the Drawings or required to complete the Work. 3.02 WORK AFFECTING EXISTING PIPING A. Location of existing piping. 1. Locations of existing piping shown on the Drawings should be considered approximate. 2. Contractor shall determine the true location of existing piping to which connections are to be made, and location of other facilities which could be disturbed during earthwork operations, or which may be affected by Contractor's Work in any way. B. Repair of water mains. 1. Joint leaks of cast iron pipe and ductile iron pipe shall be repaired by using a bell joint leak repair clamp as specified. 2. Main breaks or punctures shall be repaired with a full circle repair clamp as specified. 3. Main splits or blowouts shall be repaired by replacing the damaged section with like pipe material with pipe couplings at each end. (Damaged cast iron sections shall be replaced with ductile iron pipe.) 4. For old cast iron pipe to ductile iron pipe, use a pipe coupling with different end diameters sized specifically for the pipe material and pipe outside diameter at each end. 5. Disinfect materials used to facilitate water main repairs in accordance with Section 02516 Water Pipe Testing. N:W6601-014\Engineering\Design\Contract_Documents\Specifications`\02515_Water Piping_Installation.doc 03/24/15 02515-15 r • North Fork Rivanna River Water Main Repair Water Piping Installation C. Water service line repairs. 1. A water service line severed between the water main and the water meter shall be repaired using new Type K copper tubing and brass flared joint fittings. 2. A corporation stop pulled out of a ductile iron pipe shall have a full circle repair clamp placed over the old tap hole. A new tap shall be made and a new corporation stop installed on the water main. 3.03 TESTING OF PIPING A. Test in accordance with Section 02516 Water Pipe Testing. END OF SECTION N:\46601-014\Engineering\Design\Contract_Documents'.Specifications'02515_Water_Piping_Installation.doc 03/24/15 02515-16 North Fork Rivanna River Water Main Repair Water Pipe Testing SECTION 02516 WATER PIPE TESTING PART 1 - GENERAL 1.01 SCOPE OF WORK A. This Section specifies the general requirements for disinfecting and testing the piping systems shown on the Drawings and specified elsewhere in these Specifications. 1.02 RELATED WORK A. Piping materials and systems are included in other Sections of Division 02. B. Section 02513, Valves, Hydrants, and Appurtenances. C. Section 02515, Water Piping Installation. 1.03 SUBMITTALS A. Submit detailed description of filling and testing procedures including, but not limited to, the following: 1. Schedule of test sections and piezometric test elevations in accordance with the requirements of this Section. 2. Type and location of bulkheads; provisions for thrust restraint. 3. Proposed sources of water and points of introduction into the pipeline. 4. Proposed equipment and methods for admitting test water and filling and dewatering the pipeline. 5. Proposed sequence of activities. 6. Proposed methods and details for testing pipe, joints, closures, etc., installed after completion of hydrostatic tests. B. Test records. 1. Maintain records of all tests performed. 2. Test records shall include: N:\46601-014\Engineering\Design\Contract_Documents\.Specifications\025 t 6_Water_Pipe_Testing.doc 03/24/15 02516-1 A. North Fork Rivanna River Water Main Repair Water Pipe Testing a. Date of testing. b. Identification of piping tested. c. Test fluid. d. Test pressure. e. Signature of contractor. 3. If leaks are found, they shall be noted on the record, and then repaired. After repair, retest as specified for original test. 4. Submit test records to Owner within 24 hours of testing. 1.04 GENERAL REQUIREMENTS A. General. 1. Test all piping except as otherwise authorized by the Owner. 2. All testing will be performed in accordance with ANSI/AWWA C600 and C651. The Contractor shall notify the Owner 48 hours in advance of testing. 3. Provide all testing apparatus, including pumps, hoses, gauges, and fittings. 4. Unless otherwise noted, pipelines shall hold specified test pressure for two (2)hours. 5. Repair and retest pipelines that fail to hold specified test pressure or which exceed the allowable leakage rate. 6. Unless otherwise specified, test pressures required are at the highest elevation of the pipeline section being tested. 7. Conduct all tests in the presence of the Owner's representative. 1.05 TEST PRESSURE A. Hydrostatic test. Test pressure shall be 300 psi unless otherwise specified. N:46601-0141Engineering\Design\Contract_Documents\Specifications\02516_Water_Pipe_Testing.doc 03/24/15 02516-2 North Fork Rivanna River Water Main Repair Water Pipe Testing PART 2 - PRODUCTS 2.01 TEST FLUIDS A. Hydrostatic test. Potable water shall be used as the test fluid for all potable water line testing. 2.02 TEST EQUIPMENT A. Hydrostatic test. Testing shall be performed in accordance with AWWA C600 1. Water: Of sufficient capacity to deliver the required test pressure. 2. Strainer: On inlet side of the pump to prevent foreign matter from entering the system. 3. Valves: Shall be provided on the suction and discharge side of the pump. 4. Heater: To allow heating of the test fluid when elevated temperatures are required for test. 5. Relief valve: Set at a pressure to relieve at 20 to 25 percent above the required test pressure. 6. Pressure gauge(s): Capable of reaching 50 percent over the test pressure. These should be located at the pump discharge and any other place deemed convenient by the Contractor. 7. Pressure gauges and relief valves shall be checked for accuracy before use in test procedures. PART 3-EXECUTION 3.01 SAFETY A. All tests shall be performed under the direct supervision of the Contractor and in the presence of a representative of the Owner. B. Restrict personnel in the test area to those involved in the test. C. Safety glasses must be worn throughout testing. N:\46601-014\Engineering\Design\Contract_Documents\Specifications002516_Water_Pipe_Testing.doc 03/24/15 02516-3 North Fork Rivanna River Water Main Repair Water Pipe Testing 3.02 HYDROSTATIC TEST A. Hydrostatic testing shall be performed in accordance with AWWA C600. This test specification shall be used to hydrostatically test piping systems for structural integrity and leaks. The test shall be performed at ambient temperature unless otherwise specified. B. Hydrostatic pressure test. 1. All newly installed water mains or any valved section thereof shall be hydrostatically tested. Backfilling and compaction shall be completed before testing unless otherwise required or approved by the Owner. 2. The water mains shall be tested for leakage by the Contractor at his own expense in the presence of the Owner. All tests shall be conducted in a manner to minimize as much as possible any interference with the Contractor's Work or progress. A maximum of 2,500 linear feet of water main may be tested at one time, unless otherwise approved by the Owner. 3. No permanent connections shall be made to the potable water system to fill or pressurize the waterline being tested. If a temporary connection is made to the potable water system in order to fill the line being tested, then the potable water shall flow through an RWSA approved backflow prevention device prior to entering the line being tested. This temporary connection must be terminated before the pressurization of test line begins. 4. Each section of water main between adjacent valves shall be tested separately. The maximum differential pressure across any valve during testing shall not exceed the test pressure recommended by the valve manufacturer, or as specified by the Owner. The Contractor shall provide all temporary bulkheads and thrust restraint to isolate the water main test section, and shall provide all long solid sleeves necessary to make the permanent connection to the system at no additional cost. 5. The Contractor shall notify the Owner when the Work is ready for testing and tests shall be made as soon thereafter as practicable under the direction of the Owner. Personnel for reading meters, gauges or other measuring devices will be furnished by the Owner, but all other labor, equipment and materials shall be furnished by the Contractor, unless otherwise specified. 6. Testing of the pipelines shall not be made until at least 7 days have elapsed after all concrete thrust blocking has been installed. 7. The Owner reserves the right to check the completed pipeline for vertical alignment prior to filling with water and testing. The Contractor shall not allow water in any pipelines without the express written permission of the Owner N:4601-014\Engineering\Design\Contract_Documents\Specifications`02516_Water_Pipe_Testing.doc 03/24/15 02516-4 North Fork Rivanna River Water Main Repair Water Pipe Testing 8. All air valves shall be installed as indicated on the Drawings and individually checked for proper operation prior to filling the water main for testing. If for any reason it is necessary to drain the water main, the Contractor shall take all precautions required to ensure the safety of personnel entering and inspecting the water main. When draining the water main, all air valves shall be rechecked for proper operation. This is required to avoid the formation of a vacuum lock which could prevent the water from properly draining and become a hazard to men working within the pipeline if released. Pipelines containing large orifice valves shall be filled at a maximum rate of one foot per second. 9. Each valved section of pipe shall be slowly filled with potable water expelling all air. If necessary, Contractor shall install corporation stops to assist in air removal. Backflow prevention device acceptable to the Owner shall be used whenever non- disinfected pipelines are being filled from a potable water source or main. 10. Specified test pressure shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Owner. The water and container used in pressurizing the main to be tested shall be properly disinfected in accordance with AWWA C651. 11. All exposed pipe, fittings, and appurtenances shall be examined after pressurization of pipeline. Any visible leaks shall be repaired. 12. The section of pipeline under test will be considered to have successfully completed this test if applied pressure does not vary by more than five (5) psi during the two- hour test duration. C. Leakage test. 1. All newly installed water mains or any valved portion thereof shall be subjected to a leakage test conducted concurrently with the hydrostatic pressure test. A maximum of 2,500 feet of water main shall be tested at one time, unless otherwise approved by the Owner. 2. Leakage shall be defined as the quantity of water that must be supplied to a newly installed pipeline, or valved section thereof to maintain pressure within five (5) psi of the test pressure specified. N:\46601-014\Engineering\DesignContract_Documents\Specifications`02516_Water_Pipe_Testing.doc 03/24/15 02516-5 rn■rror. North Fork Rivanna River Water Main Repair Water Pipe Testing 3. Allowable leakage in gallons per hour for ductile iron pipe shall be determined by the most recent AWWA Standard C-600. D. Current formula is as follows: L= SDP112 148,000 L=Allowable leakage(gal./hr.) S =Length of pipe being tested(ft.) D=Nominal pipe diameter(in.) P =Average test pressure(lbs./in.2) 4. All hydrants, air relief valves, meters, or other appurtenances within the test section shall be valved-off during testing to prevent possible damage. 5. If any test of installed pipe discloses leakage greater than that allowed, the Contractor shall, at his own expense, determine the sources of leaks and remedy all deficiencies as necessary. The installed pipe shall be retested in accordance with the test procedures above until leakage is within acceptable limits. 3.03 DISINFECTION OF POTABLE WATER PIPING A. No permanent connections shall be made to the potable water system for the purpose of flushing and disinfecting new water lines. A temporary connection with an Owner approved backflow prevention device shall be utilized and provided by the Contractor to deliver and flush potable water to and from the new waterline. Utilizing a portable pump with check valves is one method of preventing backflow and achieving the high flows that are needed to adequately flush large diameter waterlines. B. Preliminary Flushing - The water line shall be thoroughly flushed with potable water prior to disinfection to remove any debris that may have entered the line during construction. The flushing velocity in the line shall not be less than two and one half (2.5) feet per second. Flushing should continue until the volume of water that has passed through the waterline is at least two and one half(2.5) times the volume of the waterline being disinfected and the results of a bag test show no debris. If a bag test shows any debris, then flushing shall continue until a bag test shows no debris. It is the Contractor's responsibility to ensure that the wastewater generated by flushing activities is disposed of in a responsible manner that is in accordance with all applicable environmental regulations. C. All newly installed water piping shall be disinfected in accordance with Virginia Department of Health Waterworks Regulations and AWWA C651, latest revisions. Disinfection method shall be by the continuous feed method. The tablet method shall not be used. Contractor shall be responsible for all aspects of disinfection, sampling, and testing at his own expense. N:V16601-014\EngineerineDesign\Contract_Documents\Specifications\02516_Water_Pipe_Testing.doc 03/24/15 02516-6 North Fork Rivanna River Water Main Repair Water Pipe Testing 1. Continuous feed method. a. Potable water shall be introduced into the pipeline at a constant flow rate protected by an approved backflow prevention device. Chlorine shall be added at a constant rate to this flow so that the chlorine concentration in the water in the pipe is at least 50 mg/l. b. The chlorinated water shall remain in the pipeline at least 24 hours, after which the chlorine concentration in the water shall be at least 10 mg/l. c. Valves and hydrants and other appurtenances shall be operated during the disinfection process to be sure that they are disinfected as well. D. Final Flushing - Following the chlorination period, flush the disinfectant from the piping with potable water. All treated water flushed from the lines shall be disposed of by discharging to the sanitary sewer system or other approved means. Provide a minimum of 2 business days advance notice to the RWSA and ACSA prior to discharging to any sanitary sewer system. No discharge to any storm sewer or natural watercourse will be allowed without first dechlorinating the flushed water to a chlorine residual of 1 mg/I or less. E. Following final flushing, two (2) water samples for bacteriological test shall be collected for each 1,200 feet of pipe disinfected, including one set from the end of the line. Samples shall be taken 24 hours apart. Two consecutively tested samples must indicate the absence of coliform contamination. Should the tests indicate the presence of coliform contamination, the Contractor shall repeat the entire disinfection procedure until two consecutive tests indicate the absence of coliform contamination. All cost for re-disinfection, sampling, and testing will be at the Contractor's expense. Water samples for total coliform shall be analyzed by a laboratory that is state certified for total coliform analyses. F. Disinfection shall also include hydrants, fittings, taps, tubing, and all other specials used at connections to existing water mains. These shall be thoroughly disinfected immediately prior to installation by emersion or spraying with a water solution containing 250 mg/1 chlorine. G. It is the Contractor's responsibility to ensure their operations do not contaminate the public water supply. If, at any time, the water in the existing system becomes contaminated, the Contractor shall be held financially accountable for any corrective action taken by the Owner, as well as for cost of defending and settlement of all claims resulting from Contractor's negligence, including, but not limited to, costs and attorney's fees. END OF SECTION N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02516_Water_Pipe_Testing.doc 03/24/15 02516-7 North Fork Rivanna River Water Main Repair Seeding,Topsoiling,Fertilizing and Mulching SECTION 02911 SEEDING, TOPSOILING, FERTILIZING AND MULCHING PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required to place topsoil, finish grade, and apply lime, fertilizer, seed, and mulch. Maintain all seeded areas as specified herein, including all areas disturbed by the Contractor. 1.02 RELATED WORK A. Section 02230, Clearing and Grubbing. B. Section 02315, Excavation and Backfill. C. Section 02370, Erosion and Sediment Control. 1.03 SAMPLES AND APPROVAL OF MATERIAL A. Samples of all materials shall be submitted for inspection and acceptance upon request. PART 2 -PRODUCTS 2.01 MATERIALS A. Topsoil shall be applied in accordance with VESCH Standard and Specification 3.30 Topsoiling, where the existing soil is too coarse, dense, shallow, acidic, or contaminated to foster vegetation. 1. Topsoil shall be fertile, friable, natural topsoil typical of topsoil of the locality, and shall be obtained from a well-drained site that is free of flooding. It shall be without admixture of subsoil or slag and free of stones, lumps, plants or their roots, sticks, clay, peat, and other extraneous matter. Topsoil shall not be placed while in a frozen or muddy condition. Topsoil delivered to the site shall have pH between 6.0 and 7.0 and shall contain not less than 3 percent organic matter as determined by loss of ignition of moisture-free samples dried at 100 degrees Celsius. B. Fertilizer shall be commercially mixed free flowing granules or pelleted fertilizer, 10-10- 10 (N-P205-K2O) grade for lawn and naturalized areas. Fertilizer shall be delivered to the site in original unopened containers each showing the manufacturer's guaranteed analysis conforming to applicable state fertilizer laws. At least 40 percent of the nitrogen in the fertilizer used shall be in slowly available(organic) form. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`02911_Seeding_Topsoiling_Fertilizing_and_Mulching.doc 03/24/15 02911-1 r North Fork Rivanna River Water Main Repair Seeding,Topsoiling,Fertilizing and Mulching C. Seeding shall be performed in accordance with VESCH Standard and Specification 3.31 Temporary Seeding, or 3.32 Permanent Seeding, as applicable. 1. Seed shall be labeled in accordance with USDA Rules and Regulations under the Federal Seed Act and shall comply with the requirements of the Virginia Erosion and Sediment Control Handbook standard. Seed shall be furnished in sealed bags or containers bearing the date of the last germination, which date shall be within a period of 6 months prior to commencement of planting operations. Seed shall be from same or previous year's crop; each variety of seed shall have a purity of not less than 85 percent, a percentage of germination not less than 90 percent, shall have a weed content of not more than 1 percent and contain no noxious weeds. 2. Seed mix for permanent seeding shall be in strict accordance with the VESCH. All temporary seeding shall be as per VESCH. Seed shall be accompanied by an affidavit for seed conforming to Section 244.02 (c) of Virginia Department of Transportation Road and Bridge Specifications, latest edition. 3. The seed shall be furnished and delivered pre-mixed in the proportions specified above. The manufacturers for each seed type shall submit a manufacturer's certificate of compliance to the specified mixes. These certificates shall include the guaranteed percentages of purity, weed content and germination of the seed, and also the net weight and date of shipment. No seed may be sown until the Contractor has submitted the certificates. 4. Seed shall be delivered in sealed containers bearing the dealer's guaranteed analysis. D. Straw mulch shall be as specified in Section 02370, Erosion and Sediment Control and the VESCH. E. Mulch for hydroseeding operations shall be a specially processed cellulose fiber containing no growth or germination inhibiting factors. It shall be manufactured in such a manner that after addition and agitation in slurry tanks with water, the fibers in the material become uniformly suspended to form a homogeneous slurry. When sprayed on the ground, the material shall allow absorption and percolation of moisture. Each package of the cellulose fiber shall not contain in excess of 10 percent moisture and shall be marked by the manufacturer to show the air-dry weight content. F. Mulch tacking agent shall be as specified in Section 02370, Erosion and Sediment Control and the VESCH. N:\46601-014\Engineering\Design\Contract_Documents\Specifications'02911_Seeding_Topsoiling_Fecrilizing_and_Mulching.doc 03/24/15 02911-2 North Fork Rivanna River Water Main Repair Seeding,Topsoiling,Fertilizing and Mulching PART 3- EXECUTION 3.01 APPLICATION A. Acceptable topsoil shall be placed to a minimum compacted depth of 6 inches on all disturbed areas. B. For all areas to be seeded: 1. Fertilizer (10-10-10) shall be applied at the rate of 40 pounds per 1,000 square feet and lightly worked in by approved methods. 2. Seed mix shall be applied at a rate of 20 pounds per 1,000 square feet. 3. Mulch shall be applied at the rate of 40 pounds per 1,000 square feet. C. The application of fertilizer may be performed hydraulically in one operation with hydro- seeding and fiber mulching. The Contractor is responsible for cleaning all structures and paved areas of unwanted deposits of the hydroseeded mixture. 3.02 INSTALLATION A. Previously established grades as shown on Drawings shall be maintained in a true and even condition. B. The topsoil shall be carefully prepared by scarifying or harrowing and hand raking after it has been spread. All stiff clods, lumps, roots, litter, and other foreign material shall be removed from the loamed area and disposed of by the Contractor. The areas shall also be free of smaller stones in excessive quantities as determined by the Owner. The whole surface shall then be rolled with a hand roller weighing not more than 100 pounds per foot of width. During the rolling, all depressions caused by settlement of rolling shall be filled with additional loam and the surface shall be re-graded and rolled until a smooth and even finished grade is created. C. Seeding, mulching, and conditioning shall only be performed during those periods within the seasons that are normal for such work as determined by the weather and locally accepted practice. D. Schedules for seeding and fertilizing must be submitted to the Owner for approval prior to the work. Seeding as specified herein shall be accomplished between the period of April 1 to May 31 or August 16 to October 15. Seeding during the periods from October 16 to March 31 and from June 1 to August 15 shall only be undertaken upon approval of the Owner. E. Seeding shall be done within 5 days following soil preparation. Seed shall be applied at the rates and percentages indicated. N:'46601-014\Engineering\DesignContract_Documents\Specifications\02911_Seeding_Topsoiling_Fertilizing_and_Mulching.doc 03/24/15 02911-3 North Fork Rivanna River Water Main Repair Seeding,Topsoiling,Fertilizing and Mulching F. Slopes whose vertical height is less than 20 feet but more than 5 feet shall be seeded in 2 equal increments. Slopes whose vertical height is 5 feet or less may be seeded in one operation. Slopes greater than 2H:1 V shall be protected by erosion control matting acceptable to the Owner. G. In order to prevent unnecessary erosion of newly topsoiled and graded slopes and unnecessary siltation of drainage ways, the Contractor shall carry out seeding and mulching as soon as he has satisfactorily completed a unit or portion of the project or when 1,000 square feet of ground surface has been disturbed. When protection of newly topsoiled and graded areas is necessary at a time which is outside of the normal seeding season, the Contractor shall protect those areas by whatever means necessary as approved by the Owner and shall be responsible for prevention of siltation in the areas beyond the limit of Work. H. When newly graded sub-grade areas cannot be topsoiled and seeded because of season or weather conditions and will remain exposed for more than 30 days, the Contractor shall protect those areas against erosion and washouts by whatever means necessary such as straw applied with a tar tack, wood chips, or by other approved measures. Prior to application of topsoil, any such materials applied for erosion control shall be thoroughly incorporated into the sub-grade by disking. Fertilizer shall be applied prior to spreading of topsoil. I. On slopes, the Contractor shall protect against washouts by an approved method. Any washout that occurs shall be re-graded and re-seeded at the Contractor's expense until a good sod is established. 3.03 MAINTENANCE AND PROVISIONAL ACCEPTANCE A. The Contractor shall maintain seeded areas, re-seeding if and when necessary, until a good, healthy, uniform growth is established over the entire area seeded. B. The Owner will inspect all work for provisional acceptance at the end of a 10-week maintenance period upon receiving written request from the Contractor at least 10 days prior to the anticipated date of inspection. C. A satisfactory stand will be defined as a section of turf of 1,000 square feet or larger that has: 1. No bare spots larger than three square feet. 2. No more than 10 percent of total area with bare spots larger than 1 square foot. 3. Not more than 15 percent of total area with bare spots larger than 6 square inches. N:V16601-014\Engineering\Design\Contract_Documents\Specifications`02911_Seeding_Topsoiling_Fertilizing_and_Mulching.doc 03/24/15 02911-4 North Fork Rivanna River Water Main Repair Seeding,Topsoiling,Fertilizing and Mulching 3.04 GUARANTEE PERIOD AND FINAL ACCEPTANCE A. The Contractor shall guarantee all seeded areas for not less than 1 full year from the time of acceptance by Owner. END OF SECTION NM6601-014\Engineering\Design\Contract_Documents\Specifications\D2911Seeding_Topsoiling_Fertilizing_and_Mulching.doc 03/24/15 02911-5 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete SECTION 03300 CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor and materials required and install cast-in-place concrete complete as shown on the Drawings and as specified herein. 1.02 RELATED WORK (N/A) 1.03 SUBMITTALS A. Submit to the Owner shop drawings and product data including the following: 1. Sources of cement, pozzolan, and aggregates. 2. Air-entraining admixture. Product data including catalog cut, technical data, storage requirements, product life, recommended dosage, temperature considerations, and conformity to ASTM standards. 3. Water-reducing admixture. Product data including catalog cut, technical data, storage requirements, product life, recommended dosage, temperature considerations, and conformity to ASTM standards. 4. High-range water-reducing admixture (plasticizer). Product data including catalog cut, technical data, storage requirements, product life, recommended dosage, temperature considerations, retarding effect, slump range, and conformity to ASTM standards. 5. Concrete mix for each formulation of concrete proposed for use including constituent quantities per cubic yard, water-cementitious materials ratio, concrete slump, type, and manufacturer of cement. B. Certifications. 1. Certify admixtures used in the same concrete mix are compatible with each other and the aggregates. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials(ASTM). N:\46601-014\Engineering\DesignContract_Documents\.Specifications433300_Cast_in_Place_Concrete.doc 03/24/15 03300-1 MIL North Fork Rivanna River Water Main Repair Cast-in-Place Concrete 1. ASTM C31 - Standard Practice for Making and Curing, Concrete Test Specimens in the Field. 2. ASTM C33 - Standard Specification for Concrete Aggregates. 3. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. 4. ASTM C94 - Standard Specification for Ready-Mixed Concrete. 5. ASTM C143 - Standard Test Method for Slump of Hydraulic Cement Concrete. 6. ASTM C150 - Standard Specification for Portland Cement. 7. ASTM C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method. 8. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete. 9. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete. 10. ASTM C1017 - Standard Specification for Chemical Admixtures for use in Producing Flowing Concrete. B. American Concrete Institute(ACI). 1. ACI 304R- Guide for Measuring, Mixing, Transporting and Placing Concrete. 2. ACI 305R- Hot Weather Concreting. 3. ACI 306.1 - Standard Specification for Cold Weather Concreting. 4. ACI 318 - Building Code Requirements for Structural Concrete. 5. ACI 350R- Environmental Engineering Concrete Structures. C. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A. Reinforced concrete shall comply with ACI 318, the recommendations of ACI 350R and other stated requirements, codes, and standards. The most stringent requirement of the codes, standards, and this Section shall apply when conflicts exist. B. Only one (1) source of cement and aggregates shall be used on any single structure. Concrete shall be uniform in color and appearance. N:kt6601-014\EngineerineDesign\Contract_Documents\Specifications`03300_Cast_in_Place_Concrete.doc 03/24/15 03300-2 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete PART 2 - PRODUCTS 2.01 MATERIALS A. Cement: Domestic Portland cement complying with ASTM C150 — Type II. Cement brand shall be subject to approval and one brand shall be used throughout the Work. B. Supplemental cementitious material: Ground granulated blast-furnace slag. 1. Meet ASTM C989(Grade 120). 2. Blend with Portland cement meeting requirements of ASTM C595 Type IS or IS (MS). 3. Supplier: Blue Circle Cement, Inc., Product: NewCem, or approved equal. C. Fine aggregate: Washed inert natural sand conforming to the requirements of ASTM C33. D. Coarse aggregate: Well-graded crushed stone or washed gravel conforming to the requirements of ASTM C33. Grading requirements shall be as listed in ASTM C33 Table 3 for the specified coarse aggregate size number. Limits of deleterious substances and physical property requirements shall be as listed in ASTM C33 Table 3 for severe weathering regions. Size numbers for the concrete mixes shall be as shown in Table 1 herein. E. Water: Potable water, free from injurious amounts of oils, acids, alkalis, salts, organic matter, or other deleterious substances. F. Admixtures: Admixtures shall be free of chlorides and alkalis (except for those attributable to water). When it is required to use more than one admixture in a concrete mix, the admixtures shall be from the same manufacturer. Admixtures shall be compatible with the concrete mix including other admixtures. 1. Air-entraining admixture: The admixture shall comply with ASTM C260. Proportioning and mixing shall be in accordance with manufacturer's recommendations. 2. Water-reducing agent: The admixture shall comply with ASTM C494, Type A. Proportioning and mixing shall be in accordance with manufacturer's recommendations. 3. High-range water-reducer (plasticizer): The admixture shall comply with ASTM C494, Type F and shall result in non-segregating plasticized concrete with little bleeding and with the physical properties of low water/cement ratio concrete. The treated concrete shall be capable of maintaining its plastic state in excess of 2 hours. N:\46601-014\Engineering sign\Contract_Documents\Specifications`fi3300_Cast_in_P1ace_Concrete.doc 03/24/15 03300-3 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete Proportioning and mixing shall be in accordance with manufacturer's recommendations. 4. Admixtures causing retarded or accelerated setting of concrete shall not be used without written approval from the Owner. When allowed, the admixtures shall be retarding or accelerating water reducing or high range water reducing admixtures. G. Sheet curing materials: Waterproof paper, polyethylene film, or white burlap- polyethylene sheeting all complying with ASTM C171. 2.02 MIX A. Development of mix design and testing shall be by an independent testing laboratory acceptable to the Owner engaged by and at the expense of the Contractor. B. Select proportions of ingredients to meet the design strength and materials limits specified in Table 1 and to produce concrete having proper placability, durability, strength, appearance, and other required properties. Proportion ingredients to produce a homogenous mixture that will readily work into corners and angles of forms and around reinforcement without permitting materials to segregate or allowing excessive free water to collect on the surface. C. The design mix shall be based on standard deviation data of prior mixes with essentially the same proportions of the same constituents or, if such data is not available, be developed by a testing laboratory engaged by and at the expense of the Contractor. Acceptance of mixes based on standard deviation shall be based on the modification factors for standard deviation tests contained in ACI 318. The water content of the concrete mix, determined by laboratory testing, shall be based on a curve showing the relation between water cementitious ratio and 7- and 28-day compressive strengths of concrete made using the proposed materials. Four (4) or more points shall determine the curves, each representing an average value of at least 3 test specimens at each age. The curves shall have a range of values sufficient to yield the desired data, including the specified design strengths as modified below, without extrapolation. The water content of the concrete mix to be used, as determined from the curve, shall correspond to strengths 16 percent greater than the specified design strength. The resulting mix shall not conflict with the limiting values for maximum water cementitious ratio and net minimum cementitious content as specified in Table 1 below. D. Compression tests: Provide testing of the proposed concrete mix to demonstrate compliance with the specified design strength requirement in conformity with the above paragraph. E. Entrained air, as measured by ASTM C231, shall be as shown in Table 1 below. 1. If the air-entraining agent proposed for use in the mix requires testing methods other than ASTM C231 to accurately determine air content, make special note of this requirement in the admixture submittal. NM6601-014\Engineering\Design\Contract_Documents\Specificationss43300_Cast_in_Place_Concrete.doc 03/24/15 03300-4 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete F. Slump of the concrete as measured by ASTM C143, shall be as shown in Table 1 below. If a high-range water-reducer (plasticizer) is used, the slump indicated shall be that measured before plasticizer is added. Plasticized concrete shall have a slump ranging from 7 to 10 inches. G. Proportion admixtures according to the manufacturer's recommendations. Two (2) or more admixtures specified may be used in the same mix provided that the admixtures in combination retain full efficiency and have no deleterious effect on the concrete or on the properties of each other. TABLE 1 CONCRETE MIX REQUIREMENTS Design Fine Coarse Water Class Strength Cement Aggregate Aggregate (1) (2) (3) (4) (3) (4) A3 3000 psi 588 Ib/cu yd 1362 Ib/cu yd 1811 lb/cu yd 33.5 gal/cu yd A4 4000 psi 635 lb/cu yd 1219 lb/cu yd 1811 lb/cu yd 33.5 gal/cu yd Flowable Fill 30 psi -- -- -- -- W/C AE Slump Class Ratio Fly Ash Range WR HRWR Range (5) (6) (7) (8) Inches A3 0.56 -- 6 +/- 2% -- -- 1-5" A4 0.45 -- 6+/- 1% -- -- 2-4" Flowable Fill -- -- -- -- -- -- NOTES: (1) Minimum compressive strength in psi at 28 days. (2) Min. amount of Type I or Type II Portland Cement per ASTM C 150 (3) Saturated surface dry weight (4) #57 size manufactured and tested for acceptance by ASTM C33 and The Virginia Department of Transportation Road and Bridge Specifications. (5) Max. water-cementitious ratio by weight. (6) AE is percent air-entrainment. AE admixtures to meet or exceed requirements of ASTM C-260 and AASHTO M-154. (7) WR is water-reducer admixture. WR admixtures to meet or exceed requirements of ASTM C-494 and AASHTO M-194. (8) HRWR is high-range water-reducer admixture. HRWR admixtures to meet or exceed requirements of ASTM C-494 Types A&F and AASHTO M-194 Types A &F. N:\46601-014\Engineering\Design\Contract_Documents\Specifications\03300_Cast_in_PlaceConcrete.doc 03/24/15 03300-5 MIL • North Fork Rivanna River Water Main Repair Cast-in-Place Concrete 2.03 CONCRETE ENCASEMENT A. Concrete encasement shall be VDOT Class A3 concrete. 2.04 FLOWABLE BACKFILL A. Existing water mains identified to be abandoned shall be filled with flowable backfill by the Contractor at no additional cost to the Owner. B. Flowable backfill shall be in accordance with VDOT Special Provision for Flowable Backfill. PART 3- EXECUTION 3.01 MEASURING MATERIALS A. Concrete shall be composed of Portland cement, blast-furnace slag, fine aggregate, coarse aggregate, water, and admixtures as specified and shall be produced by a plant acceptable to the Owner. All constituents, including admixtures, shall be batched at the plant except a high-range water reducer may also be added in the field. B. Measure materials for batching concrete by weighing in conformity with and within the tolerances given in ASTM C94 except as otherwise specified. C. Measure the amount of free water in fine aggregates within 0.3 percent with a moisture meter. Compensate for varying moisture contents of fine aggregates. Record the number of gallons of water as batched on printed batching tickets. D. Admixtures shall be dispensed either manually using calibrated containers or measuring tanks, or by means of an automatic dispenser approved by the manufacturer of the specific admixture. 1. Charge air-entraining and chemical admixtures into the mixer as a solution using an automatic dispenser or similar metering device. 2. Inject multiple admixtures separately during the batching sequence. 3.02 MIXING AND TRANSPORTING A. Concrete shall be ready-mixed concrete produced by equipment acceptable to the Owner. Hand mixing will not be permitted. Equip each transit-mix truck with a continuous, non-reversible, revolution counter showing the number of revolutions at mixing speeds. B. Ready-mix concrete shall be transported to the site in watertight agitator or mixer trucks loaded not in excess of their rated capacities as stated on the nameplate. N:\46601-014\Engineering\Design�Contract_Documents\SPecificationA3300_Cast_in_Place_Concrete.doc 03/24/15 03300-6 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete C. The Owner must direct any addition of water. Added water shall be incorporated by additional mixing of at least 35 revolutions. All added water shall be metered and the amount of water added shall be shown on each delivery ticket. D. Re-tempering (mixing with or without additional cement, aggregate, or water) of concrete or mortar that has reached initial set will not be permitted. E. Furnish a delivery ticket for ready-mixed concrete batch. Each ticket shall provide a printed record of the weight of cement and each aggregate as batched individually. Clearly indicate the weight of fine and coarse aggregate, cement and water in each batch, the quantity delivered, and the time any water is added. Show the time of day batched and time of discharge from the truck F. Temperature control. 1. In cold weather, do not allow the as-mixed temperature of the concrete and concrete temperatures at the time of placement in the forms to drop below 40 degrees F. 2. If water or aggregate has been heated, combine water with aggregate in the mixer before cement is added. Do not add cement to mixtures of water and aggregate when the temperature of the mixture is greater than 90 degrees F. 3. In hot weather, cool ingredients before mixing to maintain temperature of the concrete below the maximum placing temperature of 90 degrees F. If necessary, substitute well-crushed ice for all or part of the mixing water. 3.03 PLACING AND COMPACTING A. Placing. 1. Verify that all formwork completely encloses concrete to be placed and is securely braced prior to concrete placement. Remove ice, excess water, dirt, and other foreign materials from forms. Confirm that reinforcement and other embedded items are securely in place. Have a competent workman at the location of the placement who can assure that reinforcing steel and embedded items remain in designated locations while concrete is being placed. Sprinkle semi-porous sub- grades or forms to eliminate suction of water from the mix. Seal extremely porous sub-grades in an approved manner. 2. Deposit concrete as near its final position as possible to avoid segregation due to re- handling or flowing. Place concrete continuously at a rate that ensures the concrete is being integrated with fresh plastic concrete. Do not deposit concrete that has partially hardened or has been contaminated by foreign materials or on concrete that has hardened sufficiently to cause formation of seams or planes of weakness within the section. If the section cannot be placed continuously, place construction joints as specified or as approved. N:W6601-014\Engineering\Design\Contract_Documents\Specifications`A3300_Cast_in_P1ace_Concrete.doc 03/24/15 03300-7 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete 3. Pumping of concrete will be permitted. Use a mix design and aggregate sizes suitable for pumping. 4. Remove temporary spreaders from forms when the spreader is no longer useful. Temporary spreaders may remain embedded in concrete only when made of galvanized metal or concrete and if prior approval has been obtained. 5. Slabs. a. After suitable bulkheads, screeds, and jointing materials have been positioned, the concrete shall be placed continuously between construction joints beginning at a bulkhead, edge form, or corner. Each batch shall be placed into the edge of the previously placed concrete to avoid stone pockets and segregation. b. Avoid delays in casting. If there is a delay in casting, the concrete placed after the delay shall be thoroughly spaded and consolidated at the edge of that previously placed to avoid cold joints. Concrete shall then be brought to correct level and struck off with a straightedge. Bullfloats or darbies shall be used to smooth the surface, leaving it free of humps or hollows. B. Compacting. 1. Consolidate concrete by vibration, puddling, spading, rodding, or forking so that concrete is thoroughly worked around reinforcement, embedded items, and openings, and into corners of forms. Puddling, spading, etc., shall be continuously performed along with vibration to eliminate air or stone pockets that may cause honeycombing, pitting, or planes of weakness. 3.04 CURING AND PROTECTION A. Protect all concrete work against injury from the elements and defacements of any nature during construction operations. B. Curing methods. 1. Curing methods for concrete surfaces: Cure concrete to retain moisture and maintain minimum temperature at the surface for a minimum of 2 days after placement. Curing methods to be used are as follows: a. Sheet material curing: Cover entire surface with sheet material. Securely anchor sheeting to prevent wind and air from lifting the sheeting or entrapping air under the sheet. Place and secure sheet as soon as initial concrete set occurs. N:\46601-014\Engineering\Design\Contract_Documents\Specifications`03300_Cast_in_P1ace_Concrete.doc 03/24/15 03300-8 North Fork Rivanna River Water Main Repair Cast-in-Place Concrete b. Liquid membrane curing: Apply over the entire concrete surface except for surfaces to receive additional concrete. Curing compound shall NOT be placed on any concrete surface where additional concrete is to be placed, or where concrete sealers or surface coatings are to be used. Application shall be in compliance with the manufacturer's recommendations. C. Finished surfaces and slabs shall be protected from the direct rays of the sun to prevent checking and crazing. D. Cold weather concreting. 1. "Cold weather" is defined as a period when for more than 3 successive days, the average daily outdoor temperature drops below 40 degrees F. The average daily temperature shall be calculated as the average of the highest and the lowest temperature during the period from midnight to midnight. 2. Discuss a cold weather work plan with the Owner. The discussion shall encompass the methods and procedures proposed for use during cold weather including the production, transportation, placement, protection, curing, and temperature monitoring of the concrete. The procedures to be implemented upon abrupt changes in weather conditions or equipment failures shall also be discussed. Cold weather concreting shall not begin until the work plan is acceptable to the Owner. E. Hot weather concreting. 1. "Hot weather" is defined as any combination of high air temperatures, low relative humidity, and wind velocity that produces a rate of evaporation estimated in accordance with ACI 305R, approaching or exceeding 0.2 lbs./sq.ft./hr. 2. Concrete placed during hot weather, shall be batched, delivered, placed, cured, and protected in compliance with the recommendations of ACI 305R and the additional requirement specified herein. a. Temperature of concrete being placed shall not exceed 90 degrees F. Every effort shall be made to maintain a uniform concrete mix temperature below this level. 3. Discuss with the Owner a work plan describing the methods and procedures proposed to use for concrete placement and curing during hot weather periods. Hot weather concreting shall not begin until the work plan is acceptable to the Owner. N:\46601-014\EngineerineDesign\Contract_Documents\Specificationsb3300_Cast_in_PlaceConcrete.doc 03/24/15 03300-9 rirmoommismomminimielimmor North Fork Rivanna River Water Main Repair Cast-in-Place Concrete 3.05 INSPECTION AND FIELD TESTING A. The batching, mixing, transporting, placing, and curing of concrete may be subject to the observation and testing by the Owner at any time. B. The Owner may have cores taken from any questionable area in the concrete work for determination of concrete quality. The results of tests on such cores shall be the basis for acceptance, or rejection of the concrete work. The costs for all testing to demonstrate compliance with the Specifications shall be the responsibility of the Contractor. C. The Contractor shall cooperate in obtaining cores by allowing free access to the work and permitting the use of incidental equipment as may be required. The Contractor shall also repair all core holes. Cores for testing shall not be taken until concrete has aged a minimum of 60 days. D. Routine Testing — All cast-in-place concrete shall be tested at the Contractor's expense and in accordance with the following requirements: 1. Slump: On each transit truck batch until measured slump is consistent with specifications and every fourth transit truck batch thereafter. Perform additional tests when concrete consistency appears to change. 2. Air Content: With each slump test. 3. Concrete Temperature: With each Slump and Air Content test. 4. Compression Test Specimens: Cast one set of four standard cylinder specimens for each 50 cubic yards or fraction thereof, for each concrete mixture used. Compression Test specimens shall be formed from composite samples taken in accordance with ASTM C 172. 5. Compressive Strength Tests: Compressive strength tests shall be conducted on test specimens in accordance with ASTM C 39. Test one set of two laboratory-cured specimens at 7 days and one set of two specimens at 28 days. A compressive- strength test shall be the average compressive strength from a set of two specimens obtained from the same composite sample and tested at age indicated. NOTE: Concrete not within the specified limits of slump, air content, and temperature shall not be used in the work. The strength of concrete will be considered satisfactory when the average compressive strength test results equal or exceeds the specified compressive strength and no individual strength test result falls below the specified compressive strength by more than 500 psi N:'46601-014\EngineerineDesign\Contract_Documents\Specifications\03300_Cast_in_Place_Concrete.doc 03/24/15 03300-10 . North Fork Rivanna River Water Main Repair Cast-in-Place Concrete 3.06 FAILURE TO MEET REQUIREMENTS A. When the tests on specimens of concrete fall below the specified strength, the Owner will permit check tests for strengths to be made by means of typical cores drilled from the structure in compliance with ASTM C42 and C39 at the Contractor's expense. In the case of cores not indicating adequate strength, the Owner, in addition to other recourses, may require, at the Contractor's expense, the replacement of those portions of the concrete work that fail to develop the required strength. END OF SECTION N:\46601-014\Engincering\Design\Contract_Documents\Specifications`03300_Cast_in_Place_Concrete.doc 03/24/15 03300-11 APPENDIX A Approved Products List Water Pipe, Fittings & Appurtenances Ductile Iron Pipe& C.I. or D.I.Fittings 1. U.S. Pipe&Foundry Co. 2. Atlantic States Cast Iron Pipe Co. 3. American Cast Iron Pipe Co. Fittings 1. Tyler: with D.I. T-bolts or Corten steel bolts 2. Standard International:with Corten steel bolts 3. Union Foundry Co. 4. Star Pipe Products Copper Pipe 1. Must be soft Type "K" copper with standard waterworks flare fittings only, except for factory- tested subcomponent joints. Marking Tape 1. Allen Systems: min. 3"wide, stamped"water" (blue) 2. Harris Industries,Inc.: min. 3"wide, stamped "water"(blue) Conductive Wire 1. Must be 10-gauge or larger, insulated copper wire. Repair Clamps 1. Romac: SS Series repair clamp 2. Hymax: EZ-Max Plus repair clamp 3. Ford: FS2 Series repair clamp(must be wide range) Bell Joint Leak Clamp 1. Smith-Blair Style 274 Transition/Repair Couplings 1. Hymax: 2000 Series 2. Romac: 501 Series 3. Romac: XR 501 Series 4. MJ Repair Sleeves by Tyler, Standard International,Union Foundry, and Star Pipe Products. Restrained Joints, 12" and larger 1. EBAA Iron, Inc.: Megalug Series 1100 2. U.S. Pipe and Atlantic States, TR FLEX® 3. American Flex-Ring® Restrained Joints,less than 12" 1. EBAA Iron,Inc.: Megalug Series 1100 Valves & Appurtenances Gate Valves 1. U.S.Pipe: Metroseal 250 resilient seated gate valve (4" and larger) 2. American Flow Control: Series 2500 resilient wedge valve(2"and larger) *Brass fittings shall contain no lead. Page Al of A3 03/24/15 MIL 3. Kennedy: Ken-Seal II resilient wedge gate valve(4" and larger) 4. Mueller: Series 2360 resilient wedge gate valve 5. American AVK: Series 45 resilient wedge gate valve Tapping Valves 1. American Flow Control: Series 2500 2. Kennedy: Ken-Seal II resilient wedge gate valve(4" and larger) 3. Mueller: Series T-2360 resilient wedge gate valve 4. Clow Tapping Sleeves 1. Mueller: Catalog No. H-615 2. American Flow Control: mechanical joint tapping sleeve 3. Clow 4. Romac: Model SST,or SST III(stainless steel) 5. Ford: Model FAST(stainless steel) 6. PowerSeal Pipeline Products Corp.:Powersleeve Model 3490,or PowerMJ Model 3490MJ 7. Smith-Blair, Inc.: Model 663 (all stainless steel; mechanical joint outlet option is also approved). 8. Cascade: Model CST-EX Valve Boxes 1. Bingham&Taylor: Fig.No.4906(genuine Buffalo style)with standard cover;extensions- Fig. No.4905-X, Oval Base -Fig.No.4909-D. 2. Capitol Foundry: cast iron screw type Pattern No. 3101-3107/3112/3151-52; standard cover with 1-1/2" lip 3. East Jordan Iron Works: 8550 Series,Two Piece Screw Type with 6800 Valve Box Drop Lids. Valve Box Base number 85605160 Valve Box Risers 1. East Jordan Iron Works: 8500, lock-in set screw required. 2. Acheson: valve box adjusting rings,AVAR-10 through AVAR-40 *Brass fittings shall contain no lead. Page A2 of A3 03/24/15 Service Laterals* Corporation Stops 1. Mueller: Catalog No. 13-25000 2. Ford: Model No. FB600-4 3. A.Y.McDonald: Model 4701B Service Saddles 1. Romac: Style 202S Painted Saddle with stainless steel straps 2. Ford: Style FS202 with wide stainless steel band(4 bolts) 3. Smith-Blair,Inc. Model 317 with stainless steel straps Quarter-Bend Couplings 1. Mueller: Catalog No.H-15069(3/4",1") 2. Mueller: Catalog No. H-15068(1-1/2",2") 3. Ford: Model No. L02-33 (3/4") 4. Ford: Model No.L02-44(1") 5. Ford: Model No.L02-66(1-1/2") 6. Ford: Model No. L02-77(2") 7. A.Y.McDonald 4776S Meter Coppersetters 1. Ford: Model No. VV 72(5/8"x3/4") 2. Ford: Model No. VV 74(1") 3. A.Y.McDonald: Model No. 20-209 WWDD33,20-412 WWDD44 4. Ford: Model No. VBB77-12B-11-77 5. Mueller: Model No.13-2423 (1-1/2",2"). Laying length for meter varies with specific meter size — coordinate with ACSA prior to installation. 6. A.Y.McDonald: Series 20, horizontal style (1",5/8"x3/4"), high bypass(1-1/2" &2") Flared Fittings 1. Ford: Grip Joint 2. Mueller: Model 110 3. A.Y.McDonald: "T" Series Miscellaneous Fittings 1. Mueller: brass cap for plugging flared copper,Catalog No.H-15540 Meter Boxes(5/8" and 1") 1. For grass areas: Carson: 2200 Series(plastic) 2. For paved areas: Bingham&Taylor: BTPMS 20X24 Arched Meter Pit with BTA-3C Cast Iron Frame and Cover Meter Vaults(1-1/2"and larger) 1. The Clear Flow Co.: Precast concrete meter vaults; Type 3652 1-1/2" and 2"); Type TJ-2000 (3"and 4")(available with H-20 load rating) 2. NAPPCO: Flange adaptors for ductile iron and steel pipe 2"-48"(for use in meter vaults only) *Brass fittings shall contain no lead. Page A3 of A3 03/24/15 APPENDIX B Standard Details TRENCH DETAILS IN GRAVEL AREAS --1—.--TRENCH TRENCH DETAILS IN GRASSED AREAS WARNING TAPE 24" DEEP COMPACTED COMMON BACKFILL r i•l! r r!• r r l r� r r. r � f� •T:,•r_$�ti •r.•���......... ..... .. . . .. a;.• • r • !• • • r•!a • •• •r r r•.��7�s��•.•www•w...'.'.'.'.'.'.'..'.'.'.'.'.'.'.'.'.'. / A /// !If1lflf1lIfl7.!! f11lf •—._•.-•�•�•.�._•.�•.�, ..•••. • •.. ..... • •.• • • • • .'. ' • ..... ....• ••••• •'r•' •r•'r•'r•'r•'r1 • \ ► eie ri.": 10-1.1;'....• ...... ....... .....'/\; \ ��� f=ea;j�j�j�•: . ..... . ... ........ ....'/\\/ 42" MIN. COVER \� ;_ :_ _:•.•.•.. :.. ...... ...... . .... .../\/ 48" MIN. VDOTOR 21 B / =1:f,: : lili.. ........ ..•• •••• /\ #21A ,• • • :0;,•,-"7:1711. \AT 16" GATE VALVES STONE COMPACTED TO \\/ -'' 'r'''"'''�''' -'"1' " _ _ =/ . AND IN CSX R/W 95% / 11 ./I I'I�I I—III' I—)IIII=III\ MAX. DENSITY • /f / r��-� •r����'r•'r••r� I II-- TOII I / PLACED IN 6 LIFTS, 'L• _-•_--•�--�!---!--_•-� ORIGINAL GRADE. .-.•--•-•-•-•-•- _ �•--- VelifU••%• -I 1-I I IVI-VIII—I I I .f•r =•�•�•=• $" II I I I IIIA Or( •'„111•��•, - 10 GAUGE I-111 - III 1-IIIl 1I- •'•''''''' TRACE WIRE •-•-•-•--•-•-•-• — _ ►���•r •61��r r •r4.rl•r r — III= COMPACTED - -,.r_ WATER IINITIAL BACKFILL I=11111 = .� MAIN latter PLACE BEDDING te•�irititj t 414;707411/4 STONE TO PIPE SPRINGLINE r a..a..•` fs..a..•.. VDOT #57 STONE ;��0�0.04►���;c/ . � � , 4" MIN. #57 STONE BEDDING AND BACKFILL ,. � � ���►� � � 'Y� Y� BEDDING NOTES: 1. THIS DETAIL APPLICABLE FOR DEPTHS LESS THAN 14 FEET. SEE PLANS FOR MODIFICATIONS IN DEEPER TRENCHES. 2. BACKFILL SHALL BE COMPACTED IN 6” LIFTS. 3. WHEN PIPE PLACED ON STABLE SOIL, SCRAPE THE BOTTOM OF THE TRENCH, REMOVE ALL STONES TO ENSURE THE PIPE DOES NOT REST ON ROCK, THEN COMPACT THE SOIL. BELL HOLES SHALL BE PROVIDED FOR EACH JOINT TO ENSURE THAT THE PIPE BARREL WILL BE FLAT ON TRENCH BOTTOM. 4. FOR PAVEMENT RESTORATION REQUIREMENTS SEE VDOT DETAIL LUP-OCPR. VIAILIVJA WHITMAN, REQUARDT Drawing No. & ASSOCIATES, LLP loo Kraft Drive,Sults laoo,Bl.eksbur1,VA .4o6o TRENCH BED DETAIL TB Scale: NTS N:\46601-005\CADD\Civil\details\Pressure_Pipe_Trench_Bed_Detail.dwg Feb 26, 2014 - 8:17am STREAM OR RIVER ///// //�/j\ \ \\ • 48" MIN. PIPE AS SHOWN ON PLAN D p' . LENGTH AS SHOWN ON PLANS PROFILE CONCRETE PER SPECIFICATIONS • PIPE BELL MARVA WHITMAN, R E Q U A R D T Drawing No. & ASSOCIATES, LLP ,loo Kraft Drive,Suit.lam BlackaburB,VA 24060 CONCRETE PIPE ENCASEMENT CE-01 Scale: NTS —k 1 360 DEG. SWIVEL a . 1 i" BALL VALVE % ,I BRASS PIPE VALVE BOX TEST ` P o , VALVE PORTABLE SAMPLING STATION TESTING ROD1 o,''. / 'i BRASS FEMALE VALVE ACUATOR ° i" PIPE r i % i �/ A 1 I l i/ iii 41. imp 411151WMAYlicalli III AtC> ,-**P111-10-17 0.2\ v. 1111P 41. Or 41) OP 0 C " CORP S OP ft �.AO* �. tt �.C i" FIP INLET PVC DEBRIS �.�-4.�-�. COVER 2'X2'X2' DRY GRAVEL PIT VDOT#57 STONE VIIMIRMIT WHITMAN, REQUARDT Drawing No. & ASSOCIATES, LLP ,7oo Kraft Drive,Suite taco,Blacksburg,VA 24060 SAMPLING STATION SS-01 Scale: NTS EXIST. 12' WATER MAIN RESTRAINED MECHANICAL JOINT FITTINGS PER THE PLANS I L MIN. c7'5: 1 c ' I 6' 9' MIN. MIN. SAWCUT AND BEVEL EXISTING WATER MAIN (4) 3/4' DIA STAINLESS STEEL 12' MIN. THREADED ROD (TYP) ANCHORED IN CONCRETE NOTES I. CONCRETE THRUST COLLAR DIMENSION, L, SHALL BE EQUAL WIDTH AND HEIGHT, CENTERED AROUND EXISTING PIPE, AND IN ACCORDANCE WITH TABLE I BELOW. 2. EMBED FOUR THREADED RODS A MINIMUM OF 9 INCHES INTO CURED 4000 PSI CONCRETE WITH HILTI HIT-HY /50 MAX SD INJECTABLE MORTAR, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 3. TEST PRESSURE - 300 PSI T ABLE / PIPE DIAMETER, L. VOL INCH FT CY 6INCH 5 I 12 INCH 9 3 lijim sit ja WHITMAN, REQUARDT Drawing No. & ASSOCIATES, LLP 1700 Kraft Drive.Suite l=oo,Blacksburg.VA=.�� CONCRETE THRUST COLLAR TC-01 Scale: NTS N:\46601-014\CADD\Civil\DETAILS\Concrete thrust collar detail.dwg Mar 23, 2015 — 2:51 pm • 45' MAX. ;>jIui_ MAX. 41 5' MAX PLUG X11 J 11 is 4 ..--i ce`% \.%i FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO % , z'y ;;;/�: i\�%i• ce AACCOMMODATE %%%��� / IF' MIN. REQUIRED. iiBEDDING AS " iVrii% REQUIRED �•�II • 4 _ tP � _ • 45' MIN. 45PLUGiik06.i.v MIN �� T SECTION 1 -1 a"° Tam SECTION 2-2 aze av {ter, cv.w. a•ro• L H T L H 7 90 2.30 2.50*3.01 0.24 4'8 V 43 2.00 2.25 2.60 0.15 2.00 2.25 2.50 0.15 221/2 1.50 2.00 2.52 0.10 111/4 1.50 2.00 2.50 0.10 60 aes 3.15 3.21 0.45 4e 2.55 2.66 2.n 0.26 6' 221/2 1.66 2.16 2.89 0.13 3.16 2.w Zee 0.32 111/4 1.66 2.16 2.870.13 90 4.83 3.63 3.42• 0.63 10•a ir 221/2 2.333.33 2.5°56 Lee 00..24 3.53 4,00 zee au 111/4 1.63 2.33 2.84 0.16 90 16• 45 22 1/2 11 1/4 _ 90 15' 1 1/4t THE FOLLOWING SHALL BE USED WHEN TEST PRESSURE=300 PSI PIPE DEGREE BEND DIMENSIONS SIZE OF BEND (FEET) L H T 6" 45 3.53.52 1. USE 2500 psi CONCRETE 2. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 3. THE ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. REVISION May 2009 DRAWING NUMBER: DATE: CONCRETE THRUST BLOCKS SCALE: NOT TO WATER 2 SCALE RIVANNA WATER AND SEWER AUTHORITY A PLACE 5' CONCRETE "WITNESS" POST IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY oo DEPARTMENT APPROVAL. FINISHED GRADE ,,,,„ 1 %, err 12 MIN I 1`//,%/'- -- _ II II z - II /—ADJUSTABLE VALVE BOX W/ LID N 11 BINGHAM & TAYLOR FIG. NO. 4905 2.4_ (SCREW TYPE) OR APPROVED z N _J___ u - - EQUAL N I I � _J _g_ _ _ _ .. _ M.J. GATE VALVE d = ] C = } WATER { _ ] C = } LINE3 d • d : ] �n I I _ ]„ _� . , _ 2500 P.S.I. 0 CONCRETE b' a 2'x 2' BEARING AREA. THRUST BLOCK , • . Q . c. n a • c NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. REVISION May 2009 DRAWING NUMBER: DATE: TYPICAL GATE VALVE SCALE: NOT TO WATER 6 SCALE RIVANNA WATER AND SEWER AUTHORITY 4 REINFORCEMENT TO BE NO. 3 C-1" `0'-1" STEEL RODS,SECURLY HELD IN CAGES BY SPOT WELDED NO. 4 WIRES ATACHED TO ALL BARS APPROXIMATELY 8" FROM EACH END TO INSURE PROPER PLACING 0'-4" 1111 NO. 3 STEEL RODS 4 PLACES 36" GROUND LINE 1:64`: ILtr' 'OI Olwi 24" 3000 PSI CONCRETE 11 REVISION REVISION Feb.2009 DRAWING NUMBER: DATE: CONCRETE VALVE MARKER SCALE: NOT TO WATER 12 SCALE RIVANNA WATER AND SEWER AUTHORITY • 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL 1��X10: Q IO��1S 1; TYPCOPKE " " SOFT PER FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL '.� AND IRRIGATION SERVICES. HZ 1"xt"x1" TEE or EI 0 (f) MM. 11111/7 NO SWEATED FITTINGS DUAL SERVICE 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL 1" TYPE "K" SOFT COPPER . i IE,NIDI Q II� �S FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION -C METER IS NOT PROVIDED. SINGLE SERVICE R NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. i----CAST IRON LID FINISHED GRADE VaiggINEnt±: 1= =II.II f ' 1. 11, I. 10"--15"-\ tit LLOCKWING Ill METER BALL i.1 BOX VALVE =11 _ (INLETUE ' 36" MIN. OUTLET) I�f �, 1 COPPERSETTER I I �_- 1/4 BEND COUPLING 111 Wr •�'�II(IF REWIRED) ' A 1"\ �� --"" METER '� e t; BRICK AS NECESSARY CORPORATION STOP TYPICAL SERVICE LATERAL INSTALLATION N TS FIG. W-6 TD-9 ACSA W-6 a . N 4- w O a. I- a I-2 FM u ir, „, E- i� : 1 leilir k/t!j •j is •0.01 p . k�;%; ;s.`. 11.010• W 0 1 ? r to . -, ,,... 0.001 z D >..., 00001 0 i •:;�,`i.. 00110. Q a •.- 0.004 0 _w S• .�4i 1 �1,uv�j 1� ,,,111` Hi E i 11111 e 0 ,;,..: 1 O .....-- ti w J CC ft•„- til Q min 2 i w CO J Q 2 t----y i 1 -:, i . m . ia z i W. 1 .s• . ''''.....7". ..r..".”. W L P • 0 z 0 Y V B • 351 2 i z 1 1 :I Modified Mud Trap Notes: 1) Drainage Area = 2.6 Acres. 2) Wet Storage Area: a) Depth =4 Feet b) Side slopes= 2:1 3) Modified traps shall not be used in areas where rock or some other hard surface prevents the full and uniform depth anchoring of the barrier. 4) An effort shall be made to locate the barrier at least 5 to 7 feet beyond the base of slopes with grades greater than 7%. 5) Wire fence reinforcement for silt fence shall be a minimum of 14 gauge and shall have a maximum mesh spacing of 6 inches. 6) The wire shall extend a minimum 4 inches into the ground and must be fastened securely to the upslope side of the posts using heavy duty wire staples at least one inch long, tie wires or hog rings. 7) If wooden stakes are utilized for modified mud trap construction, they must have a minimum diameter of 3 inches when oak is used and 5 inches when pine is used. Wooden stakes must have a minimum length of 5 feet. 8) If steel posts (standard "U" or"T" section) are utilized for the modified mud trap construction, they must have a minimum weight of 1.33 pounds per linear foot and shall have a minimum length of 5 feet. 9) Support posts or stakes for this type of application shall be placed a Maximum 10-feet apart(see Plate 3.05-1)except within the wet storage area. The wet storage area shall have the posts or stakes placed a Maximum 3-feet apart for added support. 10)Silt fence shall conform to the construction specifications for"extra strength"found in table 3.05-B and shall be cut from a continuous roll to avoid joints. 11)The fabric shall be entrenched a minimum 8" in depth and back filled with clean soil. The soil shall be compacted to 95 % over the filter fabric. 12)The height of the silt fence shall be a minimum of 34 inches above the original ground and shall not exceed 48 inches above ground elevation. 13)The outlet for the modified mud trap shall consist of a stone section of the wire—supported silt fence located at the low point or point of concentration for storm flows. For drainage areas from 1 to 3 acres, the measure shall consist of the wire-supported silt fence installed with an opening from 4 to 8 feet wide located in the low point or point of concentration for storm flows. The opening shall have a combination of course aggregate and riprap installed to provide for filtering/detention as well as outlet stability. The smaller stone shall be VDOT#3, #357 or#5 Course Aggregate (smaller stone sizes will enhance filter efficiency) and riprap shall be "Class I." Filter cloth which meets the physical requirements noted in Std. & Spec. 3.19, RIPRAP shall be placed at the stone-soil interface to act as a "Separator." The crest of the stone outlet must be at least 1.0 foot below the top of the Wire-supported silt fence to ensure that the flow will travel over the stone and not over the fence. The outlet shall be configured as noted in Plate 3.13-2. 14)Maintenance: a) Silt fence shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. b) Close attention shall be paid to the repair of damaged silt fence resulting from end runs and undercutting. c) Should the fabric on a silt fence decompose or become ineffective prior to the end of the expected usable life and the barrier is still necessary, the fabric shall be replaced promptly. d) Sediment shall be removed and the trap restored to its original dimensions when the sediment has accumulated to one half of the design volume of the wet storage or eminent failure is evident. Sediment removal from the area shall be deposited in a suitable area and in such a manner that it will not erode and cause sedimentation problems. e) Stone shall be regularly checked to ensure that filtration performance is maintained. Stone choked with sediment shall be removed and cleaned or replaced. f) The structure shall be checked regularly to ensure that it is structurally sound and has not been damaged by erosion or construction equipment. The height of the stone outlet shall be checked to ensure that its center is at least 1 foot below the top of the fence. g) Temporary structures shall be removed when they have served their useful purpose, but not before upslope area has been permanently stabilized. ALBEMARLE COUNTY MODIFIED MUD TRAP DETAIL (MMT), 2 of 2 r '' -"41111111%147/ CV Z CX O `� '2, ,-,..,„ El L2114, = LL, . ( TY "to 'N4lhalleil '4 b- 'f i( w-,w `_"Ar ___,,, iii, w,, wiliiip CL If/ o0* , \,,,, (Y w -4-77 . .. - 4011111s, . 41 116 Ak VAinras' .._ . W 4%iiii.._ e'-,,,,, --,,*,, fx co, LU v co N I I d. Q rm OZ* Q opumiiiii %oil 1gi‘iii 1 0 z O ^Op- a W M N O CO r W U t 4W IX 0 Z N. .8 =