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Home My WebLink AboutWPO201900058 Approved Erosion Control Plan & Stormwater Management Plan 2019-12-06 i - i -.."11111 . . i it 1 ..4 d A I I I I I I I irr Erosion Control Plan & Stormwater Management Plan , . . • . • South Rivanna WTP Improvements Charlottesville Virginia RIVAN 148734 I November 10, 2019 APPROVED by the Albemarle County Community Deve[:_,mc'nt CT:.,. -tment Date (2/Gi/t� —411.. File crqo 2,A 0001'8 SEH Building a Better World for All of Us' Engineers I Architects I Planners I Scientists SEH No. RIVAN 148734 November 10, 2019 I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Virginia. diffiy :— - Miles B. Jensen, P.E. Date: 11/11/2019 License No.: 0402051131 Reviewed By: Maria Tieqs Date: 11/11/2019 A ,l ratArl Short Elliott Hendrickson Inc. • 3535 Vadnais Center Drive ,� .� / Jr• St. Paul, MN 55110-3507 651.490.2000 C� MILES BRADLEY JENSEN -o Lic. No. 0402051131 s 1ONAL l SEH i SEH Building a Better World for All of Us' Contents Certification Page Contents 1 Project Overview 1 2 Site Description 1 2.1 Drainage 1 2.2 Disturbance 1 2.3 Soils 1 2.4 Adjacent Areas 2 2.5 Steep Slopes Overlay 2 3 Erosion Control Plan 3 3.1 Temporary Measures 3 3.2 Stabilization 4 3.3 Erosion Control Sequence 5 3.4 Maintenance and Sediment Disposal 6 4 Stormwater Management Plan 6 4.1 Water Quality Requirements (9VAC25-870-63.Water quality design criteria requirements.) 6 4.2 Water Quantity Requirements(9VAC25-870-66.Water quantity.) 7 List of Tables Table 1 —Site Surface Conditions 7 SEH is a registered trademark of Short Elliott Hendrickson Inc. EROSION CONTROL PLAN & STORMWATER MANAGEMENT PLAN RIVAN 148734 Contents (continued) List of Appendices Drainage Area Maps Water Quality Calculations Flood Insurance Study BMP Design Granular Activated Carbon Contractor Facilities at the South Rivanna Water Treatment Plant Erosion Control Plan and Stormwater Management Plan EROSION CONTROL PLAN &STORMWATER MANAGEMENT PLAN RIVAN 148734 Erosion Control Plan & Stormwater Management Plan South Rivanna WTP Improvements Prepared for Rivanna Water and Sewer Authority 1 Project Overview The Rivanna Water and Sewer Authority(RWSA) is proposing to expand and improve their existing South Rivanna Water Treatment Plant (SRWTP). This work includes adding an administration building, and alum building, liquid lime building, and additional parking south of the floc/se basins. The sludge and recycle pumping vault will be replaced and the filter building expanded. Replacing old utilities and installing new utilities will result in the replacing of sidewalks and bituminous drives. In 2014, RWSA added the GAC facility and other improvement to the SRWTP. At this time a bioretention basin was constructed for stormwater compliance with Virginia Stormwater Management Program (VSMP). As part of the evaluation for compliance with VSMP regulations, the proposed site was looked at as a common development with the 2014 work. For the additional work at the site, five Filterra bioretention systems are proposed along the north drive. 2 Site Description 2.1 Drainage The west half of the site is located in the South Fork Rivanna Water Supply Watershed, and the east half of the site is located in the South Fork Rivanna Watershed. Drainage from the site is to the northeast and northwest. 2.2 Disturbance The proposed work will disturb approximately 2.29 acres. 2.3 Soils The site is made up of three soil types. Soils have been identified and classed by the Natural Resources Conservation Service (NRCS). For the stormwater evaluations, all soil were assumed type D soils. RIVAN 148734 Page 1 91-Urban Land The urban land complex, a variable drained series, exists predominantly on interfluves and typically have a depth to water table of 10 inches. Urban land complex soils originate from residuum weathered from granite and gneiss. Slopes range from 0 to 25 percent. 65-Pacolet Sandy Loam The Pacelot series soils, a somewhat well-drained series, exist predominantly on interfluves and typically have a depth to the water table greater than 80 inches. Pacelot series soils originate from residuum weathered from granite and gneiss. Slopes range from 2 to 15 percent. 47-Louisberg Sandy Loam The Louisberg series soils, a well-drained series, exist predominantly in hillslopes and typically have a depth to water table greater than 80 inches. Louisberg series soils originate from residuum weathered from granite and gneiss. Slopes range from 15 to 25 percent. 2.4 Adjacent Areas The parcel shares its northern, eastern, and western boundaries with South Fork Rivanna River Reservoir. To the south, the property is adjacent to a VDOT right of way. All minimum yard requirements are met for this parcel along its boundaries. The property is sloped toward South Fork Rivanna River Creek and because there are no properties between the Creek and the Treatment Plant, no offsite stormwater issues are expected as a result of this project. 2.5 Steep Slopes Overlay Steep slopes— preserved exist on the site. From Albemarle County Code, preserved slopes, by right: 30.7.4.b.1.f Distribution facilities. Water, sewer, energy, and communications distribution , facilities. To the extent that distribution facilities are established on preserved slopes, the preserved slopes should be preserved to the maximum extent practicable consistent with the intent and purpose of this overlay district, Steep slopes— managed exist on the site. From Albemarle County Code, managed slopes: 30.7.4.a.1 By right. The uses permitted by right in the underlying district shall be permitted by right on managed slopes. Impact to steep slopes— managed have been minimized to the construction of the administration building, and connecting into existing utilities. There are no proposed impacted to steep slopes —preserved. There are no critical slopes on site. EROSION CONTROL PLAN & STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 2 3 Erosion Control Plan 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. 3.1 Temporary Measures Temporary measures are used to limit erosion and contain sediment within areas denude of vegetation. 3.1 .1 Construction Entrance (CE) A temporary stone construction entrance shall be used to prevent tracking of material from construction vehicles off of the site. The construction entrance shall be constructed in accordance with plate 3.02-1 of the VESCH and meet construction specifications of Std. & Spec. 3.02 of the VESCH. Maintenance of the construction entrance shall be in accordance with Std. and Spec. 3.02 of the VESCH. See E&S plan sheet of the SWPPP for placement location. 3.1 .2 Silt Fence (SF) Silt fence shall be use to prevent sediment from leaving the site. Silt fence shall be constructed in accordance with plate 3.05-2 of the VESCH. Installation, construction specification, and maintenance of the silt fence shall meet Std. & Spec. 3.05 of the VESCH. See E&S plan sheet of the SWPPP for placement location. 3.1 .3 Storm Drain Inlet Protection(IP) Storm drain inlet protection shall be used to prevent sediment from entering the stormsewer system. Inlet protection shall be installed according to plates 3.07-3 and 3.07-8 of the VESCH. All construction and maintenance requirements of Std. & Spec. 3.07 shall be met. See E&S plan for placement location. 3.1 .4 Tree Preservation & Protection (TP) Tree protection fence shall be used to protect existing groves of trees. The tree protection fence shall be constructed and maintained in accordance with the Tree Protection Fence standard detail on the E&S Detail plan sheet of the SWPPP. See the E&S plan sheet of the SWPPP for placement location. 3.1 .5 Culvert Inlet Protection (CIP) Culvert inlet protection shall be used to prevent sediment from entering the stormsewer system. Inlet protection shall be installed according to plates 3.08-1 of the VESCH. All construction and maintenance requirements of Std. & Spec. 3.08 shall be met. See E&S plan for placement location. EROSION CONTROL PLAN & STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 3 3.2 Stabilization 3.2.1 Temporary Stabilization Temporary stabilization shall be obtained by temporary seeding (TS), mulching (MU), and Soil Stabilization Blankets & Matting (B/M). Temporary seeding shall performed in accordance with Std. & Spec. 3.31 of the VESCH, and temporary mulching shall be performed in accordance with Std. & Spec. 3.35. Soil stabilization blankets& matting shall be in accordance with St. & Spec. 3.36 VESCH. Temporary seeding and mulching shall be used on any disturbed area that shall not be worked for more than 14 days. 3.2.2 Permanent Stabilization Permanent stabilization shall be obtained by permanent seeding (PS) and soil stabilization blanket& matting (B/M). Permanent seeding shall be in accordance with Std. & Spec 3.32. Treatment 1 soil stabilization blanket meeting Std. & Spec 3.36 shall be used over the permanent seeding. Placement of the soil stabilization blanket shall be in accordance with standard plates 3.36-1 and 3.36-2. 3.2.3 Seeding Seeding shall conform to the following: Minimum Minimum Maximum Seed Purity Germination Weed Seed Type (%) (%) (%) Kentucky 31 Tall Fescue 97 85 0.50 Perennial Ryegrass 98 90 0.50 Kentucky Bluegrass 97 85 0.50 Annual Ryegrass 97 90 0.50 Weeping Lovegrass 98 87 0.50 German Millet 98 85 0.50 Cereal (Winter) Rye 98 85 0.50 Redtop 94 80 0.50 EROSION CONTROL PLAN & STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 4 Seeding mixtures to be used on the projected as follows: Permanent Seeding 180 Kentucky 31 5 Perennial 5 Kentucky #/acre Tall Fescue #/acre Ryegrass #/acre Bluegrass Temporary Winter 575 Annual 75 Cereal Seeding #/acre Ryegrass #/acre (Winter) Rye Temporary Spring 75 Annual Seeding #/acre Ryegrass Temporary Summer 75 German Seeding #/acre Millet 3.3 Erosion Control Sequence 1. No demolition, construction or land disturbance activities may begin until all perimeter erosion control measures have been installed as per Contract Drawings. Perimeter control devices include, silt fence, temporary stone construction entrance and tree protection fence. 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 cleared and grubbed 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 clearing and grubbing is complete, any necessary topsoil stripping may begin. Topsoil shall be stockpiled on site in the stockpile areas per the Contract Drawings. The stockpile shall receive such temporary seeding measures as may be required. Any soil take 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 all 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 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 in one day's time 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. All inlets shall have inlet protection installed immediately after installation. EROSION CONTROL PLAN &STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 5 8. Temporary soil stabilization shall be applied within seven (7) days to denude 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. 9. Upon completion of final grading, permanent seeding, mulching and fertilization measures shall be employed on all disturbed areas. Permanent soil stabilization shall be applied within seven (7) days after final grade is reached on any portion of the site. All remaining 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 fertilize 3.4 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 seeing schedule above. 4 Stormwater Management Plan This stormwater management plan (SMP) has been prepared in accordance with the Virginia Code of Ordnances. The SMP addresses water quality and water quantity requirements for the construction improvement project South Rivanna Water Treatment Plant Expansion and Improvement (SRWTP). Drainage area maps are located in Appendix A. 4.1 Water Quality Requirements (9VAC25-870-63. Water quality design criteria requirements.) Virginia Runoff Reduction Method Spreadsheet (VRRMS)version 3 was utilized to meet water quality requirements outlined in section 9VAC25-870-63 of Virginia Code. In 2014, RWSA permitted stormwater compliance for improvement at the SRWTP. At that time, compliance with water quality standards was permitted for the entire site. With the additional improvements at the SRWTP, the site disturbance overlaps the 2014 project by 0.82 acres. Because of the overlapping disturbance, this SMP evaluates the project as a common development with the 2014 project and combines the changes from the 2014 project with the proposed 2019 project. Pre and post surface conditions are summarized in the table below. EROSION CONTROL PLAN &STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 6 Table 1 - Site Surface Conditions Open Space Wooded Grass Impervious Total Preconditions 0.00 0.14 2.11 0.74 2.99 Post 0.00 0.00 1.55 1.44 2.99 conditions The total phosphorous reduction required is 1.73 lbs/yr. The existing bioretention basin achieves 0.89 lb/yr reduction with proposed conditions, and the proposed Filterra bioretention systems achieve a total of 0.84 lb/yr. Total reduction. 1.73 lbs/yr. The Site Summary Page from the VRRMS is attached in Appendix B. With the 2014 project, 0.08 lb/yr of nutrient credit was required to meet Virginia regulations for stormwater quality. With the proposed Filterra bioretention systems the nutrient credit is no longer needed. 4.2 Water Quantity Requirements (9VAC25-870-66. Water quantity.) The SRWTP is adjacent to South Fork Rivanna River Reservoir, therefore the site lies adjacent to the flood plain. For both 9VAC25-870-66B & C, the limits of analysis is to a point where the site's contributing drainage area is less than or equal to 1.0% of the total watershed area. According to the Albemarle County, VA Flood Insurance Study revised on April 2, 2014 (attached in Appendix C), the total contributing drainage area to the point of analysis in South Fork Rivanna River is approximately 268 mi2, much greater than the parcel area of 12.59 acres (0.020 mi2). Because the drainage from the site is insignificant to the drainage area, further water quantity analysis was not performed. This approach is similar to what was taken with the 2014 project attached. EROSION CONTROL PLAN & STORMWATER MANAGEMENT PLAN RIVAN 148734 Page 7 Appendix A Drainage Area Maps I General Vicinity Map South Rivanna WTP / ' ,...,7 .- — ‘!,.j, ..., ers y .. ood 81vo. $l ,. 6 South Rivanna WTP S rf� 1', �'=� -Rio ,�' k F r Mills,; . f ,5 a • . __,,../E_____1_,,,,, t rt i �� roun c dsRp .' ifift [659 } ai �J��y�f �r � r' � Oi,_ i C Ito°d f `,:� ` = * .�4a� I yz 854 [ t•f l: t_ .14> t J ti '1(M, 1)'rk , „9 ,,,,'-f/' Cis ,,, ck6-j. . 863, u . <% 652 J��862' - 6� 'r es� oQ��o ;! a c�h°� � •C ka N� ' ...�'40 if U. Source:Albemarle County GIS (not to scale) USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other Al b e m a r l e Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, Vi rg i n i a Conservation Stations, and local Service participants I • / r / - . , . o .„igl00% p C. i Y 11111/ I° 'il . ►i ar e . . .' 1 9 . .r.P; f '- ; ./ ,. . .it ! ,,•",t• A k .?'.:. :7' /I,' ' . - *if%A 'i A ' .' *'.. , i r v, • / / 1 0 300 ft / 4."6 \''. i • tg* • September 27, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nrcs/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202)720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 Soil Map 5 Soil Map 6 Legend 7 Map Unit Legend 8 Map Unit Descriptions 8 Albemarle County, Virginia 10 27B—Elioak loam, 2 to 7 percent slopes 10 27C—Elioak loam, 7 to 15 percent slopes 11 27D—Elioak loam, 15 to 25 percent slopes 12 47C—Philomont sandy loam, 7 to 15 percent slopes 13 47D—Philomont sandy loam, 15 to 25 percent slopes 14 65B—Pacolet sandy loam, 2 to 7 percent slopes 15 65C—Pacolet sandy loam, 7 to 15 percent slopes 16 91—Urban land 17 94C—Toast sandy loam, 7 to 15 percent slopes 17 W—Water 18 References 20 4 This Page Left Blank Intentionally Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 This Page Left Blank Intentionally Custom Soil Resource Report Soil Map A rq 1721820 721860 721900 721940 721980 /Z2020 /LAM 722100 722140 722180 722220 722260 38°6'12"N 38°6'12"N \511 � : 'x 1 7C� W 65C • i 'a• )" Z 1;t. �ti cr a. i 4 , 47D Q .," IMILS)-- - 0 . 4 i \ 1 . er / ,-:- \iiikor gr ', /: e _., '. 65B 27D' .. 2,7C� 4• .. , 27B 8o • G ap maw'000 1 bo weEd at e{[1I �c�aog° ' ' ,,��. �0 ti� ,' ,,' s '• 38°6'3"N J 38°63N 721820 721860 721900 721940 721980 722020 722060 722100 722140 722180 /Zll2U 722260 3 � Map Scale:1:2,080 if printed on A landscape(11"x 8.5")sheet. Meters N 0 30 80 120 180 A 0 100 200 400600 Map pr]ecton:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 6 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) -A Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. Stony Spot Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. ^h Wet Spot ry Soil Map Unit Lines Enlargement of maps beyond the scale of Other g P Y mapping can cause ® Soil Map Unit Points misunderstanding of the detail of mapping and accuracy of soil Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals C.4 Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot i 1 F Rails measurements. 0 Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) • Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator A. Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. • Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. '. Rock Outcrop Soil Survey Area: Albemarle County,Virginia + Saline Spot Survey Area Data: Version 13,Sep 17,2019 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. * Sinkhole Date(s)aerial images were photographed: May 20,2019—Aug , Slide or Slip 1,2019 • Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 7 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 27B Elioak loam,2 to 7 percent 0.6 3.0% slopes 27C Elioak loam,7 to 15 percent 0.0 0.0% slopes 27D Elioak loam, 15 to 25 percent 1.5 7.5% slopes 47C Philomont sandy loam,7 to 15 0.0 0.2% percent slopes 47D Philomont sandy loam, 15 to 25 1.8 8.9% percent slopes 65B Pacolet sandy loam,2 to 7 3.1 15.3% percent slopes 65C Pacolet sandy loam,7 to 15 6.9 34.4% percent slopes 91 Urban land 5.9 29.7% 94C Toast sandy loam,7 to 15 0.2 0.8% percent slopes W Water 0.0 0.1% Totals for Area of Interest 20.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils 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 8 Custom Soil Resource Report generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Albemarle County, Virginia 27B—Elioak loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kb8y Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Elioak and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from mica schist Typical profile H1 - 0 to 8 inches: loam H2- 8 to 39 inches: silty clay H3- 39 to 79 inches: silt loam Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No 10 Custom Soil Resource Report 27C—Elioak loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: kb8z Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Farmland of statewide importance Map Unit Composition Elioak and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from mica schist Typical profile H1 -0 to 8 inches: loam H2-8 to 39 inches: silty clay H3- 39 to 79 inches: silt loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No 11 Custom Soil Resource Report 27D—Elioak loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: kb90 Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Farmland of statewide importance Map Unit Composition Elioak and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from mica schist Typical profile H1 -0 to 8 inches: loam H2- 8 to 39 inches: silty clay H3-39 to 79 inches: silt loam Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No 12 Custom Soil Resource Report 47C—Philomont sandy loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: 2v7j9 Elevation: 360 to 1,540 feet Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Philomont and similar soils: 75 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Philomont Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile Ap - 0 to 5 inches: sandy loam Bt- 5 to 79 inches: sandy loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Hydric soil rating: No 13 Custom Soil Resource Report 47D—Philomont sandy loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 2v7jb Elevation: 360 to 1,540 feet Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Philomont and similar soils: 75 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Philomont Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile Ap-0 to 5 inches: sandy loam Bt- 5 to 79 inches: sandy loam Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Hydric soil rating: No 14 Custom Soil Resource Report 65B—Pacolet sandy loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kbd7 Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Pacolet and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Pacolet Setting Landform: I nterfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 6 inches: sandy loam H2- 6 to 32 inches: clay H3-32 to 79 inches: sandy clay loam Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No 15 Custom Soil Resource Report 65C—Pacolet sandy loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: kbd8 Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Farmland of statewide importance Map Unit Composition Pacolet and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Pacolet Setting Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Nose slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 - 0 to 6 inches: sandy loam H2- 6 to 32 inches: clay H3-32 to 79 inches: sandy clay loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No 16 Custom Soil Resource Report 91—Urban land Map Unit Setting National map unit symbol: kbg5 Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 85 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Linear Across-slope shape: Linear Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 6 inches: variable H2- 6 to 79 inches: variable Properties and qualities Slope: 0 to 25 percent Depth to restrictive feature: 10 inches to densic material Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00 to 13.04 in/hr) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No 94C—Toast sandy loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: 2v7k9 Elevation: 360 to 1,540 feet Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days 17 Custom Soil Resource Report Farmland classification: Farmland of statewide importance Map Unit Composition Toast and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Toast Setting Landform: I nterfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile Ap - 0 to 7 inches: sandy loam BA - 7 to 11 inches: sandy clay loam Bt- 11 to 30 inches: clay C-30 to 60 inches: sandy clay loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 8.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No I W—Water Map Unit Setting National map unit symbol: kbgk Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Water: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. 18 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ n res/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 20 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ n res/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 21 , a a SITE DATA - / / -, / I,,/ / / / /_ '�-�_ OWNER: RIVANNA WATER 8 SEWER AUTHORITY -' // I I / l / / / / / AN.`- --XL-�� NOTES: p �• PROPERTY SIZE: 22 ACRES --/// / I / / / / --- __ ACTUALSITECONDITIONSMAYDIFFERFROMTHECONTRACT CONTRACTORSHALLPROPERTYADDRESS: ROAD - _- ----- x—�� I CONTACT THE ENGINEER OF ANY DISCREPANCY. CHARLOTTESVILLE,VA 22901 ----/ /// %/ / // / // // // _--_ '-_-----_- ----- --- 2. PRIOR TO EXCAVATION WORK,THE CONTRACTOR SHALL DETERMINE IF ANY CONFLICTS OR U_„g PROPERTY INFO: TAX MAP 45E88 --- / // / //// //// // // //„----- � ___----/� -�`------------ \\y INTERFERENCES BETWEEN EXISTING AND NEW UTILITIES EXIST.IF A CONFLICT EXISTS,THE `zo 1 i D6 768-277(COUNTY) ----_/ / / / / __ ---- /--,/ \�I / / / / / / / / / \\ _-_ CONTRACTOR SHALL BRING IT TO THE ATTENTION OF THE ENGINEER TO DETERMINE HOW TO i'6' $ EASEMENT DB 267-66 _---_ / / / / / /•-'--_-_ _ �\\ -------- - �\ <z / / / / / / / �_ __—_- ------/ / --- -- \\ PROCEED. o• < PARCEL ID 04500000006880 - / / / / / / / � / - _ - -- / /ice - .------------_ CTOR SHALL HAVE A G i 3 ZONING: RURAL AREA ___ / / ///// // //� %'-- '��C- // -:�\ --------- \\ \ 3. IFDAMA EDDURINGCONSTRUCTIONACED URITIES. REPLACE EXISTING STATE: VIRGINIA ____ / //,//////'��i i ice= �`_�///-��,- _'=,��\�\k IF DAMAGED DURING CONSTRUCTION ACTIVITIES. 6 5 MAGISTERIAL DISTRICT WHITE HALL DISTRICT i / //////%% //� �/i__ ;\```\, / ,/��,\-\_---__----=-- \ �=-\�\\ 4. DAMAGE TO THE EXISTING FACILITIES,THAT ARE NOT TO BE REMOVED,SHALL BE REPAIRED , WATER SHED: SOUTH FORK RIVANNA RIVER-LOWER CHESAPEAKE _ / / / / /// /%// // - _ / 'N\� -'\\ � '' TO THE ORIGINAL OR BETTER CONDITION AS DETERMINED BY THE ENGINEER,AT NO Nil W 0 0 �//i,/i /�i// / • - �� / \\>- ---------- \\ \ \ ADDITIONAL COST. d d ENGINEER: SHORT ELLIOTT HENDRICKSON INC. //i/i//iii// / \ \ _-- �� ^\1\-\\\ 1 \ ' // / -`_ -/ /\ -_-- ---- _ 5. OF OFFSITE ATDEMOLISHED PMATERIALERMITTED SHALL BECOME PROPERTY OF THE CONTRACTOR AND DISPOSED 3535 VADNAIS CENTER DRIVE r, /////i/ � / /\\\ \\ \ \�=� \ \\ /// /// ,-. / �\\\ \—'l-- \ \\ \� OF OFF SITE AT A PERMITTED FACILITY. ST PAUL,MN 55110 / // / \\ -�`�� \ — \� \�� J // //i/ i --- /\��\\�-------,_�� '\'_- \ �\�� ,- 6. CONTRACTOR SHALL REMOVE AND REPLACE ANY DAMAGED PAVEMENT AT NO ADDITIONAL SURVEYOR: DRAPER ADEN ASSOCIATES &-----%p�A q>.; i// ,' �:'•- \\ __--- ==�� \�\��.�-� - COST.WHERE NEW PAVEMENT JOINS EXISTING PAVEMENT,CONTRACTOR SHALL SAWCUT AND- 700HARRIS STREET,SUITE E -----4_4J 11A, /r/% 1 _ _��_= _ \ \ � �c. TREAT EDGES,AS SPECIFIED. CHARELOTTESVILLE,VA 22902 ---- / / / // � - = - _ - - ---____�_-"\��\\�� \ �-7. 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TEN Drainage Area - Grass - Impervious - Total TaxMne z Zoned:R15 L. F 2. UN ��I Wooded THE MEti A - 0.92 ac - 0.61 ac - 1.53 ac 3 0 2' SU ID SW B - 0.16ac - 0.09ac - 0.25ac z NZ 0 a SE 7. PEF p Q I= 3 TH RE "Open Space PTA C - 0.07 ac - 0.05 ac - 0.12 ac ; Q eL 4 D5' Grass AP 6. SIL 136 D - 0.05ac - 0.28ac - 0.33ac w• = o 4 FIL ;HALL 9. ARE E1 - 0.09 ac - 0.16 ac - 0.25 ac ° , Oy wO s eE Impervious R 10- DIOVI E2 - 0.10 ac - 0.07 ac - 0.17 ac E &S CONTROL PLAN PIF W. 11. THI: © SHEET R TH ■ ■ ■ ■ ■ UNE ry CC ■ + ED 12. INSI ALLA I ION OF I HIS LtNCi I H OF F'11't IS INC:LUUtU IN I ME ESASE tlIU YUK I ION OF I Ht 30 0 30 60 a " FOA ■ ■ ■ ■'Boundaries IN WORK. I � md C4 gam' tl CC 13. REFER TO SPECIFICATION SECTION 01 12 16 WORK SEQUENCE,SHEETS XXX-XXXX FOR scale 151 feet § §' X OUTLET OF THE TEMPORARY SLOPE DRAIN SHALL BE 10'FROM THE MODIFIED MUD TRAP PHASING OF PROJECT. This Page Left Blank Intentionally Appendix B Water Quality Calculations Site Results(Water Quality Compliance) Area Checks D.A.A I D.A.B II D.A.C II O.A.D D.A.E II AREA CHECK - FOREST/OPEN SPACE(pc) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER(ac) 0.61 0.09 0.05 0.28 0.23 OK. IMPERVIOUS COVER TREATED(ac) 0.37 0.09 0.05 0.28 0.23 OK. MANAGED TURF AREA(8c) 0.92 0.16 0.07 0.05 0.19 OK. MANAGED TURF AREA TREATED(8c) 0.29 0.16 0.07 0.05 0.19 OK. AREA CHECK OK. I OK. II OK. II OK. II OK. I ___-- Site Treatment Volume(ft3) 6,372 Runoff Reduction Volume and TP By Drainage Area D.A.A I D.A.B II D.A.C II D.A.D II D.A.E II TOTAL I, RUNOFF REDUCTION VOLUME ACHIEVED(ft') 1,385 0 00 0 1,385 TP LOAD AVAILABLE FOR REMOVAL(Ib/yr) 1.85 0.29 MUSIM 0.64 0.61 3.52 TP LOAD REDUCTION ACHIEVED(Ib/yr) 0.89 0.14 0.07 0.32 0.30 1.73 TP LOAD REMAINING(Ib/yr) 0.95 II 0.14 IIII.EnM 0.32 0.30 1 1.79 r NITROGEN LOAD REDUCTION ACHIEVED(Ib/yr) 6.32 0.00 a 0.00 0.00 0.00 6.32 I Total Phosphorus FINAL POST-DEVELOPMENT TP LOAD(Ib/yr) 4.00 TP LOAD REDUCTION REQUIRED(Ib/yr) 1.73 TP LOAD REDUCTION ACHIEVED(Ib/yr) 1.73 TP LOAD REMAINING(Ib/yr): 2.27 • REMAINING TP LOAD REDUCTION REQUIRED(Ib/yr): 0.00 I" i "No further TP load reduction required Total Nitrogen(For Information Purposes) POST-DEVELOPMENT LOAD(Ib/yr) 2364 NITROGEN LOAD REDUCTION ACHIEVED(Ib/yr) 532 REMAINING POST-DEVELOPMENT NITROGEN LOAD(Ib/yr) 2232 Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re-Development Compliance Spreadsheet -Version 3.0 BMP Design Specifications List: 2013 Draft Stds&Specs Site Summary Project Title:S WTP Rivanna Date:43701 F Total Rainfall(in): 43 _ Total Disturbed Acreage: 2.29 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals %of Total Forest/Open(acres) 0.00 0.00 0.00 0.14 0.14 5 Managed Turf(acres) 0.00 0.00 0.00 2.11 2.11 71 Impervious Cover(acres) 0.00 0.00 0.00 0.74 0.74 25 2.99 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals %of Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 1.55 1.55 52 Impervious Cover(acres) 0.00 0.00 0.00 1.44 1.44 48 2.99 100 Site Tv and Land Cover Nutrient Loads Final Post-Development Post- Pre- Final Post-Development Post-ReDevelopment TP Post- Adjusted Pre- ReDevelopment (Post-ReDevelopment Development TP Load per acre Load per acre &New Impervious) ReDevelopment ReDevelopment TP Load per acre (New Impervious) (Ib/acre/yr) (Ib/acre/yr) (Ib/acre/yr) Site Rv 0.59 0.48 0.95 0.48 1.09 1.34 1.09 Treatment Volume(ft3) 6,372 3,959 2,414 3,959 TP Load(Ib/yr) 4.00 2.49 1.52 2.49 Total TP Load Reduction Required(Ib/yr) 1.73 0.50 1.23 Final Post-Development Load Pre- (Post-ReDevelopment&New Impervious) ReDevelopment TN Load(Ib/yr) 28.64 20.20 Summary Print Virginia Runoff Reduction Method Worksheet Site Compliance Summary Maximum%Reduction Required Below 200/ Pre-ReDevelopment Load Total Runoff Volume Reduction(ft3) 1,385 Total TP Load Reduction Achieved(Ib/yr) 1.73 Total TN Load Reduction Achieved(lb/yr) 6.32 Remaining Post Development TP Load (Ib/yr) 2.27 Remaining TP Load Reduction(Ib/yr) 0.00 **No further TP load reduction required Required Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.92 0.16 0.07 0.05 0.19 1.39 Impervious Cover(acres) 0.61 0.09 0.05 0.28 0.23 1.26 Total Area(acres) 1.53 0.25 0.12 0.33 0.42 2.65 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total TP Load Reduced(Ib/yr) 0.89 0.14 0.07 0.32 0.30 1.73 TN Load Reduced(Ib/yr) 6.32 0.00 0.00 0.00 0.00 6.32 Summary Print Virginia Runoff Reduction Method Worksheet Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Event(in) 0.00 0.00 0.00 Drainage Areas RV&CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 87 86 88 95 90 RR(ft3) 1,385 0 0 0 0 RV wo RR(ws-in) 0.00 0.00 0.00 0.00 0.00 1-year return period RV w RR(ws-in) 0.00 0.00 0.00 0.00 0.00 CN adjusted 100 100 100 100 100 RV wo RR(ws-in) 0.00 0.00 0.00 0.00 0.00 2-year return period RV w RR(ws-in) 0.00 0.00 0.00 0.00 0.00 CN adjusted 100 100 100 100 100 RV wo RR(ws-in) 0.00 0.00 0.00 0.00 0.00 10-year return period RV w RR(ws-in) 0.00 0.00 0.00 0.00 0.00 CN adjusted 100 100 100 100 100 Summary Print Appendix C Flood Insurance Study Relevant Pages of the Albemarle County Flood Insurance Study H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan i, i, � \ Al FLOOD rr e- ,J� i, INSURANCE-7- -les ,-- ,. . STUDY •0r di , i i d4k , __ ._......., ; 1 8 12......02.mr- ...- .--lissi 41,,,,,, .,;,„tcriL4. ,, t ..` ....14451ell: -----" ..d Albemarle County ktAte ALBEMARLE COUNTY, A►d!01,E VIRGINIA itN1ki 44 4` , AND INCORPORATED AREAS 'IL-1 �'v�� "�'�4"4'�"�-1�'�° AND THE INDEPENDENT CITY OF CHARLOTTESVILLE COMMUNITY NAME COMMUNITY NUMBER ALBEMARLE COUNTY (UNINCORPORATED AREAS) 510006 CHARLOTTESVILLE,CITY OF 510033 (INDEPENDENT CITY) SCOTTSVILLE,TOWN OF 510007 �enerk Revised: April 2, 2014 �' Federal Emergency Management Agency x u`�l41vD si 4 FLOOD INSURANCE STUDY NUMBER 51003CV000B TABLE 3 - SUMMARY OF DISCHARGES-continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR NORTH FORK MEADOW CREEK At confluence with Meadow Creek 0.9 450 800 1,100 1,700 NORTH FORK RIVANNA RIVER At confluence with Rivanna River 178 17,700 31,900 39,700 62,700 At mouth 176 14,300 29,900 36,000 73,400 Upstream of Preddy Creek 122 14,100 24,700 30,000 47,200 POWELL CREEK At mouth 3.8 1,070 1,880 2,340 3,740 POWELLS CREEK At confluence with Lickinghole Creek 3.88 920 1,480 1,630 2,300 Upstream study limits 3.08 740 1,170 1,350 1,980 RIVANNA RIVER Downstream study limits 568 35,900 71,900 93,000 157,400 Upstream of Buck Island Creek 530 35,100 67,500 86,500 146,000 Upstream of Moores Creek 472 32,800 62,200 80,000 134,000 ROCK CREEK At confluence with Moores Creek 1.9 1,200 2,000 2,600 4,100 At confluence of 5th Street Creek 0.9 650 1,100 1,500 2,200 SLABTOWN BRANCH At confluence with Lickinghole Creek 1.21 600 1,060 1,240 1,820 Upstream study limits 0.11 70 120 150 210 SOUTH FORK RIVANNA RIVER At mouth 268 19,700 42,200 53,400 106,000 15 This Page Left Blank Intentionally Appendix D BMP Design J 1// Prepared By Maria Tiegs SEH Date of Calculations 9/25/2019 Building a Better Woric for All of Us® Client RSWA Project Name South Rivanna WTP Expansion & Improvements Description Silt Fence Reviewer Date Reviewed Fence Area Drained Fence Number Length (ft) (ac) Area/100 ft <0.25 ac/ 100 ft? 1 95 0.23 0.24 yes 2 134 0.09 0.07 yes 3 1175 2.85 0.24 yes Silt Fence 1 of 2 Prepared By Maria Tiegs SEH Date of Calculations 9/25/2019 Building a Better Worlc for All of Us' Client RSWA Project Name South Rivanna WTP Expansion & Improvements Description Filterra Sizing Reviewer Date Reviewed Fence Number Rv Filter Size B 443 cf 6x6 C 236 cf 4x6 D 1011 cf 7x13 El 619 cf 6x10 E2 345 cf 4x8 Table 1. Filterra Sizing based on the Virginia SWM Handbook,July 2013. Maximum Impervious Max WQv Based Treatment Flow Rate Drainage Area When on the VRRM Outlet System Size at 140"/hr Fully Ponded(CN=100) Spreadsheet Pipe Size (ft) (cfs) (ac) (cf) 4x6/6x4 0.08 0.087 300 4"PVC 4x8/8x4 0.1 0.116 400 4"PVC 6x6 0.12 0.13 448 4"PVC 6x8/8x6 0.16 0.174 600 4"PVC 6x10/ 10x6 0.19 0.217 748 6" PVC 6x12/12x6 0.23 0.26 897 6"PVC 7x13/ 13x7 0.29 0.329 1,135 6"PVC Notes: 1. Boxes are standard depth from rim to outlet:3.54'for Standard Offline,4.0'for Internal Bypass Curb. Contact Contech for information on Internal Bypass-Pipe systems. 2. A standard PVC pipe coupling is cast into the wall for easy connection to discharge piping 3. Dimensions shown are internal. 4. Contact Contech for site specific sizing or other box size options. Rev.09/20/2016 Filterra Sizing 2 of 2 Appendix E Granular Activated Carbon Contractor Facilities at the South Rivanna Water Treatment Plant Erosion Control Plan and Stormwater Management Plan RivANNA 4,_, ._,...„..... ----›.....,------,4 WATER & SEWER AUTHORITY\c/o) Granular Activated Carbon Contactor Facilities at the South Rivanna Water Treatment Plant Erosion Control Plan and Stormwater Management Plan Including Erosion Control Narrative and Calculations, Stormwater Analysis, and Related Specifications Submitted to: County of Albemarle November 2014 • bit I it: ' 4:3 Lic �1q�1378 w G�� °��,s,11 %/VA L E" HAZEN AND SAWYER Environmental Engineers & Scientists 4011 WestChase Boulevard, Suite 500 Raleigh, NC 27607 NARRATIVE REPORT INTRODUCTION The Rivanna Water and Sewer Authority (RWSA) is proposing upgrades to one of their existing water treatment plant (WTP) facilities to meet recent US EPA regulations addressing disinfectants and disinfection byproducts (DBPs) and microbial pathogens. The WTP is located north of the City of Charlottesville. The South Rivanna Water Treatment Plant sources water from the South Fork Rivanna River Reservoir. To meet DBP regulations, new carbon contactors containing granular activated carbon (GAC) will be added to the plant between the processes of filtration and primary disinfection. Construction of these improvements is anticipated to be completed by June 2017. The South Rivanna WTP resides within the jurisdiction of Albemarle County, and all necessary permits will be coordinated with the County. All proposed construction will take place within the South Rivanna WTP property; no construction will occur outside of the property boundaries. The disturbed area for these improvements is approximately 1.53 acres. Any excess and unsuitable soil will be stockpiled onsite by the contractor with the option of unsuitable material to be 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. SOILS Three soil types exist on site where proposed improvements are to take place. These soils have been identified and classed by the Natural Resources Conservation Service (NRCS), and are detailed below. The project is located almost entirely within the "Urban Land" soil group, and thus a hydrologic soil group "D" was assumed for all calculations. 91 — Urban Land The urban land complex, a variable drained series, exists predominantly on interfluves and typically have a depth to water table of 10 inches. Urban land complex soils originate from residuum weathered from granite and gneiss. Slopes range from 0 to 25 percent. 65— Pacolet Sandy Loam The Pacelot series soils, a somewhat well-drained series, exist predominantly on interfluves and typically have a depth to the water table greater than 80 inches. Pacelot series soils originate from residuum weathered from granite and gneiss. Slopes range from 2 to 15 percent. 47 — Louisberq Sandy Loam The Louisberg series soils, a well-drained series, exist predominantly in hillslopes and typically have a depth to water table greater than 80 inches. Louisberg series soils originate from residuum weathered from granite and gneiss. Slopes range from 15 to 25 percent. ADJACENT AREAS The parcel shares its northern, eastern, and western boundaries with South Fork Rivanna River Reservoir. To the south, the property is adjacent to a VDOT right of way. All minimum yard requirements are met for this parcel along its boundaries. The property is sloped toward South Fork Rivanna River Creek and because there are no properties between the Creek and the Treatment Plant, no offsite stormwater issues are expected as a result of this project. 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. Temporary measures will be used to limit erosion and contain sediment from cleared areas prior to the establishment of 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 02910 — Final Grading and Landscaping for the proposed Seeding schedule, attached. The temporary measures proposed for this improvement include silt fence, construction entrances, inlet erosion control, and temporary seeding 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 rip rap outlet protection. See Specification Section 02276 — Erosion and Sedimentation Control and Section 02910 — Final Grading and Landscaping for further details on these temporary and permanent measures. 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 Paved Construction Entrance shall be per the guidelines of the Albemarle County design manual and detail provided in the contract drawings. Storm drain inlets will be protected with in-grate sediment filters. These were selected due to their high efficiency and ease of maintenance. Also, due to their location below the grate in the inlet itself, they do not provide an obstruction to vehicle traffic, a matter of importance to this particular project as many of the grates are in travel lanes. Perimeter sediment trapping measures will include silt fence and modified mud traps. A variance has been included with this submittal to request the usage of modified mud traps as perimeter protection for site work. Temporary seeding measures were chosen as per the recommendations of VESCH Section 3.31. Temporary rolled erosion control mat was designed in accordance with the procedures outlined in Section 3.36. 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 02910 — Final Grading and Landscaping, attached, for the proposed seeding schedule. Erosion Control Sequence 1. The county inspector must be notified one week prior to the pre-construction conference, one week prior to the commencement of land disturbing activities, and one week prior to the final inspection. 2. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and VA Regulations VR625-02-00 Erosion and Sediment Control Regulations. 3. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. 5. Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the County of Albemarle. The contractor is responsible for obtaining an approved VSMP plan or permits for all borrow and/or waste areas. 6. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. 7. All disturbed areas are to drain to approved sediment control measure at all times during land disturbing activities and during site development until final stabilization is achieved. 8. During dewatering operations, water will be pumped into an approved filtering device. 9. The contractor shall inspect all erosion control measures periodically and after each runoff- producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 10. All fill material to be taken from an approved, designated borrow area. 11. All waste material shall be taken to an approved and permitted waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per zoning ordinance section 5.1.28. 13. All inert material shall be transported in compliance with Section 13-301 of the Code of Albemarle. 14. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral support, in order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because of slides, sinking, or collapse. 15. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 751b/acres, and in the months of September to February to consist of 50/50 of annual ryegrass and cereal winter rye, or in march and April to consist of annual rye, or may through august to consist of German millet. Straw mulch is to be applied to 80Ibs/100sf. Alternatives are subject to approval by the county erosion control inspector. 16. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural grade limestone shall be applied at 90Ibs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer shall be applied at 1000Ibs/acres and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180Ibs/acres and consist of 95% Kentucky 31 or tall fescue and 0-5% perennial ryegrass or Kentucky bluegrass. Straw mulch is to be applied at 801b/100sf. Alternatives are subject to approval by the county erosion control inspector. 17. Maintenance: all measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repaired immediately. Silt traps are to be cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 18. All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, when measures are no longer needed, subject to approval by the county erosion control inspector. 19. This plan shall be void if the owner does not obtain a permit within 1 year of the date of approval. (Water Protection Ordinance Section 17-424.) 20. Permanent vegetation shall be installed on all denuded areas within nine (9) months after the date of land disturbing activity commenced. (Water Protection Ordinance Section 17- 808A) 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 02910 — Final Grading and Landscaping, of the Specifications. STORMWATER ANALYSIS Introduction This stormwater analysis has been prepared in response to the South Rivanna WTP improvements. The material provided in this analysis evaluates how the proposed project will affect stormwater runoff and nutrient export from the site. All material provided in this analysis has been prepared and is presented in general accordance with the guidelines outlined in the Albemarle County Water Protection Ordinance. This analysis focuses on both stormwater quantity and quality. The area of the study consists of the parcel area, a combination of grassed areas, wooded area, roadway, and structures. The property ultimately drains to South Fork Rivanna River Reservoir, bordering the northern, eastern, and western boundaries of the property. The proposed South Rivanna WTP improvements will be constructed in an area of the site which currently consists of open grassed area. The improvement plan includes the construction of several new structures as well as additional asphalt pavement to access these new facilities. As a result, an increase in overall runoff is anticipated. A Level 2 Bioretention Cell will be installed to capture and treat a majority of the stormwater runoff from the new impervious area and some of the existing impervious and grassed areas. The proposed BMP will be located and sized to provide treatment for the project improvements. Methodologies and Procedures The primary task of this stormwater analysis is to determine the degree of stormwater treatment required for the proposed project for quantity, quality and adequacy. The extent of this analysis accounted for the following factors: the location of the project site, the size of the site respective to the total watershed, and the degree of proposed development. 10-year Peak Flow Rate (Quantity) To determine if quantity control should be considered, we considered the location and situation of the site. The South Rivanna WTP is adjacent to South Fork Rivanna River Reservoir; therefore, the site lies adjacent to the flood plain. According paragraph F of section 17-314 of the Albemarle County Water Protection Ordinance, "Land development or a portion of land development where the land is adjacent to a floodplain, and the owner has demonstrated to the reasonable satisfaction of the program authority that off-site improvements or other provisions for the disposition of surface water runoff would equally or better serve the public interest and safety, and that such method of disposition would not adversely affect downstream properties or stream channels." shall be exempt from controlling the peak rate and velocity of runoff. Channel Protection (VA Minimum Standard 19, 9VAC25-870-66) Minimum Standard 19 states that, "Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increase in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration". In order to comply with these standards all concentrated stormwater runoff leaving the site needed to be discharged into adequate sized channels and storm water pipes." MS-19 states that channel adequacy may be verified by proving that, "total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question" According to the Albemarle County, VA Flood Insurance Study revised on April 2, 2014 (attached in Appendix III), the total contributing drainage area to the point of analysis in South Fork Rivanna River is approximately 268 mi2, much greater than the parcel area of 12.59 acres (0.020 mi2). According to Minimum Standard 19, channel adequacy shall by verified by: "Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that storm water will be contained within the pipe or system." The proposed development for this project drains mostly to an existing storm sewer network. In an effort to comply with minimum standard 19, this network had to be analyzed for containment of flow. The pipe network was input into HydraFlow StormSewers to model conditions before and after development from this project. It was determined that the 10-year storm will be fully captured within the current pipe network. Pipe network data are provided in the MS-19 Compliance Calculations sections of Appendix IV of this report. Water Quality Concerns Pre-development and post-development land cover are entered into the Virginia Runoff Reduction Method (VA RRM) Worksheet to calculate the required phosphorus removal at the South Rivanna WTP site. According to the VA RRM Spreadsheet, the required removal rate of phosphorus for the proposed development is 0.95 lb/yr. Proposed Stormwater Measures Due to a limited construction area, limited available space, and existing roadways onsite, a Level 2 Bioretention Cell was chosen to treat and reduce runoff. Because of the high efficiency of bioretention cells to treat and infiltrate stormwater, it was not necessary or practical to send the entire post-construction drainage area to the BMP. However, the drainage area to the BMP contains 67% of the new impervious area. The BMP was evaluated in the VA RRM Spreadsheet to determine whether it received and treated enough stormwater pollutant to reach the target removal of 0.95 lb/yr of phosphorus. It was determined that the bioretention cell removes 0.87 lb/yr of phosphorus, falling 0.08 lb/yr under compliance. According to § 62.1-44.19:18 of the Code of Virginia, a permittee may acquire phorphorus credit from permitted facilities within the same tributary of the Chesapeake Bay Watershed. As a result of overtreating stormwater runoff at the North Rivanna Water Treatment Plant, excess nutrient credit of 0.23 lb/year was achieved by RWSA. As these two projects are within the same tributary (James River), a portion of this nutrient credit will be used toward compliance at the South Rivanna WTP. Applying 0.08 lb/yr of this nutrient credit to the South Rivanna WTP, compliance with Virginia regulations for stormwater quality is achieved, with an excess nutrient credit of 0.15 lb/yr for future development at either WTP. VA RRM and bioretention sizing worksheets are included in Appendix C; details are included in the Contract Drawings. Conclusion The proposed site, which is located adjacent to the floodplain, is exempt from controlling the peak rate and velocity of runoff for the project based on the exemptions listed in Albemarle County's Water Protection Ordinance. However, a stormwater analysis of the project's pipe network was evaluated to ensure adequacy based on the compliance of Minimum Standards 19. No change in the existing pipe network is necessary to meet the requirements of Minimum Standard 19. All stormwater analysis calculations can be found in Appendix IV of this report. Using the VA RRM Spreadsheet, it was determined the site is required to reduce post- construction storm pollutant export by 0.95 Ibs, requiring a bioretention cell to reduce and treat stormwater runoff. The bioretention cell, along with previously acquired nutrient credit at the North Rivanna WTP, will meet requirements by removing 0.95 lbs of total phosphorus. Under these proposed conditions for the management/treatment of stormwater runoff, the South Rivanna WTP improvement is under compliance of all applicable performance standards and requirements 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. Though critical slopes are present on this site, critical slopes are proposed to be built upon during this project. Appendices Appendix I — Maps (FIRM, Vicinity, Soils) Appendix II — Erosion Control Calculations Appendix III — Stormwater Analysis Calculations Appendix IV— Specifications Section 02050— Demolition Section 02100— Clearing, Grubbing, and Site Preparation Section 02140 — Dewatering Section 02200— Earthwork Section 02207 —Aggregate Materials Section 02274 — Geotextiles Section 02276— Erosion and Sedimentation Control Section 02500— Surface Restoration Section 02510 — Paving and Surfacing Section 02604 — Utility Structures Section 02710 — Storm Drains and Roof Drains Section 02712 — Foundation Drainage Systems Section 02831 — Steel Fencing Section 02910 — Final Grading and Landscaping Appendix I Maps (FIRM, Vicinity, Soils) 1 MI �Jr .auunar r a."Jar nraut an,..a. II I tall RD 9Q (<)".IP � .�I�N��►. Albemarle County o� J MAP SCALE , = ,o00 500 0 1000 2000 Unincorporated Areas �� I H H I I I I FEET a� 510006 ' AA !2 �� 1l � q u ml l iuq \ �� Q 11111Fi 1111 PANEL 0280D unnt C @R� yT c South Rivanna FIRM °"0 °,qcF WTP Site / 4, '�: �2 1111P FLOOD INSURANCE RATE MAP gSOUTH FORK ® ALBEMARLE COUNTY,VIRGINIA ARWICK cc PL RIVANNA RIVER ZONE '.y n AND INCORPORATED AREAS cu DAM \ ° ��" + AND THE INDEPENDENT CITY CO kW/ ZONE X 366 0 Val OF CHARLOTTESVILLE �� e ZONE X <g '��' PANEL 280 OF 515 n � t � z ' 90 s ' t �� ZONE ��""" (SEE MAP INDEX FOR FIRM PANEL LAYOUT) i. j ti .Y'" `�• _ , i""s: u� CONTNNS: "' + y � �� y� © COMMUNITY NUMBER PANEL sumx ® .t"-;- \ I . ALBEMARLE COUNTY 510009 0280 D 366 e. R�;�� ,14411.............,Weib ...a. III ... , .(4/;,;z:-% CO 4* .1 ill- —.AsPi•At i .,,,-..,,,,A IIIIII 13 -, ZONE X cb P\N:4,1‘'‘.,,,#:,47:0:0Pit,/ ,--7---- i ain 390 ZONE X © �� , ,/ / // P' LOCHRIDGE ZONE X "�/,/' , ' / . �'/ IIIII' Notice to User.The Nap Number shown below should be used f �� F4 when placing map orders: the Community Maim.shown / '/ o�' r. `: =( I community.above Id be used on Insurance epIAMI..for Me subleot `�7 / �' w r --4t, +I;r IIIII / / /., � y/ ZONE X ,,,,41 o 0 0 / we"yam o� MAP NUMBER 51003CO280D ,,:// ,-,67/../ .4:0 , R � i � 3 4roti sEnnR oEE� ONE X - r EFFECTIVE DATE � oQ CHEROKE CT \4+No SSC'� FEBRUARY 4,2005 6,0 'S> ? 'inn �k ZONE X /2 s p• " , °R Federal Emergency Management Agency .ruF;_, o cF a:' v `� oNZ ` III III I QO `Q 4\ Oz. e R a• �JP 9 9 j -`�s'�}',iy This is an official copy of a portion of the above referenced flood map. It Oo� co 2 (((„ "/ ..._.'was extracted using F-MIT On-Line. This map does not reflect changes v a ,� y, P = p ZONE X or amendments which may have been made subsequent to the date on the s t�9'.', �� 64 Q 2 360/� title block. For the latest product information about National Flood Insurance 's 4 s), gn 6Q` _ _O // Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov General Vicinity Map South Rivanna WTP GAC Updates Rivanna Water and Sewer Authority I I. Clover Milts 4 Noilyrnead}4 44404)- SOUTH RIVANNA WTP ,od Latta Clover Hills . ` i- evr n., N ,. W toe ' rsbrook Ea t a x ® r 1 a�a c ,. 1e c� 1003 am :t' rrt- 457 tp Waodhraok �a O •.r ,,1 Benjwar a Ra+ntree rr. Berkeley e� 1-4eeress QD R gbRio d COfT1rPOrlWeallfl tBranchlvds p moevelre = I I001I aeks Barterbrook - f S. Oak Terrace Key West ("wow grnn.. ! - • IMa Knollwnnd C3 Barracks River,-,1 BSI 250 V CO) 651 Stonehenge ' ♦ Pen Park Birdwood Golf Course writtwoorf nwthr aV,. 250 Ftankl n EdnIn Darden'owe Park Rellair 6 CP 1 3 CI ge%q, �`4' r,. 1 l sherry Is I. Unlver-ey of Virg n-. rh a a e•K a r_'—) SOURCE: GOOGLE MAPS NOT TO SCALE H AZEN SAVVYER Environmental Engineers & Scientists Soil Map—Albemarle County,Virginia N N N k 721710 721770 721830 721890 721950 722010 722070 722130 722190 722250 38°6'16"N a t ,I / A� w J 0a,-River j ,..1"• ,.. a of • So • - .. . r W v \ \ o • 65C 47C �t ,�. •.' o 8 �j lit 0 94C \• , l'� $ �+ a . 38°6'4"N 1 '�j 38°6'4"N v 721710 721770 721830 721890 721950 722010 722070 722130 722190 722250 3 3 f~ Map Scale:1:2,600 if printed on A landscape(11"x 8.5")sheet Meters r N 0 35 70 140 210 A Feet 0 100 200 400 600 Map projection:Web Meru Comer coordinates:WGS84 Edge tics:UTM Zone 17N Wr'S84 USDA Natural Resources Web Soil Survey 3/3/2014 dila Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Albemarle County,Virginia MAP LEGEND MAP INFORMATION Area of Interest(AOI) gi Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) Stony Spot Warning: Soil Map may not be valid at this scale. Soils CO Very Stony Spot Soil Map Unit Polygons Enlargement of maps beyond the scale of mapping can cause Wet Spot misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Lines placement.The maps do not show the small areas of contrasting Other soils that could have been shown at a more detailed scale. Soil Map Unit Points .. Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map w Blowout Water Features measurements. Streams and Canals El Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov X Clay Spot 1-1+ Rails Coordinate System: Web Mercator(EPSG:3857) ^. Closed Depression ry Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator X Gravel Pit - US Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate Landfill calculations of distance or area are required. Local Roads A. Lava Flow Background This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. 46 Marsh or swamp . Aerial Photography ✓ Mine or Quarry Soil Survey Area: Albemarle County,Virginia Survey Area Data: Version 10,Dec 11,2013 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 O Perennial Water or larger. tv Rock Outcrop Date(s)aerial images were photographed: May 10,2010—Jun 4, 2011 • Saline Spot The orthophoto or other base map on which the soil lines were a e Sandy Spot compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. • Sinkhole Slide or Slip 0o Sodic Spot USDA Natural Resources Web Soil Survey 3/3/2014 lira Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Albemarle County,Virginia Map Unit Legend Albemarle County,Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 47C Louisburg sandy loam,7 to 15 1.4 6.2% percent slopes 47D Louisburg sandy loam, 15 to 25 7.2 31.5% percent slopes 65B Pacolet sandy loam,2 to 7 0.4 1.6% percent slopes 65C Pacolet sandy loam,7 to 15 5.6 24.6% percent slopes 91 Urban land 5.8 25.4% 94C Wedowee sandy loam,7 to 15 0.4 1.7% percent slopes W Water 2.1 9.0% Totals for Area of Interest 23.0 100.0% USDA Natural Resources Web Soil Survey 3/3/2014 Conservation Service National Cooperative Soil Survey Page 3 of 3 Appendix II Erosion Control Calculations H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan Silt Fence Calculations H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan SOUTH RIVANNA WTP GAC UPGRADES 8/8/2014 HAZEN AND SAWYER EROSION CONTROL BY: BTE CHK. Environmental Engineers&Scientists SILT FENCE CALCULATIONS JOB NO.32135-011 Objective: Determine if silt fence will contain sediment generated. References: (1)Virginia Erosion and Sediment Control Handbook, Section 3.05. Procedure: As required by Reference 1, ensure that area drained by silt fence is no greater than 1/4 acre per 100 feet of fencing. Fence Fence Area Area drained Number Length Drained / 100' fence OK? (ft) (ac) length (ac/ft) 1 90 0.13 0.14 OK 2 175 0.25 0.14 OK 3 102 0.06 0.06 OK 4 115 0.10 0.09 OK 5 51 0.04 0.08 OK Page 1 of 1 Channel Lining Calculations H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan Channel Calculations-Western Channel Project: Western Wake-Effluent Pump Station Client: Western Wake Partners Location: Apex,NC Objective: Design channel to convey flow in a non erosive manner References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual (2) Elements of Urban Stormwater Design,H.R.Malcom. Procedure: Use procedures outlined in the above reference. Rational Method will be used to calculate flows. Normal depth will be calculated using Mannings Equation and water velocity will be calculated using the principle of continuity(Q=VA) Channels will be designed to carry flow generated by the 10-Year storm event using maximum slope. Calculations: Post Developed V Rational Method: Q=C*I*A Where Q=Flow(cfs) C=Runoff Coefficient I=Rainfall Intensity(in/hr) A=Drainage Area(ac) Find C value in Reference 2 Find Intensity for 10-year event in Reference 2 C= 0.41 I= 6.64 Drainage area(A)(ac)= 0.66 Q(cfs)= 1.8 Check channel for adequate depth and for need for armoring Assume 2.5 ft/s as maximum allowable velocity for bare earth and 4.5 ft/s as maximum allowable velocity for grass lined Design channel lining using tractive force procedure Calculations will be done using Manning's Equation to find normal depth and Continuity(Q=V*A)to find velocity. Q(cfs)= 1.8 Sax(ft/ft)= 0.06 B(ft)= 0 M(ft)= 3 Channel cross section Calculate normal depth and velocity with bare earth as lining From Ref.2, n= 0.02 Flow(cfs)= 1.8 normal depth(ft)= 0.3 velocity(ft/s)= 5.35 Since velocity is greater than the 2.5 ft/s limit for bare earth, TEMPORARY OR PERMANENT LINING WILL BE REQUIRED Calculate normal depth and velocity with grass as lining From Ref.2, n= 0.03 Flow(cfs)= 1.8 normal depth(ft)= 0.4 velocity(ft/s)= 3.95 Since velocity is greater than 2.5 fUs but less than 4.5 ft/s, TEMPORARY LINING IS REQUIRED tioretention Channel Calculate normal depth and velocity for TEMPORARY LINING From product manual,n= 0.019 Flow(cfs)= 1.8 normal depth(ft)= 0.3 velocity(ft/s)= 5.56 Calculate shear stress Shear stress(Ib/ft2)=(62.4 Ib/ft3)*(normal depth)*(slope) shear stress(lb/ft2 )= 1.23 Use temporary lining with a minimum shear stress shear stress(lb/ft 2)= 2.00 Max Permissible Shear Max Velocity Unvegetated Vegetated Unvegetated Vegetated Lining Type Manufaturer and Model 'n'1 lbs/ft2 lbs/ft2 ft/s ft/s Straw w/Net-RECM North American Green-S150 0.044 1.75 N/A 6.00 N/A Coconut Fiber-RECM North American Green-C125 0.019 2.25 N/A 10.00 N/A Polypropylene Mat-TRM North American Green-P300 0.029 3.00 8.00 9.00 16.00 Polypropylene Mat-TRM North American Green-P550 0.031 4.00 14.00 12.50 25.00 I n value interpolated for normal depth of 1.0 ft iioretention Channel Appendix Ill Stormwater Analysis H&S Project No. 32135-011 South Rivanna Water Treatment Plant Site Plan Virginia Reduction Method Spreadsheet H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan Virginia Runoff Reduction Method Worksheet Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 Site Data Summary Total Rainfall= 43 inches Site Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00, Turf(acres) 0.00 0.00 0.00 0.92 0.92, 60.13 - Impervious(acres) 0.00 0.00 0.00 0.61 0.61 39.87 1.53 100.00 Site Rv 0.53 Post Development Treatment Volume(ft3) 2938 Post Development TP Load(Ib/yr) 1.85 Post Development TN Load(Ib/yr) 13.21 Total TP Load Reduction Required(Ib/yr) 0.95 Total Runoff Volume Reduction(ft3) 1231 Total TP Load Reduction Achieved(Ib/yr) 0.87 Total TN Load Reduction Achieved(Ib/yr) _ 6.36 Adjusted Post Development TP Load(Ib/yr) _ 0.98 Remaining Phosphorous Load Reduction(Lb/yr)Required 0.08 Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.29, 0.00 0.00_ 0.00 0.00 0.29 Impervious(acres) 0.37 0.00 0.00 0.00 0.00 0.37 , - 0.66 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total TP Load Red.(Ib/yr) 0.87 0.00 0.00. 0.00 0.00 0.87 TN Load Red.(Ib/yr) 6.36 0.00 0.00 0.00 0.00 6.36 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 0.00 0.00 0.29 0.29 43.94 Impervious(acres) 0.00 0.00 0.00 0.37 0.37 56.06 0.66 BMP Selections Practice Credit Area(acres) Downstream Practice 6.b.Bioretention#2(Spec#9) Impervious: 0.37 Turf(Pervious): 0.29 Total Impervious Cover Treated(acres) 0.37 Total Turf Area Treated(acres) 0.29 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.87 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 6.36 Summary Print Virginia Runoff Reduction Method Worksheet Channel and Flood Protection Weighted CN 1-year 2-year storm 10-year storm Adjusted CN storm Adjusted Adjusted CN CN Target Rainfall Event(in) 0.00 0.00 0.00 D.A.A CN 90 #N/A #N/A #N/A D.A.B CN 0 100 100 100 D.A.C CN 0 100 100 100 D.A.D CN 0 100 100 100 D.A.E CN 0 100 100 100 Summary Print Bioretention Cell Design H&S Project No. 32135-011 South Rivanna Water Treatment Plant Site Plan HAzEN MID Environmental Engineers & Scientists Prepared by Hazen and Sawyer, P.C. Corinne Wilson, EIT Date of Calculation 7/23/2014 Client Rivanna Water and Sewer Authority Project Name South Rivanna WTP Upgrades Description Bioretention Cell Design Reviewer Bret Edwards, PE Date Reviewed Table 1: Land Use Characteristics Land Use Area (ac) CN Rv Grassed 0.29 80 0.25 Impervious 0.37 98 0.95 Total 0.66 90 0.64 Table 2:Treatment Volume Calculation Precipitation depth, P in 1 1"water quality event RvPost - 0.64 Treatment volume,Tv cf 1539 (P)(Rv)(Area)/12 Table 3: Design Depth Calculation Layer Depth (ft) Void Ratio(Vr) Storage(ft) Gravel 1 0.4 0.4 Media 3 0.25 0.75 Ponding 0.5 1 0.5 Total (Design Depth) 1.65 Table 4:Surface Area Calculation Surface area,SA sf 1166 (1.25*Tv)/(design depth) Length ft 30 Width ft 39 Site Diagrams H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan This Page Left Blank Intentionally k X X-____ il,tr---,- _,.- 6- ,, //,,,,,- ,/ ..... _ , _„ ,-----------„ ,,,...... ,......, „„,..„4„1„......) . *as ._,.......... . „....„..,...,......, , / r.--r, r • • ism :.7° � �`` 1 \_ / ' 1 0 1 0 N. 0 somumo ,.,_� LEGEND / . pa IA Af o,, �"_B I " // 4 4 DISTURBANCE LIMITS = 1.53 AC \/ , Ii L_ __ C;� 1'4 n9;` j IMPERVIOUS AREA = 0.17 AC, • ''~ lei ix coi f.111._ r i • 1 ED ..,-. Nil / �_. 0%�.! �-•• o . 0 WOODED = 0.00 AC • 41 ------ 0 0 �;�, ° GRASSED = 1.36 AC •••••-.4 _, • hoir .i 1 \ r'''''....----. / ��i \ / M 0 1/4 Alle .� Fl� _ /. ,,00_1 , / pkgra•• � %III �M •'- : LIMITS OF i �: DISTURBANCE fr L., r::(1."4"""""——liii do / E 10 50 25 0 50' ' Q '' X 1"=50� 0 I .. m ` m . - • X ii -- -- -- -- -- -- -- s X FINAL DESIGN SOUTH RIVANNA WTP UPGRADES THE SCALE BAR N0 ER 2014 DESIGNED HAZENAND SAWYER RIVANNA WATER AND SEWER AUTHORITY DATE CHARLOTTESVILLE,VIRGINIA SHOWN BELOW HRS JOB Di ., DRAWNDRAINAGE AREA DIAGRAMS MEASURES ONE NUMBER 32135-011 g Environmental Engineers 8 Scientists CHECKED INCH LONG ON 4011 WestChase Boulevard, Suite 500 THE ORIGINAL CONTRACT DRAWING _ P Raleigh, North Carolina 27607 WATER TREATMENT PLANT PRE—DEVELOPMENT LAND USE DRAWING. NUMBER NUMBER Nw„ NC License C-0381 GAC UPGRADES 1 OB 14 FINAL DESIGN DSB N x REV DATE ISSUED FOR BY APPROVED . .. ....._ _ FLAT FILE x x ilif, / , Ir. lip rcit) iiikii _,, , 111 -711r:-----,,-z___._.___.___..._._„....,_____,, ,......_s_:gvfwar -" raip V rail .1—\-.\——--//I 1 ....---4. \IA ---- • 1 1/ \ ---- ` ,-.. Ni.\1 4f i 1 . ' I,"-N.._ • -• imA\L m.„i..l._ 0. -- ajr.\ 3g1llAi lil /I — , A 01 " ! r — ., ‘rl,A &r LEGEND ri\ flDIsTuRBAN:ELITs = 1.53 AC VA �� // IMPERVIOUS AREA = 0.61 AC I 0 ikkl I:7 IIIAlUr -�--=— ° ;t 1.__....../...2)\r:2' 1 v v, WOODED = 0.00 AC i\L ill' I I.2 PrA;� I GRASSED = 0.92 AC • tr Adig .,. I \ 4(----/------•• • $ , Pe 11-, AI =v - 0I — -_� /4.—�^ LIMITS OF / ` DISTURBANCE / Lq / 111 e8 i (1, o ° / ° ° 0 50 25 0 50 x.�— 1 e-50� 0� 1 EN 5 i. •J 1 N Q �� x o, k x FINAL DESIGN DESIGNED - -. HAZENAND SAWYER RIVANNA WATER AND SEWER AUTHORITY SOUTH RIVANNA WTP UPGRADES THE SCALE BAR DATE "EMBER �4 lv, DRAWN - CHARLOTTESVILLE,VIRGINIA SHOWN BELOW HRs JOB gDRAINAGE AREA DIAGRAMS MEASURES ONE NUMBER o Environmental Engineers &Scientists ��y—Q11 .. CHECKED _._ INCH LONG ON 4011 WestChase Boulevard, Suite 500 THE ORIGINAL CONTRACT DRAWING 115 PROJ.ENGR.__.. Raleigh, North Carolina 27607 WATER TREATMENT PLANT POST—DEVELOPMENT LAND USE DRAWING. NUMBER NUMBER iyw„ NC License C-0381 1 08/14 ANAL DESIGN _ GAC UPGRADES ry r4 REV DATE ISSUED FOR APPROVED FLAT FILE i — o ..f. .. .. r N \..: f%:,;, .:r_7:r._,.,0gimpv 1:NNNN-'s:NN. al'am-----..........._ VP % - 4.4 44 _._ . ......L.1 k• ,/ :51* i001.1.111."' iriNI ifrr ----AI a . -,..144-....... 411 ti I 411 * i ,...11810.71, .4 0 Iltti sh, . •• ....... ............, e it c2 '''' ' /4''''.7da'r "''jl ."------- ja 11 , Amat*:•‘ 1.-.-,* • 44 '''''' ' ‘ OW 461 1 ifiFir• 1111\i"--41* Illa\ / lirilillallit MI ' — • r-1,0,00.0001001bratti* _____ tew,A ' , O r.1.11.111111111.1.1arelifitgoviii l iiirki O) itC4 : . x ,... ... .w.A\ -------- .'.."•';AoA,r rot 1\ L //5i-.ff/L7. ..,. ,/, /AciP-s/-•/ ►®�®®1• �i .i 7i1:•:,. •0. e♦♦e • igl"4 .1°.1I1ff1ia1l.ighil • le / /7/4, :tS4 '1 41‘m u7;.v _ / ®eee • 4 ‘ ®♦ — BIORETENTION CELL • �� 'to NV --- �0' Aim �<; oeeeeeeie4, I tr 7 /� �ee©� �eeeeee� ♦♦®� ►eee 1. ♦eeet �eeee - . ya a eee ®eeeeeeeeee� e�eee�e®��®ei ,��► ►eeee4�e��-�• LEGEND ♦e♦® , ► ,.e '� ,��,VW a��,♦�eee®��,�� e1�1�z� `� • IMPERVIOUS II ...,... 6 a = �' 1 x DRAINAGE AREA 50 25 0 50� o � . I L J I en s" GRASSED o A f t /, 1 50t-0� DRAINAGE AREA �s�' • FINAL DESIGN SOUTH RIVANNA WTP UPGRADES THE SCALE BAR °� 2014 5 a DESIGNED RIVANNA WATER AND SEWER AUTHORITY SHOWN BELOW H s JOB HAZENAND SAWYER CHARLOTTESVILLE,VIRGINIA h DRAWN DRAINAGE AREA DIAGRAMS MEASURES ONE NUMBER 3,21�p11 i Environmental Engineers & Scientists o I♦ CHECKEDINCH LONG ON 4011 WestChase Boulevard, Suite 500 THE ORIQNAL CONTRACT DRAWING �GR Raleigh, North Carolina 27607 WATER TREATMENT PLANT DRAINAGE AREA TO BIORETENTION CELL DRAWING, NUMBER NUMBER rqH NC License C-0381 GAC UPGRADES 1 08 14 FINAL DESIGN DSB N x �:lai�T3i�F.�11�r1Y,':�Nam APPROVED �� FIAT FILE MS-19 Compliance Calculations H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan This Page Left Blank Intentionally N � \ -I" "" "I• """ I 044 • 4144 •44 - al" " s tiok EX ( • CB-4 1 .1" k1 ■ 411 ONi r.�t ASH �� •7<; virAmp �� EX EX CB-2 4140 CB-3 - '4k_ --• 1 tt MOUW1111-..Ilit* l°1:7-417*.y- • _ • Fimg44 us _on 110 00 OO Its , .r►� ► ' !sow— 1 VpAlltall.). . DRAINAGE T111110V,11111/4741 ,COMPOSITE cSTRUCT. ID ., • � AREA (AC) IICII (MIN) �� OUTLET k 114 CB-1 0.24 0.52 5 \ �� STRUCTURE ' �, CB-2 0.07 0.25 5 c fa EX CB-1 0.19 0.51 5 II EX CB-2 0.21 0.65 5so megi 0,. EX CB-3 0.06 0.25 5 i'� �� ‘1‘ g EX CB-4 ] 11 9 0 /0.06 0.95 5 1 50t. .25 50' OUTLET _ f 1.——50 —0 0.66 0.41 5 'D'`' STRUCTURE 11 �� FINAL DESIGN SOUTH RIVANNA WTP UPGRADES THE SCALE BAR OC7 2014 Dp DESIGNED HAZENAND SAWYER RIVANNA WATER ARLOTTESVVILSEWER SEWER GINIATHORITY hIESHO S BELOW HMS LOB o CHECK Environmental Engineers & Scientists DRAINAGE AREA DIAGRAMS MEASURES ONE NUMBER 321�.p11 CHECKED INCH LGNG ON 4011 WestChase Boulevard, Suite 500 THE oPoGINAL CONTRACT DRAWING PRoaENCR Raleigh, North Carolina 27607 WATER TREATMENT PLANT PIPE NETWORK INCH LG. NUMBER NUMBER N ywH NC License C-0381 1 DBC FINAL DESIGN DSB GAC UPGRADES N RED DATEE ISSUED FOR BY APPROVED FLAT FILE This Page Left Blank Intentionally dyurdflow S . m ,Jcwer b Extension Tor AutoC,. )® JD® z012 clan 3 Outfall 10 4 EX CB-3 11 Outfall EX CB-2 1 12 CB-1 EX CB-4 5 2 CB-2 8 7 6 9 EX CB-1 OUTLET STRUCTURE Project File: New.stm Number of lines: 12 Date: 11/21/2014 Storm Sewers v9.00 . ale 1 storm Sewer i abulation Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID coeff (I) flow full - Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 16.878 0.06 0.13 0.95 0.06 0.07 5.0 7.7 5.7 0.43 1.73 2.61 10 0.53 464.40 464.49 464.68 464.77 0.00 467.85 Pipe 27 2 1 51.324 0.07 0.07 0.25 0.02 0.02 5.0 5.0 6.4 0.11 1.10 1.94 8 0.49 464.99 465.24 465.13 465.39 467.85 470.63 Pipe 23 3 End 17.456 0.00 1.36 0.00 0.00 0.64 0.0 94.8 1.6 1.02 4.89 3.09 15 0.57 430.50 430.60 430.89 431.00 0.00 441.80 Pipe 20 4 3 182.316 0.00 1.30 0.00 0.00 0.63 0.0 9.5 5.3 3.35 6.68 4.95 15 1.07 431.27 433.22 431.90 433.96 441.80 448.78 Pipe 19 5 4 85.855 0.00 1.30 0.00 0.00 0.63 0.0 9.0 5.4 3.41 4.88 3.77 15 0.57 433.20 433.69 434.21 434.45 448.78 447.14 Pipe 18 6 5 31.118 0.19 1.30 0.51 0.10 0.63 5.0 8.8 5.5 3.43 20.28 8.39 15 9.87 438.41 441.48 438.76 442.23 447.14 445.88 Pipe 17 7 6 111.372 0.24 1.11 0.52 0.12 0.53 5.0 7.8 5.7 3.02 27.59 3.48 18 6.90 441.38 449.07 442.23 449.73 445.88 456.05 Pipe 7 8 7 53.099 0.00 0.66 0.00 0.00 0.27 0.0 5.3 6.3 1.71 26.82 7.89 15 17.25 451.84 461.00 452.05 461.52 456.05 467.37 PROP 9 8 26.584 0.66 0.66 0.41 0.27 0.27 5.0 5.0 6.4 1.74 11.20 5.10 15 3.01 462.95 463.75 463.28 464.27 467.37 470.00 Pipe 16 10 3 107.267 0.00 0.06 0.00 0.00 0.02 0.0 34.9 2.9 0.04 96.56 2.53 24 18.23 431.21 450.76 431.24 450.83 441.80 467.51 Pipe 22 11 10 97.837 0.06 0.06 0.25 0.02 0.02 5.0 5.0 6.4 0.10 22.65 2.37 18 4.65 455.33 459.88 455.40 459.99 467.51 465.89 Pipe 21 12 7 121.169 0.21 0.21 0.65 0.14 0.14 5.0 5.0 6.4 0.88 18.22 2.23 15 7.96 449.14 458.79 449.73 459.16 456.05 463.67 EX Project File: New.stm Number of lines: 12 Run Date: 11/21/2014 NOTES:Intensity=45.86/(Inlet time+ 10.10)^0.72; Return period=Yrs. 10 ; c=cir e=ellip b=box Storm Sewers v9.00 tie so (1 .3 •_, F' , 1.. Page - Line 1 - Pipe 27 Elev (ft) 470.00 470.00 EX CB 468.00 \ - 468.00 III 466.00 - 466.00 l ' L__ 464.00 1 E 8 T 8 Lf - 10" @ 0.5 3% L„„=. 464.00 462.00 4"vi2 v v' . � J60.00 �1SR/1.I�I 450.00 0 5 10 15 20 25 30 Reach if : Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 1 0.43 464.40 464.49 0.28 0.28 0.28 464.68 464.77 464.77 2.63 2.59 4.00 2.53 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers _in_ . 'rc. ..a ( le .., - r Line 2 - Pipe 23 El€-.; :ft: 475.00 ..:.7g..cc ._. r 0E.2 _._ 472.00 i•-:. 1 469.00 469.DD s--a._ 111 ll .... ._.. I 486.00 . ::::•=7-=.:::. 11—"'",. -- ......... ............-... 51. 324Lf - 8" @ C.499/0 463.00 .. !iv 1 .:.. ..3.:::: --- 460.00 450.CO g ,..- r, E. 1::' 15 20. Li., ac, 35 40 4E 50 55 50, E5 ,.., Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw . Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 2 0.11 ' 464.99 465.24 0.14 0.15 0.15 465.13 465.39 465.39 2.02 1.86 2.19 4.72 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers nE '0 (L ] I' . 1_ ?age . _. . Line a - Pipe 2O Elev (ft) 446.00 446.00 M-I18 • :. 442.00 f 442.00 438.D 433.00 434.00 434.00 430.00 =� 17.456Lf - 15" .fit 0.5 r �, - Lin e = 430.00 426.00 426.00 0 5 10 15 2D 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 3 1.02 430.50 430.60 0.39 0.40 0.40 430.89 431.00 431.00 3.14 3.04 4.00 9.95 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers ._in„ . rd (_.. .e - F 3 vPat 1 Line 4 - Pipe 19 El pH 17 450.00 L 450.00 _ t,, 445.00 �H .1: 445.00 4 0.00 :.......... 440.00 435.00 435.00 o 10 .31ELf - 15" a 1.07% Li ;ne 430.00 �, 430.00 Line _ 425.00 425.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 4 3.35 431.27 433.22 0.63 0.74 0.99 431.90 433.96 434.21 5.44 4.45 9.28 14.31 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers nc ro (I ? S. la . 1 _ Page Line 5 - Pipe 18 Elev (ft) 453.00 — r/1-1 17 453.00 r ty1H 15 ---4=8--. 448.00 ..—_,,„.... 448.00 • •"•-" ••••••••••—............... ............. _......_..._.............. ......... . .... 443.00 .... 443.00 10 438.00 - 438.00 — tile 6 , , 433.00 Fr--Jmmi 433 (. L 35.855Lf - 15' @ 0_57% Line 4 428.00 428.C.O. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 8 C. 35 90 95 1'C.C. Reach ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 5 3.41 433.20 433.69 1.01 0.76 1.06 434.21 434.45 434.75 3.20 4.35 14.33 12.20 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers Payer in.. . 'rc e (Me _ , - F e • ., 1 '`1 1E Line 6 - Pipe 17 EIe :.ft I,"H 22 448.00 _ y 1,, . 44:1 : 1 444.00 1 440.00 �� .ryy $t�i - 5'' . _87°� e____- Line - 435.{}D 435.0D 432.00 Line 432.00 428.40 42300 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 6 3.43 438.41 441.48 0.35 0.75 0.75 438.76 442.23 442.23 12.29 4.49 7.48 3.15 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers 11E '01 (L ? r . ! Page . _. . Line 7 - Pipe 7 Elev (ft) 461.00 CB .1 4c.1.v'V' _ 451.00 :....... .._ 451.vw 446.00 - 440.„C. rti G 441.00 441.D i _ine 8 436.00 435.0'v' 0 10 20 30 4v' 5v. Ev 70 80' :v 10.v. 11 v 12D 1n 14C. Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 7 3.02 441.38 449.07 0.85 0.66 0.66 442.23 449.73 j 449.73 2.93 4.03 3.00 5.48 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers _in,.. . rdiFflb (_.. .e ,-, - . ..J1- Pay— — 1 Line 8 - PROP 11E';ri,lch E: 469.00 4 9.::"..: 464.00 z•,..:...:-.:3 C __ _...... ......••—• ..••__ L __• 459.00 _,--- . .. .. ,.:.1:9.:::::: r r r w Q '........:—. "------ :::::: 449.00 L_4C __Lin€ 444.00 64) 65 444.00 1 P 0 5 VC. 15 2::' -._. 3:3 '3E :lc, ziE gr,'. E 5 Reach (ft) 1 , Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 8 1.71 451.84 461.00 0.21 0.52 0.52 452.05 461.52 461.52 12.23 3.55 2.96 5.12 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers nE 'o (L ) r 1 _• Page . _ Line9 - Pipe 16 Elev (ft) 472.00 OUTLET STRUCTURE 472.00 469.00 469.00 466.00 ...................... 466.00 463.00 4 .00 26.S84Lf - 15U .01% —. 460.00 Li n e 8 __. .450.00 457.00 457.00 , 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 9 1.74 462.95 463.75 0.33 0.52 0.52 463.28 464.27 464.27 6.62 3.57 3.17 5.00 I Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers _inriFrd (._.. .e . .,) - . .ae __ Pay., , „, 1 Line 10 - Pipe 22 Elev i AH 2v' 471.00 T 471.00 v V 451.00 — hrlH 1 _. L LI n All.00 441.90 _...... �� r� ��"� 441.90 431.00 _. 431.00 Line _. 421.00 421.00 0 1 10 20 30 40 50 &0 70 80 90 1 C.C. 11 C. 12 0 130 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 10 0.04 431.21 450.76 0.03 0.07 0.07 431.24 450.83 450.83 3.82 1.24 8.59 14.75 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers 11E '0 (I - fie - _ Page . - Line 11 - Pipe 21 Elev (ft) — MN 20 470.00 MI I 19 470.00 465.00 465.00 450.00 460.00 455.00 97.BB7Lf - 1 B" 4.65% 455.00 IE:°1 450.00 450.00 Lne1 445.00 445.00 0 5 10 15 20 25 30 35 4C 45 50 55 50 55 70 75 80 85 90 P,5 1vv 105 110 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 11 0.10 455.33 459.88 0.07 0.11 0.11 455.40 459.99 459.99 3.17 1.57 10.68 4.51 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers ._in„ . TM% (Me . .) - .... Pay i u, 1 Line 12 - E rE-,IN1 464.00 4 ti 4.00 460.00 — 1 — 460.00 45fi.00 _..� 456.00 452.00 4 _.,ri�-y '1 452.00 44 8.00 — .— ___ 448.00 444.00 444.C 0 1 C. 2 C' 30 4,:' 50 53 70 80 90 100 110 120 130 140 15.y, Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q Dn Up Dn I Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 12 0.88 449.14 458.79 0.59 0.37 0.37 449.73 459.16 j 459.16 1.54 2.92 5.66 3.63 Project File: No. Lines: 12 Run Date: 11/21/2014 Storm Sewers Relevant Pages of the Albemarle County Flood Insurance Study H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan \ ia FLOOD arm ,. mil 1NSURANCE — ' 'STUDY 111)— ;.* . 4 -),w "t oil -44r#i . / ..iwii"...7: 411,,,...2+,464 fp. / , - 7 -'41.-rifil . ,. let' -'''' ..1=-• Albemarle County itti 0144 ALBEMARLE COUNTY, AAA 4 VIRGINIA �44/1 ' ` ` 4114-4 AND INCORPORATED AREAS � , ",��M ►b�`ii��t�r AND THE INDEPENDENT CITY OF CHARLOTTESVILLE COMMUNITY NAME COMMUNITY NUMBER ALBEMARLE COUNTY (UNINCORPORATED AREAS) 510006 CHARLOTTESVILLE,CITY OF 510033 (INDEPENDENT CITY) SCOTTSVILLE,TOWN OF 510007 �cARr Revised: April 2, 2014 �ouY`4° 4. Federal Emergency Management Agency AND sV- FLOOD INSURANCE STUDY NUMBER 51003CV000B TABLE 3 - SUMMARY OF DISCHARGES-continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR NORTH FORK MEADOW CREEK At confluence with Meadow Creek 0.9 450 800 1,100 1,700 NORTH FORK RIVANNA RIVER At confluence with Rivanna River 178 17,700 31,900 39,700 62,700 At mouth 176 14,300 29,900 36,000 73,400 Upstream of Preddy Creek 122 14,100 24,700 30,000 47,200 POWELL CREEK At mouth 3.8 1,070 1,880 2,340 3,740 POWELLS CREEK At confluence with Lickinghole Creek 3.88 920 1,480 1,630 2,300 Upstream study limits 3.08 740 1,170 1,350 1,980 RIVANNA RIVER Downstream study limits 568 35,900 71,900 93,000 157,400 Upstream of Buck Island Creek 530 35,100 67,500 86,500 146,000 Upstream of Moores Creek 472 32,800 62,200 80,000 134,000 ROCK CREEK At confluence with Moores Creek 1.9 1,200 2,000 2,600 4,100 At confluence of 5th Street Creek 0.9 650 1,100 1,500 2,200 SLABTOWN BRANCH At confluence with Lickinghole Creek 1.21 600 1,060 1,240 1,820 Upstream study limits 0.11 70 120 150 210 SOUTH FORK RIVANNA RIVER At mouth 268 19,700 42,200 53,400 106,000 15 Appendix IV Specification H&S Project No.32135-011 South Rivanna Water Treatment Plant Site Plan SECTION 02050 DEMOLITION PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish all labor, materials and equipment in accordance with the requirements of Section 01520-Maintenance of Utility Operations During Construction and Section 01540 - Demolition and Removal of Existing Structures and Equipment. B. In addition, the Contractor shall demolish and remove all concrete and asphaltic paving, curbs, sidewalk, and miscellaneous yard structures as required and shown on the Contract Drawings during the construction work. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 01090 - Reference Standards B. Section 01520 - Maintenance of Utility Operations During Construction C. Section 01540 - Demolition and Removal of Existing Structures and Equipment 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. References shall be in accordance with reference standards, codes, and specifications as set forth herein and in Section 02100 - Clearing, Grubbing, and Site Preparation. PART 2 -- EXECUTION 2.01 DEMOLITION A. Existing concrete and asphaltic paving, curbs, sidewalk and miscellaneous yard structures within the areas designated for new construction work shall be completely demolished and all debris removed from the site. B. Excavation caused by demolition shall be backfilled with fill free from rubbish and debris. C. Work shall be performed in such manner as not to endanger the safety of the workmen or the public or cause damage to nearby structures. 0 D. Provide all barriers and precautionary measures in accordance with Owner's requirements and other authorities having jurisdiction. E. Where parts of existing structures are to remain in service, demolish the portions to be removed, repair damage, and leave the structure in proper condition for the intended use. Remove concrete and masonry to the lines designated by drilling, chipping, or other suitable methods. Leave the resulting surfaces reasonably true and even, with sharp straight MS02050.MAS:04-13-11 02050-1 HS MASTER SPEC corners that will result in neat joints with new construction and be satisfactory for the purpose intended. Where existing reinforcing rods are to extend into new construction, remove the concrete so that the reinforcing is clean and undamaged. Cut off other reinforcing 1/2-inch below the surface and fill with epoxy resin binder flush with the surface. F. Prior to the execution of the work, the Contractor, Owner and Engineer shall jointly survey the condition of the adjoining and/or nearby structures. Photographs and records shall be made of any prior settlement or cracking of structures, pavements, and the like, that may become the subject of possible damage claims. 2.02 DISPOSAL OF MATERIAL A. All debris resulting from the demolition and removal work shall be disposed of by the Contractor as part of the work of this Contract. Material designated by the Engineer to be salvaged shall be stored on the construction site as directed. All other material shall be disposed of off site by the Contractor at his expense. B. Burning of any debris resulting from the demolition will not be permitted at the site. - END OF SECTION - MS02050.MAS:04-13-11 02050-2 HS MASTER SPEC SECTION 02100 CLEARING, GRUBBING, AND SITE PREPARATION PART 1 -- GENERAL 1.01 THE REQUIREMENT A. Includes all labor, material, equipment and appliances required for the complete execution of any additions, modifications, or alterations to existing building(s) and new construction work as shown on the Drawings and specified herein. B. Principal items of work include: 1. Notifying all authorities owning utility lines running to or on the property. Protecting and maintaining all utility lines to remain and capping those that are not required in accordance with instructions of the Utility Companies, and all other authorities having jurisdiction. 2. Clearing the site within the Contract Limit Lines, including removal of grass, brush, shrubs, trees, loose debris and other encumbrances except for trees marked to remain. 3. Boxing and protecting all trees, shrubs, lawns and the like within areas to be preserved. Relocating trees and shrubs, so indicated on the Drawings, to designated areas. 4. Repairing all injury to trees, shrubs, and other plants caused by site preparation operations shall be repaired immediately. Work shall be done by qualified personnel in accordance with standard horticultural practice and as approved by the Engineer. 5. Removing topsoil to its full depth from designated areas and stockpiling on site where directed by the Engineer for future use. 6. Disposing from the site all debris resulting from work under this Section. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02200 - Earthwork 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Virginia Administrative Code, Title 9 1.04 STREET AND ROAD BLOCKAGE A. Closing of streets and roads during progress of the work shall be in compliance with the requirements of the Owner and other authorities having jurisdiction. Access shall be provided to all facilities remaining in operation. 32135-011102100:08/08/14 02100-1 GAC Upgrades at the Urban WTPs 1.05 PROTECTION OF PERSONS AND PROPERTY A. All work shall be performed in such a manner to protect all personnel,workmen, pedestrians and adjacent property and structures from possible injury and damage. B. All conduits, wires, cables and appurtenances above or below ground shall be protected from damage. C. Provide warning and barrier fence where shown on the Drawings and as specified herein. PART 2 -- EXECUTION 2.01 CLEARING OF SITE A. Before removal of topsoil, and start of excavation and grading operations, the areas within the clearing limits shall be cleared and grubbed. B. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees, fallen timber, brush, bushes, rubbish, sanitary landfill material, fencing, and other perishable and objectionable material within the areas to be excavated or other designated areas. Prior to the start of construction, the Contractor shall survey the entire Contract site and shall prepare a plan which defines the areas to be cleared and grubbed, trees to be pruned, extent of tree pruning, and/or areas which are to be cleared but not grubbed. This plan shall be submitted to the Engineer for approval. Should it become necessary to remove a tree, bush, brush or other plants adjacent to the area to be excavated, the Contractor shall do so only after permission has been granted by the Engineer. C. Excavation resulting from the removal of trees, roots and the like shall be filled with suitable material, as approved by the Engineer, and thoroughly compacted per the requirements contained in Section 02200, Earthwork. D. Unless otherwise shown or specified, the Contractor shall clear and grub a strip at least 15 ft. wide along all permanent fence lines installed under this Contract. E. In temporary construction easement locations, only those trees and shrubs shall be removed which are in actual interference with excavation or grading work under this Contract, and removal shall be subject to approval by the Engineer. However, the Engineer reserves the right to order additional trees and shrubs removed at no additional cost to the Owner, if such, in his opinion, are too close to the work to be maintained or have become damaged due to the Contractor's operations. 2.02 STRIPPING AND STOCKPILING EXISTING TOPSOIL A. Existing topsoil and sod on the site within areas designated on the Drawings shall be stripped to whatever depth it may occur, and stored in locations directed by the Engineer. B. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable materials before stockpiling the topsoil. C. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable materials. 32135-011102100:08/08/14 02100-2 GAC Upgrades at the Urban WTPs 2.03 GRUBBING A. Grubbing shall consist of the removal and disposal of all stumps, roots, logs, sticks and other perishable materials to a depth of at least 6-inches below ground surfaces. B. Large stumps located in areas to be excavated may be removed during grading operations, subject to the approval of the Engineer. 2.04 DISPOSAL OF MATERIAL A. All debris resulting from the clearing and grubbing work shall be disposed of by the Contractor as part of the work of this Contract. Material designated by the Engineer to be salvaged shall be stored on the construction site as directed by the Engineer for reuse in this Project or removal by others. B. Burning of any debris resulting from the clearing and grubbing work will not be permitted at the site. 2.05 WARNING AND BARRIER FENCE A. The fence shall be made of a visible, lightweight, flexible, high strength polyethylene material. The fence shall be MIRASAFE as manufactured by Mirafi, Inc., or equal. B. Physical Properties Fence: Color: International Orange Roll Size: 4' x 164' Roll weight: 34 lbs. Mesh opening: 1-1/2" x 3" Posts: ASTM Designation: ASTM 702 Length: 5 feet long (T-Type) Weight: 1.25#/Foot (min) Area of Anchor Plate: 14 Sq. In. C. Drive posts 12 to 18 inches into ground every 10' to 12'. Wrap fence material around first terminal post allowing overlap of one material opening. Use metal tie wire or plastic tie wrap to fasten material to itself at top, middle and bottom. At final post, cut with utility knife or scissors at a point halfway across an opening. Wrap around and tie at final post in the same way as the first post. D. Use tie wire or tie wrap at intermediate posts and splices as well. Thread ties around a vertical member of the fence material and the post, and bind tightly against the post. For the most secure fastening, tie at top, middle and bottom. Overlap splices a minimum of four fence openings, tie as above, fastening both edges of the fence material splice overlap. - END OF SECTION - 32135-011102100:08/08/14 02100-3 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally SECTION 02140 DEWATERING PART 1 -- GENERAL 1.01 WORK INCLUDED A. Furnish all labor, materials, and equipment, perform all work necessary to lower and control the groundwater levels and hydrostatic pressures to permit all excavations and construction to be performed in dry conditions. The work shall include the following: 1. Testing, operation, maintenance, supervision, rewatering, and final dismantling and removal from the site of the dewatering system. 2. The cost of any replacement or rehabilitation of the subgrade or structures damaged due to dewatering system failures or Contractor negligence. 3. Compliance with all regulations relating to this work. 4. The diversion, collection, and removal of all ice, snow and surface runoff from the work areas, and removal of groundwater from new excavations to permit construction in the dry. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Requirements of related work are included in Division 1 and Division 2 of these Specifications. 1.03 REFERENCE SPECIFICATIONS CODES AND STANDARDS A. Without limiting the generality of other requirements of these Specifications, all work herein shall conform to or exceed the applicable requirements of the following documents to the extent that the provisions therein are not in conflict with the requirements of this Section. 1. ASTM D1556 Density of soil in place by the Sand Cone Method. 2. ASTM D2167 Density of soil in place by the Rubber Balloon Method. 3. Bureau of Reclamation Groundwater Manual Sediment Test by Imhoff Cone 1.04 SUBMITTALS 0 A A. Submit the following in accordance with Section 01300, Submittals: 1. Name of dewatering subcontractor, if applicable 32135-011102140:08/08/14 02140-1 GAC Upgrades at the Urban WTPs 2. Shop Drawings indicating the following: a. Plans showing the methods and location of dewatering and discharge including a sufficient number of detailed sections to clearly illustrate the scope of work. b. Relationship of the dewatering system, observation wells, and discharge line to existing buildings, other structures, utilities, streets and new construction. c. Utility locations. d. Drawings shall bear the seal and signature of the qualified Registered Professional Engineer in charge of preparing the drawings. e. List of materials and equipment to be used. f. A sample of all well record forms to be maintained during construction. 3. Detailed description of the sequence of dewatering operations 4. Dewatering well installation records indicating an identification number, location, dimensions, and installation procedures and materials. 5. Observation well installation records indicating an identification number, location, dimensions, and installation procedures and materials. 6. Emergency observation plan to be put into operation during failure of the dewatering system 7. Monthly Dewatering System Monitoring Reports containing the following data on approved forms: a. For observation wells, daily piezometric levels shall be identified by date, time, well number and system (subsystem if multiple pumps are used) pumping rate. Piezometric levels shall be noted in feet of drawdown and groundwater elevation. b. For dewatering wells, suspended material test results shall be identified by date, time, well number, well pumping rate (if monitored) and system (subsystem if multiple pumps are used) pumping rate. c. Installation records for new wells. 8. Schedule and records of all maintenance tests for primary and standby dewatering systems including the following: a. Maintenance tests and water quality tests for suspended matter at the discharge point including date, time of day, elapsed times of tests procedures, components tested, suspended particles, resultant observations and well readings. b. Daily discharge rates. 32135-011102140:08/08/14 02140-2 GAC Upgrades at the Urban WTPs c. Installation and removal of wells. d. General observations of the system such as equipment running times, and failures. 9. Dewatering well removal records 10. Observation well removal records 1.05 QUALITY ASSURANCE A. The Contractor shall be solely responsible for the arrangement, location, and depths of the dewatering system necessary to accomplish the work described herein. B. Dewatering shall prevent the loss of fines, seepage, boils, quick conditions or softening of the foundation strata while maintaining stability of the sides and bottom of the excavation, and providing dry conditions for construction operations. PART 2 -- PRODUCTS 2.01 MATERIALS A. Materials, especially the well screen, shall be carefully chosen to be compatible with the environment to prevent erosion, deteriorization, and clogging. B. Surging of the natural formation to form a "gravel pack" is strictly prohibited. PART 3 -- EXECUTION 3.01 EXAMINATION OF THE SITE A. Become familiar with the surface and subsurface site conditions. B. Obtain the data required to analyze the water and soil environment at the site in order to assure that the materials used for the dewatering systems will not erode, deteriorate, clog or otherwise hinder the system's performance during the period of the dewatering. C. Prior to the execution of the work, the Contractor, Owner and Engineer shall jointly survey the condition of adjoining structures. Photographs and records shall be made of any prior settlement or cracking of structures, pavements, and the like, that may become the subject of possible damage claims. 3.02 DESIGN A. The dewatering system shall be capable of relieving all hydrostatic pressure against the height of the excavation walls and of lowering the hydrostatic level below the bottom of the base slab a minimum of four(4)feet in the work areas both prior to excavation, and during excavation and construction. 32135-011102140:08/08/14 02140-3 GAC Upgrades at the Urban WTPs B. The dewatering system shall be segmented so that if the operation of any one segment is disrupted, the remaining segment plus activated redundant components are capable of maintaining the groundwater at the stated levels. C. Provide, operate and maintain all ditches, berms, site grading, sumps and pumping facilities to divert, collect and remove all surface water from work areas. All collected water shall be discharged into the outfall pipe. D. Provide pipe and pumps of sufficient size and quantity to be able to flood the excavation within 12 hours in an emergency situation. Restoration of the working area shall be carried out by the Contractor at no additional cost to the Owner. E. Carry the dewatering system discharge through pipes out of the area of the excavation into the outfall junction manhole shown on the Drawings. Provide meters to measure the discharge flow. F. Place a portion of the header and discharge system underground to provide vehicle crossings or access to existing structure as required. G. Provide a standby dewatering system that meets the following requirements: 1. Provide 100 percent standby power. 2. Provide a 15 percent minimum increase in the number of wells and related equipment required to operate the dewatering system installed and ready to operate. 3. Provide a minimum of three separate power units for the standby power system and one installed auxiliary unit for each individually powered pump. 4. Provide separate discharge lines from each well or common lines with valves such that any well or wells that malfunction or are damaged can be isolated form the others. 5. The systems shall be laid out and designed in such a way that portions of the system may be isolated for routine maintenance or repair in case of accidental damage without affecting the normal operation of the system. H. Provide sufficient fuel to maintain a five day supply on site for fuel power systems. I. Provide observation wells to determine compliance with dewatering requirements as indicated on the Drawings, Shop Drawings, and the Engineer. J. Designate certain observation wells as emergency observation wells. 3.03 INSPECTION A. All tests and inspections require the witnessing and written approval of the Owner and Engineer. B. Provide safe access for the owner and Engineer to perform testing and inspection. 32135-011102140:08/08/14 02140-4 GAC Upgrades at the Urban WTPs C. The Owner and Engineer will provide oral and written notice to the Contractor for all tests and inspections that do not meet approval. 3.04 INSTALLATION AND TESTING A. Install the dewatering system from the existing ground surface or from the bottom of an excavation which is located above the natural groundwater level. B. Pump each well individually at its maximum or design flow and take a water sample using the following procedures: 1. Obtain samples from stopcocks located along the discharge lines at points of high turbulence or between 4 and 8 o'clock on the perimeter of straight sections of pipe. 2. Flush the stopcock for a few seconds before taking a sample. 3. Take a 1 liter sample with the stopcock fully open. C. Test the sample following the Sediment Test by Imhoff Cone for two to three minutes and measure the volume of settled materials to the nearest 0.01 milliliters (0.01 milliliters = 10 ppm). D. All wells shall be evaluated as follows: 1. Wells producing 10 ppm or less shall be accepted. 2. Wells producing between 10 and 20 ppm may be accepted by the Engineer based on the evaluation of average ppm for all wells, ppm of adjacent wells, and total quantity of water which is actually pumped to dewater the excavation. 3. Well producing more than 20 ppm shall be abandoned and backfilled. E. Observation wells shall consist of a standpipe or riser of minimum 1.0-inch inside diameter and a minimum three (3)foot long well-point screen or slotted PVC section at the bottom. Observation wells shall be installed as follows: 1. Employ the jetting method for all observation wells except those within ten feet of existing structures, piping or utilities. 2. Employ Case Boring Techniques for all observation wells within ten feet of existing structures, piping, or utilities and backfill the annulus between the well point or riser and the natural soil with a free flowing granular material similar to Ottawa Sand. F. Test observation wells by adding or removing water from the riser to demonstrate their proper functioning. 3.05 DEWATERING PROCEDURE A. Following soldier pile installation and dewatering system installation and testing and prior to excavation, place the dewatering system into operation and lower the water level. 32135-011102140:08/08/14 02140-5 GAC Upgrades at the Urban WTPs B. Schedule the dewatering work to coordinate with all the other related work such as excavation, sheeting and tiebacks, pouring of concrete walls and slabs, and any other operations by other Contractors that might be affected by this work. C. Test the standby dewatering system with the following procedures: 1. Shut off the primary power source and demonstrate that the standby power can be activated prior to the groundwater level rising to within one (1)foot of the bottom of base slab elevation and that the standby power source is adequate to draw the groundwater level back down to the Contractor's design depth or to the minimum required depths. 2. Shut off one segment of the system and show that redundant components can be activated prior to the groundwater level rising to within one (1)foot of the bottom of base slab elevation and that the system is adequate to draw the groundwater level back down to the Contractor's design depth or to the minimum required depths. 3. If the dewatering system fails to meet either performance requirement, the Contractor shall draw the groundwater level to a greater depth, add wells, or modify the system such that it will be in conformance with these requirements when retested. D. Operate the dewatering system continuously twenty-four(24)hours per day, seven (7)days per week until all structures have been satisfactorily constructed, including placement of fill materials, and no longer require dewatering. 3.06 MONITORING A. Measure the piezometric water levels to the nearest one-tenth foot in all observation wells and submit the readings daily. B. Measure the concentration of suspended material in the discharge water of each well once every two days. Wells which exceed the acceptable level of solids concentration shall be replaced. C. Test the performance of the standby system and all components by demonstrating that the system is operational at least every two weeks. D. Test the observation wells every two weeks by adding and removing water from the risers to demonstrate their proper functioning. E. Observation wells that become inoperable shall be immediately replaced while construction is halted if the Engineer determines that the observation well is critical. F. Remove and add riser pipe of each observation well located within the excavation as construction progresses until the well conflicts with the structure. When the conflict occurs, abandon the observation well, fill it with grout, and cut the riser off at grade. G. In the event of a dewatering system failure, take the following steps: 1. Conduct in situ density tests conforming to ASTM D1556 or ASTM D2167 immediately above at the structure founding grades. 32135-011102140:08/08/14 02140-6 GAC Upgrades at the Urban WTPs I 2. Remove all soils that show unacceptable density and replace them with compacted fill as indicated in Section 02200, Earthwork. 3. Test the repaired soils as required by the Owner and Engineer to verify that they have been returned to their original in situ state or better. 4. Repair or replace damaged structures. 3.07 REWATERING AND REMOVAL OF DEWATERING SYSTEM A. Obtain written approval from the Owner and Engineer to being rewatering operations. B. Provide an adequate weight of fill to prevent buoyancy. C. Pump water into the excavation such that the water level inside the excavation is always at a higher level than the rising groundwater on the outside until the groundwater level has reached its static level. D. Remove all dewatering wells, buried and surface piping, cables, pump foundations, structural supports and all other support facilities. E. Backfill as specified in Section 02200, Earthwork, all trenches and excavations below final grades or in fill areas. F. Provide documentation of dewatering and observation well removal including the date of removal, well number, location, procedures, and materials used. - END OF SECTION - I 32135-011102140:08/08/14 02140-7 GAC Upgrades at the Urban WTPs I I This Page Left Blank Intentionally SECTION 02200 EARTHWORK PART 1 -- GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment and materials required to complete all work associated with excavation, including off-site borrow excavation, dewatering, backfill, drainage layers beneath and around structures, foundation and backfill stone, filter fabric, embankments, stockpiling topsoil and any excess suitable material in designated areas, in place compaction of embankments, backfill and subgrades beneath foundations and roadways, excavation support, disposing from the site all unsuitable materials, providing erosion and sedimentation control grading, site grading and preparation of pavement and structure subgrade, and other related and incidental work as required to complete the work shown on the Drawings and specified herein. B. All excavations shall be in conformity with the lines, grades, and cross sections shown on the Drawings or established by the Engineer. C. It is the intent of this Specification that the Contractor conduct the construction activities in such a manner that erosion of disturbed areas and off-site sedimentation be absolutely minimized. D. All work under this Contract shall be done in conformance with and subject to the limitations of the latest editions of the Virginia Department of Transportation Road and Bridge Specifications and the Virginia Erosion and Sediment Control Handbook. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Requirements of related work are included in Division 1 and Division 2 of these Specifications. 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Without limiting the generality of the other requirements of the Specifications, all work herein shall conform to the applicable requirements of the following documents. All referenced Specifications, codes, and standards refer to the most current issue available at the time of Bid. 1. Virginia Department of Transportation Road and Bridge Specifications. 2. American Society for Testing and Materials (ASTM): w ASTM C 127 Test for Specific Gravity and Absorption of Coarse Aggregate. ASTM C 136 Test for Sieve Analysis of Fine and Coarse Aggregates. ASTM D 422 Particle Size Analysis of Soils. 32135-011102200:08/08/14 02200-1 GAC Upgrades at the Urban WTPs ASTM D 423 Test for Liquid Limit of Soils. ASTM D 424 Test for Plastic Limit and Plasticity Index of Soils. ASTM C 535 Test for Resistance to Degradation of Large Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. ASTM D 698 Standard Method of Test for the Moisture - Density Relations of Soils Using a 5.5 lb. (2.5 kg) Rammer and a 12-inch (305 mm) Drop. ASTM D1556 Test for Density of Soil in Place by the Sand-Cone Method. ASTM D1557 Test for Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 10-lbs. (4.5 kg) Rammer and 18-inch (457 mm) Drop. ASTM D2049 Test Method for Relative Density of Cohesionless Soils. ASTM D2167 Test for Density of Soil in Place by the Rubber-Balloon Method. ASTM D2216 Test for Laboratory Determination of Water(Moisture)Content of Soil, Rock, and Soil Aggregate Mixtures. ASTM D2487 Test for Classification of Soils for Engineering Purposes. ASTM D2922 Test for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). 1.04 SUBSURFACE CONDITIONS A. Information on subsurface conditions is referenced under Division 1, General Requirements. B. Attention is directed to the fact that there may be water pipes, storm drains and other utilities located in the area of proposed excavation. Perform all repairs to same in the event that excavation activities disrupt service. 1.05 SUBMITTALS A. In accordance with the procedures and requirements set forth in Section 01300 - Submittals, the Contractor shall submit the following: 1. Name and location of all material suppliers. 2. Certificate of compliance with the standards specified above for each source of each material. 3. List of disposal sites for waste and unsuitable materials and all required permits for use of those sites. 4. Plans and cross sections of open cut excavations showing side slopes and limits of the excavation at grade. 32135-011102200:08/08/14 02200-2 GAC Upgrades at the Urban WTPs 5. Samples of synthetic filter fabric and reinforced plastic membrane with manufacturer's certificates or catalog cuts stating the mechanical and physical properties. Samples shall be at least one (1)foot wide and four(4)feet long taken across the roll with the warp direction appropriately marked. 6. Construction drawings and structural calculations for any types of excavation support required. Drawings and calculations shall be sealed by a currently registered Professional Engineer in the Commonwealth of Virginia. 7. Monitoring plan and pre-construction condition inspection and documentation of all adjacent structures, utilities, and roadways near proposed installation of excavation support systems and near areas where dewatering is required to facilitate construction. 8. Dewatering procedures. 1.06 PRODUCT HANDLING A. Soil and rock material shall be excavated, transported, placed, and stored in a manner so as to prevent contamination, segregation and excessive wetting. Materials which have become contaminated or segregated will not be permitted in the performance of the work and shall be removed from the site. 1.07 USE OF EXPLOSIVES A. Excavation by blasting will not be permitted for this project. PART 2 -- PRODUCTS 2.01 SELECT FILL A. Soils from the excavations meeting requirements stipulated herein with the exceptions of topsoil and organic material may be used as select fill for backfilling, constructing embankments, reconstructing existing embankments, and as structural subgrade support. B. Select fill used for embankment construction shall be a silty or clayey soil material with a Maximum Liquid Limit (LL) of 50 and a Plasticity Index (PI) between 7 and 20. C. Select fill used for backfilling shall either be material as described in Paragraph B above or a granular soil material with a Maximum Plasticity Index (PI) of 6. D. Regardless of material used as select fill, materials shall be compacted at a moisture content satisfactory to the Engineer, which shall be approximately that required to produce the maximum density except that the moisture content shall not be more than 1% below nor more than 4% above the optimum moisture content for the particular material tested in accordance with the ASTM D698. E. Select fill used as subgrade support shall be a coarse aggregate material meeting the gradation requirements of #57 or #78 aggregates in accordance with ASTM C-33, or Aggregate Base Course (ABC) as defined in Section 02207—Aggregate Materials. 32135-011102200:08/08/14 02200-3 GAC Upgrades at the Urban WTPs F. Where excavated material does not meet requirements for select fill, Contractor shall furnish off-site borrow material meeting the specified requirements herein. Determination of whether the borrow material will be paid for as an extra cost will be made based on Article 4 of the General Conditions, as amended by the Supplementary Conditions. When the excavated material from required excavations is suitable for use as backfill, bedding, or embankments, but is replaced with off-site borrow material for the Contractor's convenience, the costs associated with such work and material shall be borne by the Contractor. 2.02 TOPSOIL A. Topsoil shall be considered the surface layer of soil and sod, suitable for use in seeding and planting. It shall contain no mixture of refuse or any material toxic to plant growth. 2.03 FOUNDATION DRAINAGE SYSTEMS A. The Contractor shall provide foundation drainage systems as indicated on the Drawings and specified herein. The materials and placement shall be as indicated under Section 02712- Foundation Drainage Systems. 2.04 GEOTEXTILES A. The Contractor shall provide geotextiles as indicated on the Drawings and specified herein. The materials and placement shall be as indicated under Section 02274 - Geotextiles. PART 3 -- EXECUTION 3.01 STRIPPING OF TOPSOIL A. In all areas to be excavated, filled, paved, or graveled the topsoil shall be stripped to its full depth and shall be deposited in storage piles on the site, at locations designated by the Engineer, for subsequent reuse. Topsoil shall be kept separated from other excavated materials and shall be piled free of roots and other undesirable materials. 3.02 EXCAVATION A. All material excavated, regardless of its nature or composition, shall be classified as UNCLASSIFIED EXCAVATION. Excavation shall include the removal of all soil, rock, weathered rock, rocks of all types, boulders, conduits, pipe, and all other obstacles encountered and shown to be removed within the limits of excavation shown on the Drawings or specified herein. The cost of excavation shall be included in the Lump Sum Bid Price and no additional payment will be made for the removal of obstacles encountered within the excavation limits shown on the Drawings and specified herein. B. All suitable material removed in the excavation shall be used as far as practicable in the formation of embankments, subgrades, and shoulders, and at such other places as may be indicated on the Drawings or indicated by the Engineer. No excavation shall be wasted except as may be permitted by the Engineer. Refer to the drawings for specific location and placement of suitable excavated materials in the formation of embankments, backfill, and structural and roadway foundations. THE ENGINEER AND/OR MATERIALS TESTING 32135-011102200:08/08/14 02200-4 GAC Upgrades at the Urban WTPs CONSULTANT WILL DESIGNATE MATERIALS THAT ARE UNSUITABLE. The Contractor shall furnish off site disposal areas for the unsuitable material. Where suitable materials containing excessive moisture are encountered above grade in cuts, the Contractor shall construct above grade ditch drains prior to the excavation of the cut material when in the opinion of the Engineer and/or materials testing consultant such measures are necessary to provide proper construction. C. All excavations shall be made in the dry and in such a manner and to such widths as will give ample room for properly constructing and inspecting the structures and/or piping they are to contain and for such excavation support, pumping and drainage as may be required. Excavation shall be made in accordance with the grades and details shown on the Drawings and as specified herein. D. Excavation slopes shall be flat enough to avoid slides that will cause disturbance of the subgrade or damage of adjacent areas. Excavation requirements and slopes shall be as indicated in the Drawings. The Contractor shall intercept and collect surface runoff both at the top and bottom of cut slopes. The intersection of slopes with natural ground surfaces, including the beginning and ending of cut slopes, shall be uniformly rounded as shown on the Drawings or as may be indicated by the Engineer. Concurrent with the excavation of cuts the Contractor shall construct intercepting berm ditches or earth berms along and on top of the cut slopes at locations shown on the Drawings or designated by the Engineer. All slopes shall be finished to reasonably uniform surfaces acceptable for seeding and mulching operations. No rock or boulders shall be left in place which protrude more than 1 foot within the typical section cut slope lines, and all rock cuts shall be cleaned of loose and overhanging material. All protruding roots and other objectionable vegetation shall be removed from slopes. The Contractor shall be required to submit plans of open-cut excavation for review by the Engineer before approval is given to proceed. E. It is the intent of these Specifications that all structures shall bear on an aggregate base, crushed stone or screened gravel bedding placed to the thickness shown on the Drawings, specified in these Specifications, or not less than 6-inches. Bedding for process piping shall be as specified in Section 15000 - Basic Mechanical Requirements, or as shown on the Drawings. F. The bottom of all excavations for structures and pipes shall be examined by the Engineer and/or materials testing consultant for bearing value and the presence of unsuitable material. If, in the opinion of the Engineer and/or materials testing consultant, additional excavation is required due to the low bearing value of the subgrade material, or if the in-place soils are soft, yielding, pumping and wet, the Contractor shall remove such material to the required width and depth and replace it with thoroughly compacted select fill, and/or crushed stone or screened gravel as indicated by the Engineer. Payment for such additional work ordered by the Engineer shall be made as an extra by a Change Order in accordance with the General Conditions and Division 1. No payment will be made for subgrade disturbance caused by inadequate dewatering or improper construction methods. G. All cuts shall be brought to the grade and cross section shown on the Drawings, or established by the Engineer, prior to final inspection and acceptance by the Engineer. H. Slides and overbreaks which occur due to negligence, carelessness or improper construction techniques on the part of the Contractor shall be removed and disposed of by the Contractor as indicated by the Engineer at no additional cost to the Owner. If grading operations are suspended for any reason whatsoever, partially completed cut and fill slopes 32135-011102200:08/08/14 02200-5 GAC Upgrades at the Urban WTPs shall be brought to the required slope and the work of seeding and mulching or other required erosion and sedimentation control operations shall be performed. I. Where the excavation exposes sludge, sludge contaminated soil or other odorous materials, the Contractor shall cover such material at the end of each workday with a minimum of 6-inches and a maximum of 24-inches of clean fill. The work shall be an odor abatement measure and the material shall be placed to the depth deemed satisfactory by the Engineer for this purpose. 3.03 EXCAVATION SUPPORT A. The Contractor shall furnish, place, and maintain such excavation support which may be required to support sides of excavation or to protect pipes and structures from possible damage and to provide safe working conditions. If the Engineer is of the opinion that at any point sufficient or proper supports have not been provided, he may order additional supports put in at the expense of the Contractor. The Contractor shall be responsible for the adequacy of all supports used and for all damage resulting from failure of support system or from placing, maintaining and removing it. B. Selection of and design of any proposed excavation support systems is exclusively the responsibility of the Contractor. Contractor shall submit drawings and calculations on proposed systems sealed by a Professional Engineer currently registered in the Commonwealth of Virginia. C. The Contractor shall exercise caution in the installation and removal of supports to insure that excessive or unusual loadings are not transmitted to any new or existing structure. The Contractor shall promptly repair at his expense any and all damage that can be reasonably attributed to installation or removal of excavation support system. D. Contractor shall monitor movement in the excavation support systems as well as movement at adjacent structures, utilities and roadways near excavation supports. Contractor shall submit a monitoring plan developed by the excavation support design engineer. All pre- construction condition assessment and documentation of adjacent structures on-site and off-site shall be performed by the Contractor. If any sign of distress such as cracking or movement occurs in any adjacent structure, utility or roadway during installation of supports, subsequent excavation, service period of supports, subsequent backfill and construction, or removal of supports, Engineer shall be notified immediately. Contractor shall be exclusively responsible for repair of any damage to any roadway, structure, utility, pipes, etc. both on- site and off-site, as a result of his operations. E. All excavation supports shall be removed upon completion of the work except as indicated herein. The Engineer may permit supports to be left in place at the request and expense of the Contractor. The Engineer may order certain supports left permanently in place in addition to that required by the Contract. The cost of the materials so ordered left in place, less a reasonable amount for the eliminated expense of the removal work omitted, will be paid as an extra by a Change Order in accordance with the General Conditions and Division 1. Any excavation supports left in place shall be cut off at least two (2) feet below the finished ground surface or as directed by the Engineer. 3.04 PROTECTION OF SUBGRADE 32135-011102200:08/08/14 02200-6 GAC Upgrades at the Urban WTPs A. To minimize the disturbance of bearing materials and provide a firm foundation, the Contractor shall comply with the following requirements: 1. Use of heavy rubber-tired construction equipment shall not be permitted on the final subgrade unless it can be demonstrated that drawdown of groundwater throughout the entire area of the structure is at least 3 feet below the bottom of the excavation (subgrade). Even then, the use of such equipment shall be prohibited should subgrade disturbance result from concentrated wheel loads. 2. Subgrade soils disturbed through the operations of the Contractor shall be excavated and replaced with compacted select fill or crushed stone at the Contractor's expense as indicated by the Engineer. 3. The Contractor shall provide positive protection against penetration of frost into materials below the bearing level during work in winter months. This protection can consist of a temporary blanket of straw or salt hay covered with a plastic membrane or other acceptable means. 3.05 PROOFROLLING A. The subgrade of all structures and all areas that will support pavements or select fill shall be proofrolled. After stripping of topsoil, excavation to subgrade and prior to placement of fills, the exposed subgrade shall be carefully inspected by probing and testing as needed. Any topsoil or other organic material still in place, frozen, wet, soft, or loose soil, and other undesirable materials shall be removed. The exposed subgrade shall be proofrolled with a heavily loaded tandem-wheeled dump truck to check for pockets of soft material hidden beneath a thin crust of better soil. Any unsuitable materials thus exposed shall be removed and replaced with an approved compacted material. 3.06 EMBANKMENTS A. The Contractor shall perform the construction of embankments in such a manner that cut and fill slopes will be completed to final slopes and grade in a continuous operation. The operation of removing excavation material from any cut and the placement of embankment in any fill shall be a continuous operation to completion unless otherwise permitted by the Engineer. B. Surfaces upon which embankments are to be constructed shall be stripped of topsoil, organic material, rubbish and other extraneous materials. After stripping and prior to placing embankment material, the Contractor shall compact the top 12-inches of in place soil as specified under Paragraph 3.09, COMPACTION. C. Any soft or unsuitable materials revealed before or during the in place compaction shall be removed as indicated by the Engineer and/or materials testing consultant and replaced with select fill. D. Ground surfaces on which embankment is to be placed, shall be scarified or stepped in a manner which will permit bonding of the embankment with the existing surface. The embankment soils shall be as specified under Part 2-Products, and shall be deposited and spread in successive, uniform, approximately horizontal layers not exceeding 8-inches in compacted depth for the full width of the cross section, and shall be kept approximately level by the use of effective spreading equipment. Hauling shall be distributed over the full 32135-011102200:08/08/14 02200-7 GAC Upgrades at the Urban WTPs width of the embankment, and in no case will deep ruts be allowed to form during the construction of the embankment. The embankment shall be properly drained at all times. Each layer of the embankment shall be thoroughly compacted to the density specified under Paragraph 3.09, COMPACTION. E. The embankment or fill material in the layers shall be of the proper moisture content before rolling to obtain the prescribed compaction. Wetting or drying of the material and manipulation when necessary to secure a uniform moisture content throughout the layer shall be required. Should the material be too wet to permit proper compaction or rolling, all work on all portions of the embankment thus affected shall be delayed until the material has dried to the required moisture content. Samples of all embankment materials for testing, both before and after placement and compaction, will be taken at frequent intervals. From these tests, corrections, adjustments, and modifications of methods, materials,and moisture content will be made to construct the embankment. F. Where embankments are to be placed and compacted on hillsides, or when new embankment is to be compacted against embankments, or when embankment is built in part widths, the slopes that are steeper than 4:1 shall be loosened or plowed to a minimum depth of 6 inches or, if in the opinion of the Engineer, the nature of the ground is such that greater precautions should be taken to bind the fill to the original ground then benches shall be cut in the existing ground as indicated by Engineer. G. When rock and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portions of the embankments and the other material which meets the requirements for select fill shall be incorporated into the formation of the embankments. Stones or fragmentary rock larger than 4-inches in their greatest dimension will not be allowed within the top 6-inches of the final grade. Stones,fragmentary rock, or boulders larger than 12-inches in their greatest dimension will not be allowed in any portions of embankments and shall be disposed of by the Contractor as indicated by the Engineer. When rock fragments or stone are used in embankments, the material shall be brought up in layers as specified or directed and every effort shall be exerted to fill the voids with finer material to form a dense, compact mass which meets the densities specified for embankment compaction. 3.08 BACKFILLING A. All structures and pipes shall be backfilled with the type of materials shown on the Drawings and specified herein. Select fill shall be deposited in successive, uniform, approximately horizontal layers not exceeding 8-inches in compacted depth for the full width. Stones or fragmentary rock larger than 4-inches in their greatest dimension will not be allowed within the top 6-inches of the ground nor within 6 inches of pipes. No stone or fragmentary rock larger than 12-inches in their greatest dimension will be allowed for any portion of backfill. Compaction shall be in accordance with the requirements of Paragraph 3.09, COMPACTION. B. Where excavation support is used, the Contractor shall take all reasonable measures to prevent loss of support beneath and adjacent to pipes and existing structures when supports are removed. If significant volumes of soil cannot be prevented from clinging to the extracted supports, the voids shall be continuously backfilled as rapidly as possible. The Contractor shall thereafter limit the depth below subgrade that supports will be installed in similar soil conditions or employ other appropriate means to prevent loss of support. 32135-011102200:08/08/14 02200-8 GAC Upgrades at the Urban WTPs 3.09 COMPACTION A. The Contractor shall compact embankments, backfill, crushed stone, aggregate base, and in place subgrade in accordance with the requirements of this Section. The densities specified herein refer to percentages of maximum density as determined by the noted test methods. Compaction of materials on the project shall be in accordance with the following schedule: Density % Density % Max. Lift Thickness Std. Proctor Mod. Proctor as Compacted (D698) (D1557) Inches Embankments Beneath Structures* 98 95 8 Other Embankments 95 92 8 Backfill Around Structures 95 92 8 Backfill in Pipe Trenches 95 92 8 Crushed Stone Beneath Structures ** ** 12 Select Sand -- 98 8 Aggregate Base Course (ABC) -- 98 8 Beneath Pavements and Structures Crushed Stone Backfill ** ** 12 Crushed Stone Pipe Bedding ** ** 12 In place Subgrade Beneath Structures 98 95 Top 12-inches * Embankments beneath structures shall be considered to include a zone 10 feet out from the foundation of the structure extending down to the natural ground on a 45° slope. ** The aggregate shall be compacted to a degree acceptable to the Engineer by use of a vibratory compactor and/or crawler tractor. B. Field density tests will be made by the materials testing consultant to determine if the specified densities have been achieved, and these tests shall be the basis for accepting or rejecting the compaction. In-place density tests will be performed in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922. The Engineer in conjunction with the materials testing consultant will be the judge as to which test method will be the most appropriate. Failure to achieve the specified densities shall require the Contractor to re-compact the material or remove it as required. The Contractor shall, if necessary, increase his compactive effort by increasing the number of passes, using heavier or more suitable compaction equipment, or by reducing the thickness of the layers. The Contractor shall adjust the moisture contents of the soils to bring them within the optimum range by drying them or adding water as required. C. Testing will be performed as frequently as deemed necessary by the Engineer and/or materials testing consultant. As a minimum, one in-place density test shall be performed for each 1000 cubic yards of embankment placed and 500 cubic yards of backfill placed or one test performed each day for either. 32135-011102200:08/08/14 02200-9 GAC Upgrades at the Urban WTPs 3.10 REMOVAL OF EXCESS AND UNSUITABLE MATERIALS A. The Contractor shall remove and dispose of off-site all unsuitable materials. Within thirty (30)consecutive days after Notice to Proceed, the Contractor shall submit to the Engineer for review all required permits and a list of disposal sites for the unsuitable materials. If the disposal site is located on private property, the submittal shall also include written permission from the owner of record. B. All unsuitable materials shall be disposed of in locations and under conditions that comply with federal, state and local laws and regulations. C. The Contractor shall obtain an off-site disposal area prior to beginning demolition or excavation operations. D. All excess and unsuitable materials shall be hauled in trucks of sufficient capacity and tight construction to prevent spillage. Trucks shall be covered to prevent the propagation of dust. E. When all excess and unsuitable material disposal operations are completed, the Contractor shall leave the disposal sites in a condition acceptable to the Owner and Owner(s) of the disposal site(s). 3.11 BORROW EXCAVATION A. Description The work covered by this section consists of the excavation of approved material from borrow sources and the hauling and utilization of such material as required on the Drawings or directed by the Engineer. It shall also include the removing, stockpiling, and replacement of topsoil on the borrow source; the satisfactory disposition of material from the borrow source which is not suitable for use; and the satisfactory restoration of the borrow source and haul roads to an acceptable condition upon completion of the work. Borrow excavation shall not be used before all available suitable unclassified excavation has been used for backfill and incorporated into the embankments. B. Coordination with Seeding Operations The Contractor shall coordinate the work covered by this section with the construction of embankments so that the requirements of Section 02200 are met. C. Materials All material shall meet the requirements of Division 2 shown below: Borrow Material Section 02200, Subsection 2.01 - Select Fill D. Construction Methods 1. General The surface of the borrow area shall be thoroughly cleared and grubbed and cleaned of all unsuitable material including all organics, topsoil, etc., before 32135-011102200:08/08/14 02200-11 GAC Upgrades at the Urban WTPs beginning the excavation. Disposal of material resulting from clearing and grubbing shall be in accordance with Section 02100. Each borrow operation shall not be allowed to accumulate exposed, erodible slope area in excess of 1 acre at any one given time without the Contractor's beginning permanent seeding and mulching of the borrow source or other erosion control measures as may be approved by the Engineer. The topsoil shall be removed and stockpiled at locations that will not interfere with the borrow operations and that meet the approval of the Engineer. Temporary erosion control measures shall be installed as may be necessary to prevent the erosion of the stockpile material. Once all borrow has been removed from the source or portion thereof, the stockpiled topsoil shall be spread uniformly over the source. Where it is necessary to haul borrow material over existing roads, the Contractor shall use all necessary precautions to prevent damage to the existing roads. The Contractor shall also conduct his hauling operations in such a manner as to not interfere with the normal flow of traffic and shall keep the traffic lanes free from spillage at all times. 2. Owner Furnished Sources Where borrow sources are furnished by the Owner the location of such sources will be as designated on the Drawings or as directed by the Engineer. The Owner will furnish the necessary haul road right-of-way at locations designated by the Engineer. All haul roads required shall be built, maintained, and when directed by the Engineer, obliterated, at no cost to the Owner. Where the haul road is to be reclaimed for cultivation the Contractor shall plow or scarify the area to a minimum depth of 8 inches. The borrow sources shall be left in a neat and presentable condition after use. All slopes shall be smoothed, rounded, and constructed not steeper than 3:1. Where the source is to be reclaimed for cultivation the source shall be plowed or scarified to a minimum depth of 8 inches, disc harrowed, and terraces constructed. The source shall be graded to drain such that no water will collect or stand and a functioning drainage system shall be provided. All sources shall be seeded and mulched in accordance with Section 02910. 3. Contractor Furnished Sources Prior to the approval of any off-site borrow source(s) developed for use on this project, the Contractor shall obtain certification from the State Historic Preservation Officer of the State Department of Cultural Resources certifying that the removal of the borrow material from the borrow source(s) will have no effect on any known district, site building, structure, or object that is included or eligible for inclusion in the National Register of Historic Places. A copy of this certification shall be furnished to the Engineer prior to performing any work on the proposed borrow source. 32135-011102200:08/08/14 02200-12 GAC Upgrades at the Urban WTPs The approval of borrow sources furnished by the Contractor shall be subject to the following conditions: a. The Contractor shall be responsible for acquiring the right to take the material and any rights of access that may be necessary; for locating and developing the source; and any clearing and grubbing and drainage ditches necessary. Such right shall be in writing and shall include an agreement with the Owner that the borrow source may be dressed, shaped, seeded, mulched, and drained as required by these Specifications after all borrow has been removed. b. Except where borrow is to be obtained from a commercial source, the Contractor and the property owner shall jointly submit a borrow source development, use, and reclamation plan to the Engineer for his approval prior to engaging in any land disturbing activity on the proposed source other than material sampling that may be necessary. The Contractor's plan shall address the following: (1) Drainage The source shall be graded to drain such that no water will collect or stand and a functioning drainage system shall be provided. If drainage is not practical, and the source is to serve as a pond, the minimum average depth below the water table shall be 4 feet or the source graded so as to create wetlands as appropriate. (2) Slopes The source shall be dressed and shaped in a continuous manner to contours which are comparable to and blend in with the adjacent topography, but in no case will slopes steeper than 3:1 be permitted. (3) Erosion Control The plan shall address the temporary and permanent measures that the Contractor intends to employ during use of the source and as a part of the reclamation. The Contractor's plan shall provide for the use of staged permanent seeding and mulching on a continual basis while the source is in use and the immediate total reclamation of the source when no longer needed. 4. Maintenance During construction and until final acceptance the Contractor shall use any methods approved by the Engineer which are necessary to maintain the work covered by this section so that the work will not contribute to excessive soil erosion. - END OF SECTION - 32135-011102200:08/08/14 02200-13 GAC Upgrades at the Urban WTPs SECTION 02207 AGGREGATE MATERIALS PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish all labor, equipment and materials required to complete all work associated with the installation of aggregate material beneath foundations, as backfill and as roadway subgrades and other related and incidental work as required to complete the work shown on the Drawings and specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 01090 - Reference Standards B. Section 02200 - Earthwork C. Section 02276 - Erosion and Sedimentation Control D. Section 02510 - Paving and Surfacing E. Section 02712 - Foundation Drainage Systems F. Section 02910 - Final Grading and Landscaping 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Without limiting the generality of the other requirements of the Specifications, all work herein shall conform to the applicable requirements of the following documents. All referenced specifications, codes, and standards refer to the most current issue available at the time of Bid. 1. Virginia Department of Transportation (VDOT), Road and Bridge Specifications. 2. ASTM C 127 Test for Specific Gravity and Absorption of Coarse Aggregate. 3. ASTM C 136 Test for Sieve Analysis of Fine and Coarse Aggregates. 4. ASTM C 535 Test for Resistance to Degradation of Large Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. 0 1.04 SUBMITTALS A. Submit the following in accordance with Section 01300, Submittals. 1. Materials gradation and certification. 2. ASTM C127, ASTM C136, and ASTM C535 test results MS02207.MAS:08-29-05 02207-1 HS MASTER SPEC PART 2 -- PRODUCTS 2.01 CRUSHED STONE, SCREENED GRAVEL and AGGREGATE BASE COURSE (ABC) A. Crushed stone or screened gravel shall meet the requirements of Aggregate Standard Size No. 57 or No. 67 as defined by VDOT Road and Bridge Specifications Sections 203 — Coarse Aggregate, 205 — Crusher Run Aggregate Size No, and 309 — Aggregate Base Course Size No. 21A or 22, respectively. B. ABC shall meet the requirements of ABC as defined by VDOT Road and Bridge Specifications. 2.02 SELECT SAND A. Select sand shall meet the requirements of Sections 202 of the VDOT Road and Bridge Specifications for materials and gradation. The size used shall be Grading A as listed and defined in Table II-1, "Fine Aggregate", of the VDOT Specifications. PART 3 -- EXECUTION 3.01 CRUSHED STONE, SCREENED GRAVEL AND AGGREGATE BASE COURSE (ABC) A. Contractor shall install crushed stone, screened gravel and ABC in accordance with the VDOT Road and Bridge Specifications and as shown on the Drawings and indicated in the Contract Documents. 1. Unless otherwise stated herein or shown on the Drawings, all mat foundations (bottom slabs)for the proposed structures shall have a blanket of crushed stone or ABC 6-inches thick minimum placed directly beneath the proposed mat. The blanket shall extend a minimum of 12 inches beyond the extremities of the mat. 2. For subgrade preparation at structures and structural fill, the foundation material shall be ABC where specifically specified on Drawings, otherwise, crushed stone or screened gravel shall be used. 3. For ground under drains, pipe bedding, and drainage layers beneath structures the coarse aggregate shall meet the requirements of aggregate standard Size No. 57 or No. 67, as defined by VDOT Specifications. 3.02 SELECT SAND A. Contractor shall install select sand in accordance with the VDOT Specifications and as shown on the Drawings and indicated in the Contract Documents. - END OF SECTION - MS02207.MAS:08-29-05 02207-2 HS MASTER SPEC SECTION 02274 GEOTEXTILES PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish and install all Geotextiles, including all necessary and incidental items, as detailed or required for the Contractor to complete the installation in accordance with the Drawings and these Specifications. B. For the location of each type of Geotextile see the Drawings. 1.02 REFERENCES A. AASHTO Standards 1. AASHTO M 288-06 (2011) Geotextile Specification for Highway Applications 1.03 SUBMITTALS A. Prior to shipping to the site, the Contractor shall submit to the Engineer two copies of a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for each type of Geotextile. The Supplier shall also submit three Geotextile samples of each product, 1 yard square each, seamed and unseamed as appropriate, with the mill certificate for each Geotextile type supplied. The mill certificate or affidavit shall attest that the Geotextile meets the chemical, physical and manufacturing requirements stated in the specifications. The samples shall be labeled with the manufacturer's lot number, machine direction, date of sampling, project number, specifications, manufacturer and product name. B. The Engineer shall be furnished copies of the delivery tickets or other acceptable receipts as evidence for materials received that will be incorporated into construction. PART 2 -- MATERIALS 2.01 MATERIALS A. Filter Geotextile shall be a minimum 6-ounce per square yard (nominal) nonwoven needle punched synthetic fabric consisting of staple or continuous filament polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long-term exposure to chemicals or liquids with a pH range from 3 to 10. The Geotextiles shall have a minimum threshold water head of 0.25-inches in the "as received" condition. N_ 1. Filter Geotextile shall have a Survivability Class of Class 1, 2 or 3 in accordance with AASHTO M288, unless otherwise specified herein. 32135-011102274:08/08/14 02274-1 GAC Upgrades at the Urban WTPs B. Cushion Geotextile shall be a minimum 16-ounce per square yard nonwoven needle punched synthetic fabric consisting of continuous filament or staple polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long-term exposure to chemicals or liquids with a pH range from 3 to 10. 1. Cushion Geotextile shall have a Survivability Class of Class 1 in accordance with AASHTO M288. C. Type I Separator Geotextile shall be a minimum 8-ounce per square yard (nominal) nonwoven neddlepunched synthetic fabric consisting of staple or continuous filament polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long term exposure to chemicals or liquids with a pH range from 3 to 10. 1. Type I Separator Geotextile shall have a Survivability Class of Class 1 or 2 in accordance with AASHTO M288, unless otherwise specified herein. D. Type II Separator Geotextile shall be a woven slit film or monofilament synthetic fabric consisting of polyester or polypropylene in a manner approved by the Engineer. Geotextile shall be treated to resist degradation due to exposure to ultraviolet light. 1. Type II Separator Geotextile shall have a Survivability Class of Class 1 in accordance with AASHTO M288, unless otherwise specified herein. E. All Geotextiles shall conform to the properties listed using the test methods listed in Table 1. The Contractor shall be responsible for timely submittals of all confirmation test data for Geotextiles. PART 3 -- EXECUTION 3.01 SHIPPING, HANDLING AND STORAGE A. During all periods of shipment and storage, all Geotextiles shall be protected from direct sunlight, temperature greater than 140°F water, mud, dirt, dust, and debris. B. To the extent possible, the Geotextile shall be maintained wrapped in heavy-duty protective covering until use. Geotextile delivered to the project site without protective covering shall be rejected. After the protective covering has been removed, the Geotextile shall not be left uncovered for longer than fourteen (14) days, under any circumstances. C. The Owner shall approve the shipping and delivery schedule prior to shipment. The Owner shall designate the on-site storage area for the Geotextiles. Unloading and storage of Geotextiles shall be the responsibility of the Contractor. D. Geotextiles that are damaged during shipping or storage shall be rejected and replaced at Contractor expense. 32135-011102274:08/08/14 02274-2 GAC Upgrades at the Urban WTPs 3.02 QUALITY ASSURANCE CONFORMANCE TESTING A. At the option of the Engineer representative samples of Geotextiles shall be obtained and tested by the Engineer to assure that the material properties conform to these Specifications. Conformance testing shall be conducted by the Engineer and paid for by the Owner. B. Conformance testing shall be completed at a minimum frequency of one sample per 100,000 square feet of Geotextile delivered to the project site. Sampling and testing shall be as directed by the Engineer. C. Conformance testing of the Geotextiles shall include but not be limited to the following properties: 1. Mass Per Unit Area (ASTM D5261) 2. Grab Tensile Strength (ASTM D4632) 3. Trapezoidal Tear (ASTM D4533) 4. Puncture Resistance (ASTM D6241) D. The Engineer may add to, remove or revise the test methods used for determination of conformance properties to allow for use of improved methods. E. All Geotextile conformance test data shall meet or exceed requirements outlined in Table 1 of these Specifications for the particular category of Geotextile prior to installation. Any materials that do not conform to these requirements shall be retested or rejected at the direction of the Engineer. F. Each roll of Geotextile will be visually inspected by the Engineer or his representative. The Engineer reserves the right to sample and test at any time and reject, if necessary, any material based on visual inspection or verification tests. G. A Geotextile that is rejected shall be removed from the project site and replaced at the Contractor's expense. Sampling and conformance testing of the Geotextile supplied as replacement for rejected material shall be performed by the Engineer at Contractor's expense. 3.03 INSTALLATION A. Geotextiles shall be placed to the lines and grades shown on the Drawings. At the time of installation, the Geotextile shall be rejected by the Engineer if it has defects, rips, holes, flaws, evidence of deterioration, or other damage. B. It is the intent of these Specifications that Geotextiles used to protect natural drainage media be placed the same day as the drainage media to prevent soil, sediment or windblown soils to make contact with the drainage media. C. The Geotextiles shall be placed smooth and free of excessive wrinkles. Geotextiles shall conform to and be in contact with the approved subgrade. D. When the Geotextiles are placed on slopes, the upslope fabric portion shall be lapped such that it is the upper or exposed Geotextile. 32135-011102274:08/08/14 02274-3 GAC Upgrades at the Urban WTPs E. Geotextiles shall be temporarily secured in a manner accepted by the Engineer prior to placement of overlying materials. F. In the absence of specific requirements shown on the Drawings, the following shall be used for overlaps of adjacent rolls of Geotextile: OVERLAP OF ADJACENT GEOTEXTILE TYPE/ ROLLS(1) TRANSVERSE END APPLICATION (INCHES) OVERLAP (INCHES) Filter Geotextile 6 min 12 min Cushion Geotextile 12 min 12 min Separator-Roadway 12 min 24 min Applications Separator-Slope Protection 18 min 24 min Separator Geotextile 12 min 18 min (1) Overlaps may be reduced if adjacent panels are sewn or heat bonded where approved by the Engineer. G. Any Geotextile that is torn or punctured shall be repaired or replaced as directed by the Engineer by the Contractor at no additional cost to the Owner. The repair shall consist of a patch of the same type of Geotextile placed over the failed areas and shall overlap the existing Geotextile a minimum of 12-inches from any point of the rupture. H. Any Geotextile that is subjected to excessive sediment buildup on its surface during construction shall be replaced by the Contractor prior to placement of overlying material. 32135-011102274:08/08/14 02274-4 GAC Upgrades at the Urban WTPs TABLE 1 - MINIMUM REQUIRED GEOTEXTILE PROPERTIES* TYPE I TYPE II GEOTEXTILE FILTER CUSHION SEPARATOR SEPARATOR PROPERTY GEOTEXTILE GEOTEXTILE GEOTEXTILE GEOTEXTILE Geotextile Construction Nonwoven Nonwoven Nonwoven Woven Needlepunched Needlepunched Neddlepunched Mass per Unit Area (Unit Weight), 5.6 15.7 7.8 N/A ASTM D5261 (oz/yd2) Ultraviolet Resistance, (500 hrs.) ASTM D4355, 70 70 70 70 Average % Strength Retention Grab Tensile Strength (lbs.), 150 340 200 390(1)X250(2) ASTM D4632 Grab Tensile elongation (%) 50 50 50 20 MAX ASTM D4632 Wide Width Tensile Strength, (lbs./in.) N/A N/A N/A N/A ASTM D4595 Trapezoid Tear Strength (Ibs) 65 155 90 100 ASTM D4533 Apparent Opening Size (AOS), (mm), 0.25 N/A 0.25 0.4 ASTM D4751 Permittivity at 50 mm constant head (sec-1), 1.6 N/A 1.2 0.1 ASTM D4491 Puncture Resistance, 430 1100 575 950 ASTM D6241 (lb) * MINIMUM AVERAGE ROLL VALUE (MARV) (1) Warp Direction (2) Fill Direction - END OF SECTION - 32135-011102274:08/08/14 02274-5 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally SECTION 02276 EROSION AND SEDIMENTATION CONTROL PART 1 -- GENERAL 1.01 THE REQUIREMENTS A. The Contractor shall employ a Construction Activity Operator certified in the Commonwealth of Virginia who is responsible for implementing Best Management Practices (BMP's) to prevent and minimize erosion and resultant sedimentation in all cleared and grubbed areas during and after construction. This item covers the Work necessary for the installation of structure and measures for the prevention and control of soil erosion. The Contractor shall furnish all material, labor and equipment necessary for the proper installation, maintenance, inspection, monitoring, reporting, and removal(where applicable)of erosion prevention and control measures and to cause compliance with the General Virginia Pollutant Discharge Elimination System (VPDES) Permit Regulation for Discharges of Storm Water From Construction Activities (9 VAC 25-880) and VPDES General Permit No. VAR10 under this Section. B. All excavations shall be in conformity with the lines, grades, and cross sections shown on the Drawings or established by the Engineer. C. It is the intent of this Specification that the Contractor conduct the construction activities in such a manner that erosion of disturbed areas and off site sedimentation be absolutely minimized. D. All Work under this Contract shall be done in conformance with and subject to the limitations of the Virginia Erosion and Sediment Control Handbook (VESCH) and the State Water Control Law, Regulations and Certification Regulations, as adopted in the Code of Virginia Title 62.1, Chapter 3.1 and Sections 9 VAC 25-840 and 9 VAC 25-880 of the Virginia Administration Code. E. The Contractor shall comply with all applicable minimum standards set in the Virginia Erosion and Sediment Control Handbook. The following excerpts from the VESCH Minimum Standards are particularly important: 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant (undisturbed) for longer than 30 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 2. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that, in the opinion of the local program administrator or his designated agent, is uniform, mature enough to survive and will inhibit erosion. 32135-011102276:10/01/14 02276-1 GAC Upgrades at the Urban WTPs 3. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 4. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the local program administrator. Trapped sediment and the disturbed soil areas resulting from the deposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. F. Due to the nature of the Work required by this Contract, it is anticipated that the location and nature of the erosion and sedimentation control devices will be adjusted on several occasions to reflect the current phase of construction. The construction schedule adopted by the Contractor will impact the placement and need for specific devices required for the control of erosion. The Contractor shall develop and implement such additional techniques as may be required to minimize erosion and off-site sedimentation. The location and extent of erosion and sedimentation control devices shall be revised at each phase of construction that results in a change in either the quantity or direction of surface runoff from constructed areas. All deviations from the erosion and sedimentation control provisions shown on the Drawings shall have the prior acceptance of the Engineer. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02100 — Clearing, Grubbing, and Site Preparation B. Section 02200— Earthwork C. Section 02222 — Excavation and Backfill for Utilities D. Section 02910 — Final Grading and Landscaping 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Without limiting the generality of other requirements of these specifications, all Work hereunder shall conform to the applicable requirements of the referenced portions of the following documents, to the extent that the requirements therein are not in conflict with the provisions of this Section. 1. Code of Virginia, Title 61.1, Chapter 3.1 2. Virginia Erosion and Sediment Control Handbook (VESCH), latest edition. 3. General Virginia Pollutant Discharge Elimination System (VPDES) Permit Regulation for Discharges of Storm Water From Construction Activities (9 VAC 25- 880) and VPDES General Permit No. VAR10. 4. Erosion and Sediment Control Plan as required by the VPDES Permit. 5. Maintenance and Inspection Procedures as required by the VPDES Permit B. See Specification Section 01090 - Reference Standards. 32135-011102276:10/01/14 02276-2 GAC Upgrades at the Urban WTPs 1.04 REGULATORY COMPLIANCE A. Land disturbance activities are not authorized to begin until after all required erosion and sediment control permits are obtained from the United States, Commonwealth of Virginia, Albemarle County and the University of Virginia. Contractor is the Co-Primary Permittee and Operator under the provisions of the VPDES Permit. As such, Contractor will be required to sign certain certifications as described in the VPDES Permit. Contractor shall comply with requirements specified in the Contract Documents or by the Engineer. Contractor shall also comply with all other laws, rules, regulations, ordinances and requirements concerning soil erosion and sediment control established in the United States, the Commonwealth of Virginia, Albemarle County and the University of Virginia. The following documents and the documents referenced therein define the regulatory requirements for this Section 02276. 1. VPDES PERMIT: The Virginia Pollution Discharge Elimination System (VPDES) General Permit (VAR 10)for Discharges of Storm Water from Construction Activity governs land disturbance or construction activities of one (1) acre or more. Contractor is responsible for complying with terms and conditions of this permit. Contractor shall submit registration statements to Albemarle County and the University of Virginia no later than 30 days after commencing land disturbing activities. 2. Manual for Erosion and Sediment Control: Contractor shall follow Practices and Standards of the Virginia Erosion and Sediment Control Handbook(VESCH), Third Edition, or latest. 3. SWP3: When a Storm Water Pollution Prevention Plan (SWP3) is provided in the Contract Documents, the Contractor shall follow the practices described in the SWP3. (See the Appendix for the SWP3, if applicable.) 4. Contractor shall designate a Construction Activity Operator,approved by the Virginia Department of Environmental Quality (DEQ) Erosion and Sediment Control (ESC) Program, to oversee all erosion and sediment control operations on the construction site. 5. Albemarle County: The Contractor shall follow the provisions of Albemarle County Code, Chapter 17, and provide a security required for the stormwater and erosion control plan and conditions of the VSMP permit as required by Albemarle County. 1.05 SUBMITTALS A. Prior to the start of the Work, the Contractor shall prepare and submit a plan for applying the temporary and permanent erosion and siltation control measures as shown on the Owner's approved Erosion and Sediment Control Plan. Construction Work shall not commence until the schedule of Work and the methods of operations have been reviewed and approved. B. In accordance with the procedures and requirements set forth in the General Conditions Division 1 and Section 01300, the Contractor shall submit the following: 1. Name and location of all material suppliers. 32135-011102276:10/01/14 02276-3 GAC Upgrades at the Urban WTPs 2. Certificate of compliance with the standards specified above for each source of each material. 3. List of disposal sites for waste and unsuitable materials and all required permits for use of those sites. 1.06 EROSION AND SEDIMENTATION CONTROL DEVICES A. The following erosion and sedimentation control devices shall be incorporated into the Work. Other devices, as necessary and acceptable to the Engineer shall be installed as required. 1. Temporary Sediment Traps shall be constructed at the locations shown on the Drawings, at the termination of all Temporary Diversions diverting sediment laden runoff, and at other locations indicated by the Engineer. Temporary Sediment Traps shall be constructed by excavating the appropriate size rectangular basin and constructing a rock-fill dam on the discharge end to form a sediment trap. Temporary Sediment Traps shall be spaced to limit the maximum tributary drainage area to less than or equal to 3 acres. Temporary Sediment Traps shall be designed, installed and maintained in accordance with the requirements of Section 3.13 of the VESCH. 2. Temporary Diversions shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Dimensions shall be as shown on the Drawings. All diversion ditches transporting sediment-laden runoff shall terminate in Temporary Sediment Traps. Temporary Diversions shall be designed, installed and maintained in accordance with the requirements of Section 3.12 of the VESCH. 3. Silt Fence shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Silt fence shall not be installed across streams, ditches or waterways. Silt Fence shall be designed, installed and maintained in accordance with requirements of Section 3.05 of the VESCH. 4. Rock Check Dams shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Dimensions shall be as shown on the Drawings. Rock Check Dams shall be designed, installed and maintained in accordance with the requirements of Section 3.20 of the VESCH. 5. Block and Gravel Drop Inlet Sediment Filters shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Dimensions shall be as shown on the Drawings. Block and Gravel Drop Inlet Sediment Filters shall be designed, installed and maintained in accordance with the requirements of Section 3.07 of the VESCH. 6. Block and Gravel Curb Inlet Sediment Filters shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Gravel Curb Inlet Sediment Filters shall be designed, installed and maintained in accordance with the requirements of Section 3.07 of the VESCH. 7. Culvert Inlet Protection shall be constructed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Culvert Inlet Protection shall be 32135-011102276:10/01/14 02276-4 GAC Upgrades at the Urban WTPs designed, installed and maintained in accordance with the requirements of Section 3.08 of the VESCH. 8. Temporary and Permanent Stormwater Conveyance Channels shall be installed at the locations shown on the Drawings, and at other locations indicated by the Engineer. Channels and Channel Linings shall be designed, installed and maintained in accordance with the requirements of Sections 3.17 and 3.36 of the VESCH. 9. Riprap Outlet Protection shall be constructed at the locations shown on the Drawings and at other locations indicated by the Engineer. All Riprap Outlet Protection shall be designed, installed and maintained in accordance with the requirements of Sections 3.18 and 3.19 of the VESCH. 10. Temporary Construction Entrances shall be located at points where vehicles enter and leave a construction site and at other locations indicated by the Engineer. Temporary Construction Entrances shall be designed, installed and maintained in accordance with the requirements of Section 3.02 of the VESCH. 1.07 GUARANTEE A. All restoration and revegetation Work shall be subject to the one-year guarantee period of the Contract as specified in the General Conditions. PART 2 -- MATERIALS 2.01 MATERIALS A. Materials for use in erosion and sedimentation control devices shall be in accordance with the Virginia Erosion and Sediment Control Handbook. 2.02 TEMPORARY SEDIMENT TRAPS 1 A. Temporary Sediment Traps shall be constructed as shown on the Contract Drawings and as specified herein. The Temporary Sediment Traps shall be constructed and maintained in accordance with Part 3 of this Section, and Section 3.13 of the VESCH,to the satisfaction of the Engineer and/or local program administrator until a vegetative ground cover has been established. The cost of the Temporary Sediment Traps shall include the excavation, grading, diversion ditches, stone for erosion control, washed stone, geotextile, etc. and all maintenance activities required. 2.03 TEMPORARY DIVERSIONS A. Temporary Diversions shall be constructed as shown on the Contract Drawings and as specified herein. Temporary Diversions shall be installed and maintained in accordance with Part 3 of this Section, and Section 3.12 of the VESCH, to the satisfaction of the 1 Engineer and/or local program administrator until the site has been stabilized. The cost of Temporary Diversions shall include the excavation and all maintenance and restoration activities required. 2.04 SILT FENCE 1 32135-011102276:10/01/14 02276-5 GAC Upgrades at the Urban WTPs A. Silt Fence shall be installed and maintained in accordance with the Maintenance paragraph, and Section 3.05 of the VESCH, to the satisfaction of the Engineer until the site has been stabilized. The cost of Silt Fence shall include the fabric, posts, wire fabric, excavation and all maintenance and restoration activities required. B. Silt Fence shall be a woven geotextile filter fabric made specifically for sediment control. Filter fabric shall not rot when buried and shall resist attack from soil chemicals, alkalies and acids in the pH range from 2 to 13, and shall resist damage due to prolonged ultraviolet exposure. Filter fabric shall be Type FX-11, as manufactured by Carthage Mills, Type 910SC, as manufactured by Synthetic Industries, Inc., Amoco 2130 as manufactured by Amoco Fabrics & Fibers Co. C. Filter fabric for the silt fence shall have the following minimum properties: Value Test Method Grab Tensile Strength 100 lbs ASTM D 4632 Grab Elongation 15% ASTM D 4632 Trapezoid Tear Strength 50 lbs ASTM D 4533 Mullen Burst Strength 265 lbs ASTM D 3786 Puncture Strength 58 lbs ASTM D 4833 Retained Strength (500 hrs. accelerated UV exposure) 80% ASTM D 4355 Filtration Efficiency 75% VTM-51 Flow Rate 10/gal/min/ft.2 ASTM D 4491 Height 36 inches D. Posts for silt fence shall be steel and shall have the following properties: ASTM Designation: ASTM A702 Length: 5-Feet Long (T-Type) Weight: 1.25 lbs/foot (min.) Area of Anchor Plate: 14 Sq. In. Note: Five (T) Fasteners shall be furnished with each post. E. Wire Fabric for the silt fence shall have the following properties: Wire Fabric Designation: 832-12-10-12.5 Class 1 Designation: ASTM A116 Width: 32" Number of Line Wires: 8 Stay Wire Spacing: 12" Line and Stay Wires: 12.5 Ga. Top and Bottom Wires: 10 Ga. 32135-011102276:10/01/14 02276-6 GAC Upgrades at the Urban WTPs Wire Coating: ASTM Class 1 Zinc Coating 2.05 RIP RAP A. The Contractor shall place rip rap as shown on the Drawings and as specified in Section 414 of the VDOT Road and Bridge Specifications. The stone for rip rap shall consist of field stone or rough unhewn quarry stone. The stone shall be sound, durable, and free from seams, cracks, or other structural defects. The rip rap shall be as specified on the Drawings. 2.06 CULVERT INLET PROTECTION A. Culvert Inlet Protection shall be constructed as shown on the Drawings and as specified herein. The culvert inlet protection shall be constructed at the upstream end of all culverts as indicated and maintained in accordance with Part 3 of this Section, and Section 3.08 of the VESCH, to the satisfaction of the Engineer until the site has been stabilized. The cost of the culvert inlet protection shall include the excavation, grading, stone for erosion control, riprap, etc. and all maintenance activities required. 2.07 STRAW WITH NET TEMPORARY SOIL STABILIZATION BLANKET (SSB) A. The Contractor shall place straw with net temporary channel and slope SSB as shown on the Drawings. The blanket shall consist of clean wheat straw from agricultural crops made into a knitted straw blanket that is machine assembled. The straw shall be evenly distributed throughout the blanket. The blanket shall be covered with a photodegradable synthetic mesh attached to the straw with degradable thread. B. The Contractor shall place the straw with net temporary channel and slope SSB where directed immediately after the channel or slope has been properly graded and prepared, fertilized, and seeded. The netting shall be on top with the straw in contact with the soil. C. The Contractor will immediately repair or replaced section of straw with net temporary channel and slope SSB which is not functioning properly or has been damaged in any way until a stable growth of grass has been established. D. Straw with net SSB shall be North American Green S150 matting, American Excelsior Co., Curlex I, Contech SFB1, or equal with a minimum shear stress value of 1.50 Ib./ft.2 2.08 CURLED WOOD OR COCONUT FIBER TEMPORARY SOIL STABILIZATION BLANKET (SSB) A. The Contractor shall place curled wood or coconut fiber channel and slope SSB in channels or on slopes as shown on the Drawings. The blanket shall consist of machine-produced mat of curled wood excelsior or coconut fiber with consistent thickness and the fibers evenly distributed over the entire area of the blanket. The top of the blanket shall be covered with a biodegradable synthetic mesh. The mesh shall be attached to the curled wood excelsior or coconut fiber with photodegradable synthetic yarn. B. The Contractor shall place the curled wood or coconut fiber channel and slope SSB where directed immediately after the ditch has been properly graded and prepared, fertilized, and seeded. The mesh shall be on top with the fibers in contact with the soil. 32135-011102276:10/01/14 02276-7 GAC Upgrades at the Urban WTPs C. The Contractor will immediately repair or replace section of blanket which is not functioning properly or has been damaged in any way until a stable growth of grass has been established. D. Blanket shall be American Excelsior Curlex II, North American Green C125, Contech EFB4 or equal matting with a minimum shear stress value of 2.0 Ib./ft.2. 2.09 SYNTHETIC SOIL STABILIZATION MATTING (SSM) A. The Contractor shall place synthetic channel and slope SSM in channel or on slope as shown on the Drawings. The mat shall consist of entangled nylon, polypropylene or polyester monofilaments mechanically joined at their intersections forming a three dimensional structure. The mat shall be crush-resistant, pliable, water-permeable, and highly resistant to chemical and environmental degradation. B. The Contractor shall place the synthetic SSM where directed immediately after the channel or slope has been properly graded and prepared. C. After the SSM has been placed,the area shall be properly fertilized and seeded as specified allowing the fertilizer and seeds to drop through the net. D. The Contractor will immediately repair or replace section of SSM which is not functioning properly or has been damaged in any way until a stable growth of grass has been established. E. Synthetic SSM shall be Enkamat 7020 as manufactured by Colband Geosynthetics, Synthetic Industries Landlock Erosion MatTRM 1060, TH8 as manufactured byTC Mirifi, or equal matting with a minimum shear stress value of 5.0 Ib./ft.2. 2.10 TEMPORARY GRAVEL CONSTRUCTION ENTRANCES A. Temporary gravel construction entrances shall be constructed as shown on the Drawings and as specified herein. Temporary gravel construction entrances shall be maintained in accordance with Part 3 of this Section, and Section 3.02 of the VESCH,to the satisfaction of the Engineer until the site has been stabilized. The cost of temporary gravel construction entrances shall include the gravel, truck wash racks and washwater, etc. and all maintenance activities required. 2.11 TEMPORARY SOIL STABILIZER A. The temporary agent for soil erosion control shall consist of an especially prepared highly concentrated powder which,when mixed with water,forms a thick liquid such as"Enviroseal 2001" by Enviroseal Corporation, "Terra Control"by Quattro Environmental, Inc., or"CHEM- CRETE ECO-110" by International CHEM-CRETE Corporation, and having no growth or germination inhibiting factors. The agent shall be used for hydroseeding grass seed in combination with other approved amendments resulting in a highly viscous slurry which, when sprayed directly on the soil, forms a gelatinous crust. PART 3 -- EXECUTION 3.01 INSTALLATION AND MAINTENANCE 32135-011102276:10/01/14 02276-8 GAC Upgrades at the Urban WTPs A. Erosion and sedimentation control devices shall be established prior to the clearing operations in a given area. Where such practice is not feasible, the erosion and sedimentation control device(s)shall be established immediately following completion of the clearing operation. B. The Contractor shall furnish the labor, materials and equipment required for routine maintenance of all erosion and sedimentation control devices. Maintenance shall be scheduled as required for a particular device to maintain the removal efficiency and intent of the device. Maintenance shall include but not be limited to 1)the removal and satisfactory disposal of trapped sediments from traps or silt barriers and 2) replacement of filter fabrics used for silt fences. Sediment removed from erosion and sedimentation control devices shall be disposed of in locations that will not result in off site sedimentation as acceptable to the Engineer, at no additional cost to the Owner. C. The Contractor shall provide temporary sedimentation traps at all locations shown on the Contract Drawings and for the settling of water pumped from the excavations or intercepted by drainage ditches for keeping water out of the excavations or to protect existing structures. The Contractor shall seed and mulch the earthen embankment with temporary or permanent vegetation immediately after installation. The Contractor shall remove trapped sediment from the basins when the design capacity has been reduced by 25%to maintain their effectiveness or as indicated by the Engineer. Sediment material removed from the basins shall be disposed by the Contractor in locations that will not result in off-site sedimentation as acceptable to the Engineer, at no additional cost to the Owner. 1. Inspect temporary sediment traps at least once every 14 days and within 48 hours after each runoff producing rainfall event. Remove sediment and restore the trap to its original dimensions when the sediment has accumulated to one-forth the design volume of the trap. Place the sediment that is removed in a designated disposal area and replace the contaminated part of the aggregate facing. 2. Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it is a minimum of 1.0 ft. below the low point of the embankment. Immediately fill settlement of the embankment to slightly above design grade. Riprap displaced from the spillway must be replaced immediately. 3. After all sediment-producing areas have been permanently stabilized and permission has been obtained from the plan approving authority, remove the structure and all unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly. D. The Contractor shall provide temporary diversions at all locations noted on the Contract Drawings. All temporary diversions shall outlet at a temporary sediment trap or other appropriate structure. 1. Inspect temporary diversions at least once every 14 days and within 48 hours after each runoff producing rainfall event. Immediately remove sediment form the flow area and repair the diversion ridge. Carefully check outlets and make timely repairs as needed. When the area protected is permanently stabilized and permission has been obtained from the plan approving authority, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it. 32135-011102276:10/01/14 02276-9 GAC Upgrades at the Urban WTPs E. Silt fence shall be erected as shown on the Drawings and specified herein. Silt fence shall be erected and maintained to the satisfaction of the Engineer until a vegetative ground cover has been established. Replacement of the filter fabric, if required by the Engineer, will be at the Contractor's expense. 1. Inspect silt fence at least once every 14 days and within 48 hours after each runoff producing rainfall event. Make required repairs immediately. 2. Should the fabric of a silt fence collapse, tear, decompose or become in-effective, replace it promptly. 3. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout. 4. Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage area has been properly stabilized. Removal of silt fence shall be permitted only with the prior approval of the Engineer, or the local governing agency. F. Riprap shall be graded so that the smaller stones are uniformly distributed through the mass. The Contractor may place the stone by mechanical methods, augmented by hand placing where necessary or ordered by the Engineer. The placed riprap shall form a properly graded, dense, neat layer of stone. The placed riprap shall have a minimum depth of 24 inches. Filter fabric shall be used under all riprap. The filter fabric must meet the requirements in Section 3.19 of the VESCH. G. Riprap and stone for erosion control shall be dumped and placed in such manner that the larger rock fragments are uniformly distributed throughout the rock mass and the smaller fragments fill the voids between the larger fragments. Rearranging of individual stones by equipment or by hand shall only be required to the extent necessary to secure the results specified above, to protect structures from damage when rock material is placed against the structures or to protect the underlying Filter Fabric from damage during installation. H. The Contractor shall provide Culvert Inlet Protection at all locations noted on the Contract Drawings. 1. Inspect Culvert Inlet Protection at least once every 14 days and within 48 hours after each runoff producing rainfall event. Remove sediment and restore the inlet protection to its original dimensions when the sediment has accumulated to one-half the design depth. Place the sediment that is removed in a designated disposal area and replace the contaminated part of the gravel facing. 2. Check the structure for damage from erosion or piping. Stone or riprap displaced from the berm must be replaced immediately. 32135-011102276:10/01/14 02276-10 GAC Upgrades at the Urban WTPs 3. After all sediment-producing areas have been permanently stabilized and permission has been obtained from the plan approving authority, remove the structure and all unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly. I. Engineer may direct the Contractor to place Straw with Net, Curled Wood or Coconut Fiber SSB's and Synthetic SSM's in permanent channels or on slopes at other locations not shown on Drawings. 1. All temporary and permanent channel linings shall be unrolled in the ditch in the direction of the flow of water. Temporary and permanent linings shall be installed in accordance with the requirements of Section 3.36 of the VESCH and per manufacturer's specifications. 2. During the establishment period, check grass, SSB and SSM-lined channels at least once every 14 days and within 48 hours after each runoff producing rainfall event. For grass-lined channel once grass is established, check periodically and after every runoff producing rainfall event. Immediately make repairs. It is particularly important to check the channel outlet and all road crossings for bank stability and evidence of piping and scour holes. Give special attention to the outlet and inlet sections and other points where concentrated flow enters. Remove all significant sediment accumulations to maintain the designed carrying capacity. Keep the grass in a healthy, vigorous condition at all times. J. The Contractor shall provide temporary slope drains at all location noted on the Contract Drawings, and at other locations as may be directed by the Engineer. 1. Inspect the temporary slope drain and supporting diversion at least once every 14 days and after every runoff producing rainfall event and promptly make necessary repairs. When the protected area has been permanently stabilized, temporary measures may be removed, materials disposed of properly, and all disturbed areas stabilized appropriately. K. The Contractor shall provide temporary construction entrances at all locations noted on the Contract Drawings, and at all other locations as may be directed by the Engineer. 1. Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with VDOT #1 course aggregate. Inspect each construction entrance at least once every 14 days and within 48 hours after each runoff producing rainfall event and clean out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. 2. Contractor shall provide wash rack and wash water for temporary construction entrances. The roadway under the temporary construction entrance shall be graded to drain into temporary sediment traps until construction activities cease and site around temporary construction entrance has been permanently stabilized. L. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant(undisturbed)for longer than 30 days. Permanent stabilization shall be applied to 32135-011102276:10/01/14 02276-11 GAC Upgrades at the Urban WTPs areas that are to be left dormant for more than one year. Preparation of areas for permanent stabilization shall be performed in accordance with Section 2.32 of the VESCH. 1. Reseed and mulch temporary seeding areas where seedling emergence is poor, or where erosion occurs, as soon as possible. Do not mow. Protect from traffic as much as possible. 2. Generally, a stand of vegetation cannot be determined to be fully established until soil cover has been maintained for one full year from planting. Inspect seeded areas for failure and make necessary repairs and reseedings within the same season, if possible. 3. Reseeding— If a stand has inadequate cover, re-evaluate choice of plant materials and quantities of lime and fertilizer. Re-establish the stand after seedbed preparation or over-seed the stand. Consider seeding temporary, annual species if the time of year is not appropriate for permanent seeding. 4. If vegetation fails to grow, soil must be tested to determine if acidity or nutrient imbalance is responsible. 5. Fertilization — On the typical disturbed site, full establishment usually requires refertilization in the second growing season. Fine turf requires annual maintenance fertilization. Use soil tests if possible or follow the guidelines given for the specific seeding mixture. M. Additional Requirements 1. All storm sewer piping shall be blocked at the end of every Working day until the inlet is constructed above grade. 2. All streets around the construction area shall be scraped as necessary to prevent accumulation of dirt and debris. 3. The Contractor shall provide adequate means to prevent sediment from entering storm drains, curb inlets (curb inlet filter box), ditches, streams, or bodies of water downstream of any area disturbed by construction. Excavation materials shall be placed upstream of trench or other excavation to prevent sedimentation of offsite areas. In areas where a natural buffer area exists between the Work area and the closest stream or water course, this area shall not be disturbed. 4. The Engineer may direct the Contractor to place additional sediment and erosion control devices at other locations not shown on the Drawings. 5. The Contractor agrees to hold the Owner or any of its agents harmless from any and all liability, loss or damage that may arise out of a violation to the Erosion and Sediment Control Ordinance. 6. The Contractor shall monitor and take precautions to control dust, including, but not limited to, use of water or chemical dust palliative, limiting the number of vehicles allowed on site, minimizing the operating speed of all vehicles. 32135-011102276:10/01/14 02276-12 GAC Upgrades at the Urban WTPs 3.02 INSPECTIONS AND MAINTENANCE A. The Contractor shall be responsible for the implementation of the Maintenance and Inspection Procedures as written by the Engineer. The implementation must comply with guidelines as set forth in General Virginia Pollutant Discharge Elimination System Permit Regulation for Discharges of Storm Water From Construction Activities(9 VAC 25-880)and VPDES General Permit No. VAR10. B. The Contractor shall designate a Qualified Person to perform inspections required by this Section 02276. The following areas are to be inspected and maintenance performed, if needed, at least once every 14 calendar days and within 48 hours of the end of runoff producing storm event. 1. Disturbed areas of the construction site that have not undergone final stabilization 2. Erosion and sediment control structures 3. All locations where vehicles enter or exit the site 4. Material storage and construction laydown areas that are exposed to precipitation and have not been finally stabilized C. When a Storm Water Pollution Prevention Plan (SWP3) is provided in the Contract Documents, the Qualified Person shall follow the practices inspection and maintenance requirements described in the SWP3. (See the Appendix for the SWP3, if applicable). All appropriate records required by the SWP3 shall be maintained on site. D. Immediate action will be taken to correct deficiencies to BMP's. The State reserves the right to stop all construction activities not related to maintaining BMP's until such deficiencies are repaired. E. In areas that have been finally stabilized, inspections and, if necessary, maintenance by Contractor will occur at least once per month for the duration of the contract or project, whichever is longer. F. During inspections the following will be observed and appropriate maintenance procedures taken: 1. The conformance to specifications and current condition of all erosion and sediment control structures. 2. The effectiveness and operational success of all erosion and sediment control measures. 3. The presence of sediments or other pollutants in storm water runoff at all runoff discharge points. 4. If reasonably accessible, the presence of sediments or other pollutants in receiving Waters. 5. Evidence of off-site tracking at all locations where vehicles enter or exit the site. 32135-011102276:10/01/14 02276-13 GAC Upgrades at the Urban WTPs G. An inspection checklist is included in the SWP3. This checklist must be completed during each inspection, dated, and signed by the Qualified Person conducting the inspection. Completed inspection checklist shall be kept on-site with the Contract Documents and submitted to the Engineer on a monthly basis. The Contractor will repair deficiencies within 24 hours of inspection. 3.03 REMOVAL OF TEMPORARY SEDIMENT CONTROL STRUCTURES A. At such time that temporary erosion and control structures are no longer required under this item, the Contractor shall notify the Engineer, Albemarle County, and the University of Virginia of its intent and schedule for the removal of the temporary structures, and obtain the Engineer's approval in writing prior to removal. Once the Contractor has received such written approval from the Engineer, the Contractor shall remove, as approved, the temporary structures and all sediments accumulated at the removed structure shall be returned upgrade. In areas where temporary control structures are removed, the site shall be left in a condition that will restore original drainage. Such areas shall be evenly graded and seeded as specified in Section 02910, Final Grading and Landscaping. 3.04 NOTICE OF TERMINATION A. When all construction activities have ceased, final stabilization has been implemented by the Contractor, and the site is in compliance with the VPDES permit, the Contractor, together with the Engineer shall submit a Notice of Termination. - END OF SECTION - 32135-011102276:10/01/14 02276-14 GAC Upgrades at the Urban WTPs SECTION 02500 SURFACE RESTORATION PART 1 -- GENERAL 1.01 THE REQUIREMENT A. Provide all labor, equipment, and materials necessary for final grading, topsoil placement, and miscellaneous site work not included under other Sections but required to complete the work as shown on the Drawings and specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02200 - Earthwork B. Section 02276 - Erosion and Sedimentation Control C. Section 02910 - Final Grading and Landscaping PART 2 -- MATERIALS 2.01 TOPSOIL A. Topsoil shall meet the requirements of Section 02200— Earthwork. PART 3 -- EXECUTION 3.01 FINAL GRADING A. Following approval of rough grading the subgrade shall be prepared as follows: 1. For riprap, bare soil 24 inches below finish grade or as directed by Engineer. 2. For topsoil, scarify 2-inches deep at 4 inches below finish grade. 3.02 TOPSOIL PLACEMENT A. Topsoil shall be placed over all areas disturbed during construction under any contract except those areas which will be paved, graveled or rip rapped. 0 B. Topsoil shall be spread in place for lawn and road shoulder seed areas at a 4-inch consolidated depth and at a sufficient quantity for plant beds and backfill for shrubs and trees. C. Topsoil shall not be placed in a frozen or muddy condition. 32135-011102500:08/08/14 02500-1 GAC Upgrades at the Urban WTPs D. Final surface shall be hand or mechanically raked to an even finished surface to finish grade as shown on Drawings. E. All stones and roots over 4-inches and rubbish and other deleterious materials shall be removed and disposed of. - END OF SECTION - 32135-011102500:08/08/14 02500-2 GAC Upgrades at the Urban WTPs SECTION 02510 PAVING AND SURFACING PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish all labor, equipment and materials and perform all operations in connection with the construction of asphalt concrete pavement, asphalt concrete overlay, gravel roads, concrete curb and gutter, repair and reconstruction of existing asphalt concrete pavement, repair of existing gravel roads, and pavement markings complete as specified herein and as detailed on the Drawings. B. All new roads including the replacement of portions of the existing roads shall be to the limits, grades, thicknesses and types as shown on the Drawings. Patches for pipe crossings and areas damaged during the construction work shall be asphalt and/or gravel, depending upon the material encountered, unless otherwise indicated. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Requirements of related work are included in Division 1, Division 2 and Division 3 of these Specifications. 1.03 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 03300 - Cast-In-Place Concrete 1.04 STANDARD SPECIFICATIONS A. Except as otherwise provided in the Specifications or on the plans, all work shall be in accordance with the Virginia Department of Transportation Road and Bridge Specifications except that any reference to "VDOT", "Department" or "Unit" shall mean the "Owner". B. Except with the approval of the Engineer, the placing of asphalt concrete surface paving shall be subject to the Seasonal and Weather Restrictions set forth in VDOT Specifications. PART 2 -- MATERIALS 2.01 SELECT FILL 0 A. The Contractor shall place select fill as necessary to complete the embankments, shoulders, subgrade foundation and replacement for removed unsuitable material in accordance with VDOT Section 303, and Section 02200, Earthwork. 1 32135-011102510:08/08/14 02510-1 GAC Upgrades at the Urban WTPs 2.02 GRAVEL A. All work, including materials, associated with gravel shall be in accordance with VDOT Section 202, Crusher Run Aggregate, Size No. 26. 2.03 AGGREGATE BASE COURSE (ABC) AND SUBBASE COURSE A. All work, including materials, associated with Aggregate Base Course shall be in accordance with VDOT Sections 308, Subbase Course, and 309, Aggregate Base Course, except Articles 308.05 and 309.06 shall be deleted. Material shall be Type I Aggregate Base Material, Size 21 A or 22, conforming with the applicable section of VDOT Section 208, Subbase and Aggregate Base Material. 2.04 ASPHALT CONCRETE PAVEMENT A. All work, including materials, associated with asphalt pavement shall be in accordance with VDOT Sections 315, Asphalt Concrete Pavement, and 211, Asphalt Concrete, except that Article 315.08 shall be deleted. Base Course shall be Superpave BM 25.0. Intermediate Course, if required, shall be Superpave IM 19.0A. Surface course shall be Superpave 8M 9.5A. B. The job mix formula shall be delivered to the Engineer at least two (2) weeks prior to beginning paving operations. 2.05 CONCRETE CURB AND GUTTERS A. Concrete shall be Class B in accordance with the requirements of Section 03300, Cast-In- Place Concrete, except that concrete shall be air-entrained to provide an air content of 6% ± 1.5%. B. Premolded expansion joint filler for expansion joints shall conform to ASTM D 1751 and shall be 1/2-inch thick, minimum. 2.06 ASPHALT TACK COAT A. All work, including materials, associated with asphalt tack coat shall be in accordance with Section 310, Tack Coat, of the VDOT Standard Specifications for Roads and Structures, except that Article 310.04 shall be deleted. 2.07 ASPHALT PRIME COAT A. All work including materials associated with Asphalt Prime Coat shall be in accordance with Section 311, Prime Coat, of the VDOT Specifications except that Article 311.04 shall be deleted. Application rates shall be 0.40 gallons of asphalt per square yard of pavement with a cover of#68 coarse aggregate at 30 pounds per square yard of pavement. 32135-011102510:08/08/14 02510-2 GAC Upgrades at the Urban WTPs I PART 3 -- EXECUTION 3.01 EMBANKMENT A. The embankment shall be constructed in accordance with Section 02200, Earthwork. 3.02 SUBGRADE A. The subgrade, where shown on the Drawings, shall be compacted in accordance with Section 02200 - Earthwork. 3.03 BASE COURSE A. The finished base course of all paving shall be ABC and shall be of the thickness shown on the Drawings, formed true to crown and grade. Gravel roads, including repair to existing gravel roads shall be ABC and shall be of the thicknesses shown on the Drawings, formed true to crown and grade. No fill material except new ABC shall be placed on top of existing gravel. A. The finished base course of all paving shall be ABC and shall be of the thickness shown on the Drawings, formed true to crown and grade. Finished density shall be as specified in VDOT Section 309, Aggregate Base Course. 3.04 ASPHALT CONCRETE PAVEMENT A. Prior to placement of the asphalt concrete base course,the aggregate base course shall be inspected for damage or defects and repaired to the satisfaction of the Engineer. The surface of the base course shall be approved by the Engineer. B. The prime coat shall be applied to the surface of the approved base course as described in VDOT Section 311, Prime Coat. Equipment for applying the prime coat shall be power- ' oriented pressure spraying or distributing equipment suitable for the materials to be applied and approved by the Engineer. C. The asphalt concrete base shall be placed and compacted on the base course in layers not to exceed four inches. D. Prior to placement of the asphalt concrete surface course, the base/binder course shall be inspected for damage or defects and repaired to the satisfaction of the Engineer. E. The tack coat shall be applied to the surface of the approved base/binder course as described in VDOT Section 310. Equipment for applying the tack coat shall be power-oriented pressure spraying or distributing equipment suitable for the materials to be applied and approved by the Engineer. F. The Asphalt Concrete Surface Course shall be placed and compacted in accordance with requirements of VDOT Specifications. 32135-011102510:08/08/14 02510-3 GAC Upgrades at the Urban WTPs 3.05 CONCRETE CURB AND GUTTER A. The expansion joint filler for concrete curb and gutters shall be cut to conform with the cross section of the curb. Expansion joints shall be spaced at intervals of not more than 25-feet. Formed control joints shall be installed at intervals not exceeding 10 feet. Depth of joint shall be 1/3 the thickness. Curved forms shall be used where radii are indicated; straight segments shall not be permitted. Upon removal of the forms, exposed curb faces shall be immediately rubbed down to a smooth and uniform surface. No plastering shall be permitted. 3.06 UNDERGROUND UTILITY LINES A. Where an underground utility line is beneath the new roadway, the backfilling shall be carried out with special care, and the final consolidation shall be accomplished by a vibratory roller. Construction of the roadway over the trench shall be deferred as long as practicable. 3.07 JUNCTION WITH OTHER PAVING A. Where new asphalt concrete pavement abuts existing asphalt concrete pavement, the existing pavement shall be cut back to insure obtaining the specified compaction of the new pavement courses and interlocking adjoining courses. Existing subbase courses shall be cut back from the subgrade level of the new pavement on a one-on-one slope into the existing pavement, and the asphalt courses of the existing pavement shall be removed for an additional 6-inches back from the slope. The edge of the existing asphalt courses shall be saw cut straight and true. The faces between new and existing asphalt courses shall receive an application of tack coat. 3.08 ASPHALT CONCRETE OVERLAY A. Where asphalt concrete is proposed to be placed over an existing asphalt surface, the surfaces shall be thoroughly cleaned by power brooming and a tack coat shall be applied in accordance with VDOT Section 310, Tack Coat, prior to installing the overlay. The overlay shall be applied in accordance with Subsections 2.06 and 3.05 and Standard Details shown on the Drawings. - END OF SECTION - 32135-011102510:08/08/14 02510-4 GAC Upgrades at the Urban WTPs SECTION 02604 UTILITY STRUCTURES ' PART 1 -- GENERAL 1.01 THE REQUIREMENT A. Furnish all materials, labor, equipment, and tools required for the design, fabrication, delivery and installment of utility structures and appurtenances in accordance with the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE ' A. Section 02200 — Earthwork ' B. Section 03200 — Reinforcing Steel C. Section 03250— Concrete Accessories ' D. Section 03300— Cast-in-Place Concrete ' E. Section 03400 — Precast Concrete F. Section 05540 — Castings 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Without limiting the generality of the other requirements of the specifications, all work herein ' shall conform to the applicable requirements of the following documents. All referenced specifications, codes, and standards refer to the most current issue available at the time of Bid. 1. ASTM C478 — Specification for Precast Reinforced Concrete Manhole Sections 2. ASTM C857 — Minimum Structural Design Loading for Underground Precast Concrete Utility Structures 3. ASTM C990 - Specifications for Joints in Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants 1.04 SUBMITTALS ' A A. Submit samples and/or Shop Drawings in accordance with Section 01300, Submittals. ' B. In addition to items listed in Section 03400, Precast Concrete, Shop Drawings shall include, but not be limited to: ' 1. Complete layout and installation Drawings and schedules with clearly marked dimensions. 32135-011102604:08/08/14 02604-1 GAC Upgrades at the Urban WTPs 2. Material certificates on all piping materials. 3. Structural design calculations sealed by a P.E. registered in the State of Virginia. Design calculations for precast manholes and vaults shall include confirmation structures adequately resist flotation when they are totally empty and subjected to groundwater full height of structure. 4. Results of leakage test PART 2 -- PRODUCTS 2.01 PRECAST MANHOLES, VAULTS, AND METER BOXES A. Precast utility structures shall be furnished with waterstops, sleeves and openings as noted on the Drawings. Box out for wall pipes shall conform accurately to the sizes and elevations of the adjoining pipes. Precast utility structures shall be watertight and conform to the requirements of ASTM C 478 and ASTM C857 with the following modifications there to: 1. Materials shall conform to Section 03400, Precast Concrete. 2. Manholes shall meet the following: a. Manhole section shall have an internal diameter of 4'-0", unless noted otherwise. b. Minimum manhole wall thicknesses shall be 5 inches for 4 foot and 5 foot diameter manholes, 6 inches for 6 foot diameter manholes and 7 inches for 7 foot diameter manholes. c. Manholes and utility structures shall include ballast concrete and/or other means necessary to insure manholes resist flotation when empty and subjected to groundwater full height of structure. d. Precast manholes and utility structures shall be as manufactured by NC Products/Oldcastle, Tindall Products, or equal. 3. The date and name of manufacturer shall be marked inside each precast section. 4. No more than two lift holes may be cast or drilled in each section. 5. Dimensions shall be as shown on the Drawings. 6. Covers and frames shall be as specified in Section 2.13. 7. Mechanical Details such as piping,electrical, and other details shall be as shown on the Drawings. B. Joints between manhole and utility structures riser sections and at base slabs shall be groove type. 32135-011102604:08/08/14 02604-2 GAC Upgrades at the Urban WTPs r 2.02 BRICK A. Brick shall be sound, hard-burned common brick conforming to ASTM C32, Grade MS. 2.03 MORTAR ' A. Mortar shall conform to Section 04100 Mortar and Masonry Grout. ' 2.04 CONCRETE A. Concrete shall conform to Section 03300, Cast-in-Place Concrete. 2.05 REINFORCING A. Reinforcing shall conform to Section 03200, Reinforcing Steel. 2.06 PRECAST CONCRETE ' A. Precast concrete shall conform to Section 03400, Precast Concrete. 2.07 CONCRETE BLOCK A. Concrete block shall be solid, rectangular concrete masonry units conforming to ASTM C139. 2.08 CASTINGS A. Castings shall conform to Section 05540, Castings. Casting shall be of the type and size indicated on the Drawings. 2.09 STEPS A. Steps shall be constructed of Grade 60 steel reinforcing rod (min. 1/2-inch)and completely encapsulated with a wear resistant and chemical resistant rubber. ' B. Each step shall have a minimum vertical load resistance of 800 pounds and a minimum pull- out resistance of 400 pounds. ' C. The steps shall have 11-inch minimum tread width and shall be placed at 16-inches on center, as shown on the Drawings. ' D. Steps shall be cast in place with the concrete. E. Steps shall only be installed as shown on the Drawings or required in the Specifications. ' 2.10 JOINT SEALANT ' A. Joint sealant shall be a preformed flexible sealant conforming to the requirements of ASTM C990, paragraph 6.2, Butyl Rubber Sealant. Joint sealant shall be Pro-Stik Butyl Sealant by Press-Seal, Butyl-Nek Join Sealant by Henry ,CS-102 Butyl Rubber Sealant for all Precast Structures by ConSeal, or equal. 32135-011102604:08/08/14 02604-3 GAC Upgrades at the Urban WTPs 2.11 FLEXIBLE RUBBER SLEEVE A. The spring set type shall have a stainless steel interior power sleeve or expander and shall be the PSX assembly by Press-Seal Gasket Corporation, the Kor-N-Seal assembly by National Pollution Control Systems, or Lock Joint Flexible Manhole Sleeve by Interpace Corp. B. The cast-in-place type shall conform to ASTM C923 and shall include stainless steel take up clamps. C. Flexible seal assemblies shall permit at least an eight(8)degree deflection from the center line of the opening in any direction while maintaining a watertight connection. 2.12 RUBBER BLADDER A. The rubber bladder seal shall conform to ASTM C923 suitable for pressure testing at 10 psi minimum, with a 3/8 inch minimum wall thickness. B. The rubber bladder seal shall contain an environmentally safe, anti-bacterial compound which turns into a high viscosity gel when in contact with pressurized water. C. The rubber bladder seal shall be NPC Contour Seal by Kor-N-Seal, or equal. 2.13 COVERS AND FRAMES A. Covers and frames shall comply with Section 05540, Castings and shall be provided by the utility structure manufacturer. B. Manhole covers and frames shall meet the following requirements: 1. Locate so that there is ready access to the manhole steps 2. Clear opening shall be a minimum of 22 inches, unless otherwise indicated on the Drawings. 3. Watertight manhole frames and covers shall be suitable for 20 psi internal pressure and shall be Neenah Model R-1915, Type P or L or equal cast in place. 4. Non-watertight manhole covers shall be perforated and shall be Neenah Model R- 1668, or equal. 5. Storm drain grated inlet frames and grates shall be Neenah R-1878-B7G, East Jordan Iron Works V5660, or equal. 6. Curb inlet frames and grates shall be Neenah R-3067, East Jordan Iron Works EJ 7030, or equal, and shall include frame, grate, and hood. C. Vault covers shall have lifting handles and shall be bolted with stainless steel bolts complying with Section 05050, Metal Fastening. D. All frames and covers shall be given one shop coat of asphalt or coal tar varnish, unless otherwise specified. 32135-011102604:08/08/14 02604-4 GAC Upgrades at the Urban WTPs I E. Frames and covers shall be identical throughout the Contract. 2.14 GRATES A. Grates shall comply with Section 05540, Castings. 2.15 CONCRETE BALLAST A. Concrete ballast shall be Class B concrete in conformance with Section 03300, Cast-in- Place Concrete. Ballast shall be provided as necessary to insure manhole resists flotation when empty and subjected to full height groundwater conditions. 2.16 FLEXIBLE JOINT SEALER A. Flexible joint sealer shall be a rubber ring waterstop as manufactured by Fernco Joint Sealer Co., or equal. 2.17 EPDXY BONDING AGENT A. Epoxy bonding agent shall conform to Section 03250, Concrete Accessories. PART 3 -- EXECUTION 3.01 DESIGN CRITERIA A. Minimum structural design loading for underground precast concrete vaults shall be as indicated in ASTM C857, unless otherwise noted herein. Precast items subjected to vehicular traffic shall be designed for H-20 traffic loading. Other precast items shall be designed for a vertical live load of 300 psf. B. Walls of precast items shall be designed for a vertical surcharge of 100 psf. ' C. Precast manholes and vaults shall be designed to resist flotation when totally empty and subjected to groundwater full height of the manhole/vault. ' 3.02 FABRICATION AND CASTING A. Fabrication and casting shall conform to Section 03400, Precast Concrete, and to Section ' 03300, Cast-in-Place Concrete. B. All base sections designated to receive concrete ballast and all electrical manholes shall extend monolithically a minimum of 6 inches beyond the outside face of the wall for the entire periphery. All other utility structures shall have a standard base. C. Utility structures built around existing pipe shall have a cast-in-place base slab. ' 3.03 HANDLING, TRANSPORTING, AND STORING A. Handling, transporting and storing of precast items shall comply with Section 03400, Precast Concrete. 32135-011102604:08/08/14 02604-5 GAC Upgrades at the Urban WTPs 3.04 INSTALLATION A. Installation shall conform with Section 03400, Precast Concrete and with the manufacturer's recommendations or to Section 03300, Cast-in-Place Concrete. B. Frames and covers or grates shall be set so that tops are at elevations indicated on the Drawings or flush with finished grade where no elevation is indicated. C. Joints between riser sections shall be sealed with joint sealant. D. All openings in utility structures shall have flexible rubber sleeves sized to fit the connecting pipe and installed to provide watertight joints in accordance with the manufacturer's recommendations. The interior of the sleeve shall be filled with Class B concrete. E. Openings that are too large for flexible rubber sleeves shall utilize rubber bladder seals which are expanded by water injected using a pressure pump. F. All units shall be installed plumb and level. G. All lift holes and joints shall be filled with non-shrink grout conforming to Section 03600, grout inside and out. H. The manhole frames shall be set to their required elevations either with grade rings or with two or three courses of brick masonry laid around the top of the upper wall section. Such brick work shall be given a 1-inch mortar coat on the inside and out. I. Concrete ballast shall be placed so that it bears directly on the utility structure base against the outer wall monolithically encircling the structure for the full height indicated on the Drawings. Additional ballast may be required where the depth or elevation of the structure varies from the Drawings. J. Brick or Concrete Block Brick or concrete block shall be laid with broken joints and all horizontal and vertical joints filled with cement-sand mortar. Outside of walls shall be plastered with a minimum 1-inch thick coat of cement-sand mortar troweled smooth. K. Connection to Existing Pipe 1. Verify the diameter and invert elevation of existing pipe to be connected to new utility structures prior to beginning work on the structures. 2. Provide adequate protection to prevent damage to the existing pipe. 3. Provide adequate means for plugging and/or transferring the existing flow in the pipe to allow for the construction of inverts and grouting. 4. Cut off the existing pipe sufficiently for connection to the new structure and remove. 5. Thoroughly clean all foreign matter and coat the pipe surface with epoxy adhesive where the pipe joins the new structure. 32135-011102604:08/08/14 02604-6 GAC Upgrades at the Urban WTPs I I 6. Install a flexible joint sealer around the pipe. 7. Grout inside and outside of wall penetration with nonshrink grout. L. Backfill structures in accordance with Section 02200, Earthwork. M. Clean all structures of any accumulation of silt, debris, or foreign matter and keep clean until final acceptance of the work. N. Excavation shall conform to Section 02200, Earthwork. O. Structure bases shall bear on a minimum of 8 inches of compacted stone unless otherwise indicated on the Drawings. P. Channel Inverts 1. Inverts shall be placed using Class B concrete with forms sufficient to provide a smooth half-round shape as shown on the Drawings. Manhole bases employing full depth precast inverts are acceptable. 2. Where the slope of the line does not change through a manhole, a constant slope shall be maintained in the invert. Where slope changes occur within a given manhole,the transition shall be smooth and shall occur at the approximate center of the manhole. 3. Inverts shown on the Drawings are taken at the center of the manhole unless otherwise noted. 3.05 ADJUSTMENTS TO EXISTING UTILITY STRUCTURES ' A. Adjust structures as indicated on the Drawings using concrete or cast iron adjustment rings by approved methods. B. Clean covers and inlet castings of all foreign material and paint with one coat of coal tar epoxy. 3.06 ADJUSTING COLLARS AND FINAL ADJUSTMENTS A. Adjusting collars shall be as shown on the Drawings. Final adjustments shall be made so that the manhole ring and cover will be smooth and flush with the finished grade of the adjacent surface, or as otherwise indicated on the Drawings for manholes shown above grade. 3.07 FLUSHING AND TESTING A. Obstruction - After backfilling, all sewers shall be inspected for obstructions and shall be ' flushed with water. Flushing shall be a minimum velocity of 2.5 feet per second for a duration acceptable to the Engineer. Flushing shall remove all dirt, stones, pieces of wood and other debris which accumulated in the sewer during construction. The Contractor shall provide a means acceptable to the Engineer for removal of debris flushed from each section 32135-011102604:08/08/14 02604-7 GAC Upgrades at the Urban WTPs of sewer. If after flushing, any obstructions remain, they shall be removed at the Contractor's expense. B. Visual Inspection - Sewer lines shall be visually inspected from every manhole by use of mirrors, television cameras, or other devices for visual inspection, and the lines shall all exhibit a fully circular pattern when viewed from one manhole to the next. Lines which do not exhibit a true line and grade or have structural defects shall be corrected to meet these qualifications. C. Leakage-Sewers shall be tested for leakage. The program of testing shall fit the conditions as mutually determined by the Engineer and the Contractor. The Contractor shall take all necessary precautions to prevent any joints from drawing while the sewers or their appurtenances are being tested. The Contractor shall, at his own expense, correct any excess leakage and repair any damage to the pipe and their appurtenances, or to any structures resulting from or caused by these tests. D. Leakage Test Procedure- Each section of sewer shall be tested by closing the lower end of the sewer to be tested and the inlet sewer of the upper manhole with stoppers and filling the pipe and manhole with water to a point 6 feet above the crown of the open sewer in the upper manhole, or, if ground water is present, 6 feet above the sections average adjacent ground water level as indicated by a monitor well installed adjacent to each manhole. The line shall be filled with water prior to testing and allowed to stand until the pipe has reached its maximum absorption, but not less than two (2) hours. After maximum absorption has been reached, the head shall be re-established and tested for at least six (6) hours maintaining the head specified above by measured additions of water. The sum of these additions shall be the leakage for the test period. If ground water is present to a height of at least 6 feet above the crown of the sewer at the upper end of the pipe section to be tested,the leakage test may be made by measuring the rate of infiltration using a suitable weir or other measuring device approved by the Engineer. Whether the test is made by infiltration or exfiltration, the allowable leakage shall not exceed 100 gallons per day per inch of diameter per mile of sewer being tested. Where the actual leakage exceeds the allowable, the Contractor shall discover the cause and correct it before the sewer will be accepted. For the purpose of this subsection, a section of sewer is defined as that length of sewer between successive manholes or special structures or stubouts for future connections. E. Low Pressure Compressed Air Test - If the leakage cannot be located by infiltration or exfiltration testing, this type test may be used. The pipeline shall be considered acceptable, when tested at an average pressure of 3.0 psi greater than the average back pressure of any groundwater that may submerge the pipe, if the section under test does not lose air at a rate greater than 0.0030 cfm per sq. ft. of internal pipe surface. F. Deflection Test- No sooner than thirty(30)days after final backfill installation, each section of PVC pipe shall be checked for vertical deflection using an electronic deflecto-meter or a rigid "Go-No-Go" device. Vertical deflection shall not exceed five (5) percent of the inside pipe diameter for PVC pipe. Where the actual deflection exceeds the allowable, the Contractor shall discover the cause and correct it before the pipe will be acceptable. For the purpose of this subsection, a 32135-011102604:08/08/14 02604-8 GAC Upgrades at the Urban WTPs ' section of sewer is defined as that length of sewer between successive manholes or special structures or stubouts for future connections. G. Cost of Testing and Repairs-Any and all work necessary to bring the line into conformance with the infiltration and deflection specifications shall be performed by the Contractor at no extra cost to the Owner. All apparent sources of infiltration and excessive deflection shall be repaired by the Contractor. The Contractor shall provide all water, plugs, hoses, pumps, equipment, etc. necessary for the proper flushing and testing of the sewers. - END OF SECTION - I I 32135-011102604:08/08/14 02604-9 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally SECTION 02710 STORM DRAINS AND ROOF DRAINS PART 1 - GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment and materials in connection with the installation of exterior underground Storm drains and Roof drains as shown on the Contract Drawings and specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02200— Earthwork 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. ASTM C 76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. B. ASTM C 150 - Standard Specification for Portland Cement. C. ASTM C 443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets. D. AWWA C 110 — Standard Specification for Ductile Iron Pipe & Fittings for Water and Other Liquids. E. ASTM C 150 — Standard Specification for Portland Cement F. ASTM C 443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets G. ASTM C1619 - Standard Specification for Elastomeric Seals for Joining Concrete Structures H. AWWA C 151 - American National Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water. I. ASTM D 2321 — Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and other Gravity-Flow Applications. 00 J. ASTM D 3350—Standard Specifications for Polyethylene Plastic Pipe and Fitting Material. K. ASTM F 447 — Standard Specifications for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. 32135-011102710:08/08/14 02710-1 GAC Upgrades at the Urban WTPs L. ASTM C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants M. AASHTO M 294— Standard Specifications for Corrugated Polyethylene Pipe (12"to 36"). N. AASHTO Section 30—Thermoplastic Pipe. 1.04 SUBMITTALS A. Furnish and submit shop drawings and certificates for the piping work as outlined in the General Conditions and Division 1. B. Special care shall be exercised during delivery, distribution and storage of the pipe and fittings to prevent damage. Damaged pipe will be rejected and shall be replaced at the Contractor's expense. Storage of pipe and fittings, prior to use, shall be in such a manner as to keep the materials clean and dry. PART 2 - PRODUCTS 2.01 REINFORCED CONCRETE PIPE (RCP)-CULVERTS A. Pipe and Fittings 1. Reinforced concrete pipe and fittings shall conform to ASTM Standard C-76, Class III, Wall thickness B, unless otherwise noted on the Contract Drawings. All pipe shall be of the sizes indicated on the drawings. Elliptical reinforcement will not be permitted. All pipe shall be aged at the manufacturing plant for at least fourteen (14) days before delivery to the job site. B. Joints 1. Each joint for reinforced concrete culvert or storm drain pipe (RCP) shall have male and female pipe ends with an approved flexible plastic gasket meeting the requirements of ASTM C990, paragraph 6.2, Butyl Rubber Sealant. Gasket shall be approved by the engineer and shall be installed per the manufacturer's recommendations. 2. Each joint for reinforced concrete pipe specified as 0-Ring RCP shall have male and female pipe ends with a preformed rubber gasket. Preformed rubber gasket shall meet the requirements of ASTM C-443 and shall be specifically approved by the pipe manufacturer for use with the type of pipe joints supplied. Preformed rubber gaskets shall meet ASTM C-1619 Class C requirements unless specified otherwise. Gasket shall be approved by the engineer and shall be installed per the manufacturer's recommendations. C. Joint Lubricant 1. Joint lubricant shall be of the type recommended by the manufacturer. Use of petroleum-based lubricants is not permitted. 32135-011102710:08/08/14 02710-2 GAC Upgrades at the Urban WTPs 2.02 Ductile Iron Pipe (DIP)- Roof Drains A. Pipe 1. Shall be centrifugally cast in metal molds or sand lined molds in accordance with ANSI A21.51 (AWWA C151) of grade 70-50-05 ductile iron. The above standard covers ductile iron pipe with nominal pipe sizes from three (3) inches up to and including fifty-four(54) inches in diameter. 2. Shall have a rated working pressure of 150 psi. 3. Shall be a minimum PC 150. B. Fittings 1. Shall be manufactured in accordance with ANSI A21.10 (AWWA C110). 2. Shall be manufactured of grade 70 - 50-05 ductile iron. 3. Shall have a rated working pressure of 250 psi. 4. Grey iron fittings which conform to the specifications contained herein may be used with ductile iron pipe providing the piping systems minimum working pressure is met or exceeded, and only where ductile iron fittings are not manufactured for a specific fitting. C. Coatings and Linings for Pipe and Fittings 1. The standard asphaltic coating shall be applied to the exterior wall of the pipe and fittings in accordance with ANSI A21.51 (AWWA C151). 2. The pipe and fittings shall be cement mortar lined to twice the standard thickness in accordance with ANSI A21.4 (AWWA C104) except as specified in the pipe schedule. A seal coat of asphaltic material shall be applied to the mortar lining. D. Joints 1. Joints shall be push on type in accordance with ANSI A21.11 (AWWA CIII). 2.03 SMOOTH LINED CORRUGATED POLYETHYLENE PIPE - STORM DRAINS A. General 1. Smooth lined corrugated polyethylene pipe shall be used for storm drains and shall be BLUE SEAL watertight HDPE pipe as manufactured by Hancor, Inc., N-12 WT IB (Watertight) Pipe by ADS, Inc., or approved equal. 32135-011102710:08/08/14 02710-3 GAC Upgrades at the Urban WTPs B. Pipe and Fittings 1. Smooth lined corrugated polyethylene pipe and fittings shall conform to AASHTO M252-TYPE S for 4" to 10"cp and AASHTO M294 - TYPE S for 12" to 36"cp. All pipes shall be of the sizes indicated on the drawings. C. Joints 1. Joints shall be watertight bell and spigot type; Hancor, Inc. BLUE SEAL, ADS, Inc. N-12 WT IB, or equal. D. Foundation Drains 1. Foundation drains shall conform to AASHTO M252-TYPE C. Drains shall have drilled perforations and be Heavy Duty-AASHTO Pipe as manufactured by Hancor, Inc., Single Wall Corrugate Pipe by ADS, Inc., or approved equal. 2.04 BACKFILL MATERIAL A. Locally available materials shall be used for pipe backfill if Contractor demonstrates the soils meet one of the acceptable soil classifications outlined in Table 1. Imported materials meeting the criteria of Table 1 may also be used. TABLE 1 —ACCEPTABLE BACKFILL MATERIAL AND COMPACTION REQUIREMENTS SOIL CLASSIFICATIONS ASTM ASTM AASHTO Minimum Standard DESCRIPTION D 2321 D 2487 M 43 Proctor Density % Graded or crushed, crushed Class I -- 5 Dumped stone, gravel 56 Well-graded sand, gravels and Class II GW 57 95% gravel/sand mixtures, poorly GP 6 graded sand, gravels and SW gravel/sand mixtures; little or no SP fines Silty or clayey gravels, Class III GM Gravel 95% gravel/sand/silt or gravel and GC and Sand clay mixtures; silty or clayey SM (<10% sands, sand/clay or sand/silt SC fines) mixtures PART 3— EXECUTION 3.01 INSPECTION A. Each length of pipe and fittings delivered to the property shall be inspected by the Contractor, in the presence of the Engineer, for flaws, cracks, dimensional tolerances and 32135-011102710:08/08/14 02710-4 GAC Upgrades at the Urban WTPs compliance with the referenced Standards. The Contractor shall provide the Engineer with suitable templates or calipers for checking pipe dimensions. Only lengths of pipe and fittings accepted by the Engineer and so marked may be installed in the work. 3.02 INSTALLATION A. Trenching, bedding and backfilling shall be as specified in Section 02200 - Earthwork of these Specifications and Section 2.04 Backfill Material of this Specification. Under no condition shall pipe be laid in water or when trench conditions or weather are unsuitable for such work. B. All pipes and fittings shall be handled carefully in loading and unloading. They shall be lifted by hoists or lowered on skidways in such a manner as to avoid shock. Derricks, ropes or other suitable equipment shall be used for lowering the pipe into the trench. Pipe and fittings shall not be dropped or dumped. C. Each pipe and fitting shall be inspected before it is lowered into the trench. The interior of the pipe and all joint surfaces shall be thoroughly cleaned and shall thereafter be maintained clean. The open ends of pipe shall be securely plugged whenever pipe laying is not in progress. D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints and so that inverts present a smooth surface. All joints shall be installed, made up and inspected in accordance with approved printed instructions of the manufacturer. Pipe and fittings which do not fit together to form a tight joint will be rejected. E. Cutting of reinforced concrete pipe will be permitted only at connections to structures and be accomplished by abrasive saws. Cutting of other pipe materials shall be done only with mechanical cutters and in accordance with the manufacturer's recommendations. F. Pipe shall be laid accurately to the lines and grades shown on the drawings or as directed by the Engineer. G. If an adequate foundation for the pipe is not available at the desired depth, additional excavation shall be required and the foundation brought to desired grade with suitable granular material. H. Rock outcroppings, very soft soils such as muck, and other similar materials not providing proper foundation support shall be removed/replaced with suitable granular material. I. Bedding material directly under the pipe invert shall be left in native condition and not compacted. Pipe shall be placed on the bedding, then backfilled under the pipe haunches before further backfill is placed. J. Class I materials may be dumped around pipe. Voids shall be eliminated by knifing under and around the pipe or by other approved technique. L. Inorganic silts, and gravelly, sandy, or silty clays, and other Class IV materials (not shown in Table 1)shall not be used for pipe backfill. 32135-011102710:08/08/14 02710-5 GAC Upgrades at the Urban WTPs M. Any section of the pipe that is found defective in material, alignment, grade, joints, or otherwise, shall be satisfactorily corrected by the Contractor at no additional cost to the Owner. 3.03 COMPACTION A. General 1. Place and assure backfill and fill materials achieve an equal or higher degree of compaction than undisturbed materials adjacent to the work. 2. In no case shall degree of compaction below "Minimum Compactions" specified be accepted. B. Compaction Requirements: Unless noted otherwise on the Drawings or more stringently by other sections of these Specifications, comply with following trench compaction criteria: TABLE 2 —- MINIMUM COMPACTIONS LOCATION SOIL TYPE DENSITY 1. Compacted select backfill: All applicable areas Cohesive soil 95 percent of maximum dry density by ASTM D698 Cohensionless soils 75 percent of maximum relative density by ASTM D4253 and ASTM D4254 2. Common trench backfill: Under pavements roadways Cohesive soils 95 percent of maximum dry surfaces, D698 within density by ASTM D698 highway right-of-ways, adjacent to retaining walls Cohensionless soils 75 percent of maximum relative density by ASTM D4253 and ASTM D4254 Under turfed, sodded plant Cohesive soils 95 percent of maximum dry seeded, non-traffic areas density by ASTM D698 Cohensionless soils 75 percent of maximum relative density by ASTM D4253 and ASTM D4254 C. Ensure backfill materials have moisture content within three (3) percent of optimum moisture content at the time of placement. 3.04 TESTING A. General 1. The Contractor shall provide at his own expense, all labor, material, measuring 32135-011102710:08/08/14 02710-6 GAC Upgrades at the Urban WTPs devices and water necessary to perform the required tests. All tests shall be performed in the presence of the Engineer. Disposal of water shall be in accordance with Section 01010. B. Tests by Manufacturer 1. An infiltration and exfiltration test for the pipe shall be made at the place of manufacture. Certified test results shall be submitted. The infiltration or exfiltration allowance shall not exceed 250 gallons per inch of pipe diameter per mile per day. One joint test for each two hundred feet of pipe to be furnished. C. Exfiltration and Infiltration Tests 1. The pipe shall be tested for leakage by exfiltration and/or infiltration tests after installation and back-filling. Exfiltration or infiltration shall not exceed 250 gallons per inch of pipe diameter per mile per day. If the leakage is greater than that volume allowed, the Contractor shall locate and repair or replace defective joints or pipes at his expense until the leakage is within the specified allowance. 2. Exfiltration tests shall be performed on all pipe where the ground-water elevation is one foot above the crown of the pipe or less. Exfiltration tests shall impose a head of at least 2 feet on the pipe at the maximum elevation of the length to be tested. An allowance of an additional 10 percent of gallonage shall be permitted for each additional 2 feet of head over the initial 2 foot minimum. Infiltration tests shall be performed for all other pipe where the groundwater table is greater than one foot above the crown of the pipe. END OF SECTION 32135-011102710:08/08/14 02710-7 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally SECTION 02712 FOUNDATION DRAINAGE SYSTEMS PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish and install foundation drainage systems in accordance with the requirements of these Specifications and Drawings. The Contractor shall provide all supervision, labor, materials, equipment, tools, instruments, and supplies of whatever nature required for the completion of the work described herein. B. The work includes but is not limited to: 1. Provide required submittals. 2. Furnish and install Filter Geotextile as indicated on the Drawings. 3. Furnish, place and compact drainage stone, as indicated. 4. Furnish and install perforated and closed subdrain pipes, clean out pipes, and fittings as indicated. 5. Furnish and install geotextile underslab drain, as indicated. 6. Furnish and install Geocomposite wall drain, as indicated. 7. Protect the drainage course material from contamination at all times by covering with a plastic membrane. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02207 -Aggregate Materials C. Section 02274 - Geotextiles 1.03 SUBMITTALS A. In accordance with the procedures and requirements set forth in the General Conditions and Section 01300 - Submittals, the Contractor shall submit the following: 1. Name and location of all material suppliers. 2. Specifications for each material submitted indicating compliance with the standards specified herein. 32135-011102712:08/08/14 02712-1 GAC Upgrades at the Urban WTPs 3. Samples of reinforced plastic membrane, Filter Geotextile, Geocomposite wall drain, and geotextile underslab drain, with manufacturer's certificates and catalog cuts stating their mechanical and physical properties. Samples of each material shall be at least one square foot in size. 4. Samples of perforated and closed drainage pipe, with manufacturer's certificates and catalog cuts stating their mechanical and physical properties. Samples of each pipe shall be at least one foot long. Also submit a sample of the cap used on clean outs. 5. Representative samples of drainage stone provided in plastic lined bag(s) clearly marked as to the source and sample identification. A minimum of 20 lbs. of material from each source shall submitted. 6. Shop Drawings of installation. 7. The Contractor shall provide the Engineer with Record Drawings clearly indicating the completed drainage systems. Locations of the components of the drainage systems and appropriate dimensions shall be shown on the Drawings. PART 2 -- MATERIALS 2.01 REINFORCED PLASTIC MEMBRANE A. A 3-ply reinforced plastic such as"Griffolyn 65"as manufactured by Griffolyn Co., Houston, Texas, "Rufco 400", as manufactured by Raven Industries, or equal. Splices shall be made by overlapping the edges 12-inches and taping the edges down with approved tape. Installation shall be done in a matter so as not to rupture, tear, puncture or cut the membrane. B. Adhesive/Tape: Type approved by the manufacturer of the membrane material. 2.02 GEOCOMPOSITE WALL DRAIN A. The Geocomposite wall drain shall be a composite subsurface drainage mat consisting of a Filter Geotextile bonded to one side of a drainage core. The wall drain shall have a minimum flow rate of 4 gpm/ft width when tested under a normal compressive stress of 3,600 psf at a hydraulic gradient of 1.0 per ASTM D-4716. B. Geocomposite wall drain shall be installed where shown on the Drawings per manufacturer's instructions. C. Geocomposite wall drain shall be ENKADRAIN 9120 by Akzo Nobel Geosynthetics Co., Asheville, NC; MIRADRAIN 2000 by Nicolon Mirafi Group, Charlotte, NC; SHEET DRAIN HS by Greenstreak, Inc., St. Louis, MO; or equal. 2.03 GEOTEXTILES A. Filter Geotextile shall be furnished and installed in accordance with Section 02274 - Geotextiles, where shown on the Drawings. 32135-011102712:08/08/14 02712-2 GAC Upgrades at the Urban WTPs 2.04 PERFORATED AND CLOSED DRAINAGE PIPE AND FITTINGS A. Subdrainage pipe shall be rigid PVC pipe with solvent welded type joints. Perforated pipe shall have four (4) rows of 3/8-inch diameter holes spaced approximately 90° apart along the circumference of the pipe. Longitudinal spacing of holes shall be 8-inches on center. Perforated pipe shall be PVC, Schedule 40. Solid or closed pipe shall be PVC, Schedule 80. 2.05 DRAINAGE STONE A. Drainage stone shall be VDOT No. 57 or No. 67 stone as shown on the Drawings and meet the requirements specified in Section 02207 -Aggregate Materials. 2.06 GEOTEXTILE UNDERSLAB DRAIN A. The geotextile underslab drain shall be a composite subsurface drainage mat consisting of a geotextile filter fabric bonded to one side of a dimpled polymeric core. The polymeric core shall be a dimpled solid sheet that shall not allow any earth or concrete materials to pass from one face to the other. B. Geotextile underslab drain shall be MIRADRAIN 6000 by Mirafi, Charlotte, N.C., or equal. PART 3 -- EXECUTION 3.01 GENERAL A. The Contractor shall be solely responsible for the manufacture, handling, transportation and installation of under drainage systems shown on the Drawings and specified herein. The Contractor shall keep drainage and filter fabrics and other materials enclosed in protective covering until ready for use, and shall prevent damage to them during handling and installation. Drainage stone shall be stored, handled and placed so as to prevent contamination. 3.02 INSTALLATION OF SUBDRAINAGE SYSTEMS A. The subgrade shall be cut to a generally smooth surface prior to placing subdrainage system. Freestanding water, mud, loose or disturbed soil and rock shall be removed from the subgrade surface. Sharp projections shall be removed from the subgrade surface. B. Installation of reinforced plastic membrane shall be done in a manner so as not to rupture, tear, puncture, cut, or abrade the materials. Where such damage occurs, it shall be repaired with a patch which extends at least 24-inches beyond the edge of the damaged area. Installation of geotextiles shall be in accordance with Section 02274 - Geotextiles. C. Place and compact drainage stone to the level of the bottom of the subdrain pipe, as indicated. Do not displace or damage Filter Geotextile during placement and compaction of drainage stone. 32135-011102712:08/08/14 02712-3 GAC Upgrades at the Urban WTPs D. Lay and connect the subdrain pipe directly on the drainage stone with perforations facing down. All dead ends shall be capped or plugged. Perforated drainage pipes shall have a minimum gradient of 0.5 percent unless otherwise indicated on the Drawings. Clean-outs shall be installed where shown on the Drawings and shall be equipped with an approved vandal-proof cap. E. Place and compact drainage stone over the subdrain pipe. Drainage stone compaction requirements are specified in Section 02200, Earthwork. Compact with a hand-operated mechanical tamper in trenches, immediately above drainage pipes, and areas inaccessible to larger equipment. F. Water test the drainage system by flushing water through the subdrain pipes. G. Where geotextile underslab drain is shown on the Drawings, place it on top of the subgrade with fabric side down. Edges of adjacent panels shall be interlocked by overlapping of dimples. 3.03 INSTALLATION OF WALL DRAINAGE SYSTEM AGAINST FORMED WALL A. Place Filter Geotextile against the outside wall footing as shown on the Drawings. Overlap fabric edges 24 inches. B. Place and compact drainage stone to the level of the bottom of the subdrain pipe as indicated. Do not displace or damage Filter Geotextile during placement and compaction of drainage stone. C. Lay and connect the subdrain pipe directly on the drainage stone with perforations facing down. All dead ends shall be capped or plugged. Perforated drainage pipes shall have a minimum gradient of 0.5 percent unless otherwise indicated on the Drawings. Clean-outs shall be installed where shown on the Drawings and shall be equipped with an approved vandal-proof cap. D. Fasten the Geocomposite wall drain against the wall and drape around the drainage pipe. Geotextile side shall face backfill soil. Install according to the manufacturer's recommendations, as approved by the Engineer. The wall drain shall be continuous around the structure as shown to a height of 12 inches below finish grade. The remaining 12 inches shall be sealed with a bentonite enriched fill material. The material shall be continuous behind the walls and be a minimum of 2 feet wide. E. Place and compact drainage stone over the subdrain pipe, and extend Filter Geotextile around the drainage stone as shown on the Drawings. Do not displace or damage footing drainage pipe, Filter Geotextile, or Geocomposite wall drain during placement of drainage stone. F. Water test the drainage system by flushing water through the subdrain pipes. G. Backfill in accordance with Section 02200 - Earthwork, after the wall drainage system has been approved. Do not displace or damage wall drainage fabric during backfilling. - END OF SECTION - 32135-011102712:08/08/14 02712-4 GAC Upgrades at the Urban WTPs SECTION 02831 STEEL FENCING PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish and install steel fencing, posts, gates, etc.,where shown on the Drawings and in compliance with these Specifications. B. Fencing shall be of the chain link type topped with barbed wire. The 6-foot high fabric shall clear the final grade by 3 inches, and shall be topped with three strands of barbed wire. The barbed wire shall be angled outward at the top. All components which are to be galvanized shall be hot dipped galvanized, coating to be 1.8 ounces per square foot of surface. Alternate coatings which employ a zinc coating of less than 1.8 ounces per square foot are not acceptable. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 03300 - Cast-in-Place Concrete. 1.03 SUBMITTALS A. Shop Drawings shall be furnished in accordance with Section 01300, Submittals. PART 2 -- PRODUCTS 2.01 CHAIN LINK FABRIC A. Fabric shall be 9 gauge aluminum coated wire woven in a 2-inch diamond mesh conforming to ASTM A491. Top and bottom selvage to have a barbed finish. Minimum weight of coating shall be 0.40 ounce per square foot of wire surface. The coated wire shall have a minimum tensile strength of 80,000 lbs. per square inch. B. Install fabric 3 inches above ground level. Fence shall be stretched tight and securely fastened to posts at points spaced 12 inches apart maximum. 2.02 POSTS A. Posts and rails shall be galvanized standard weight pipe conforming to the requirements of ASTM F1083. 0 0 0 1. Line Posts: Line posts shall be Schedule 40, 2-3/8 inch O.D. galvanized pipe with minimum bending strength of 201 pounds under a 6-foot cantilever load. Line posts shall be spaced at a maximum 10-foot O.C. 32135-011102831:08/08/14 02831-1 GAC Upgrades at the Urban WTPs 2. Terminal Posts: All end, corner, intermediate, and pull posts and gate leaves 6'0" wide and less shall be 2-7/8 inch O.D. galvanized Schedule 40 pipe with minimum bending strength of 381 pounds on 6-foot cantilever load. Gate posts for gate leaves shall be Schedule 40 pipe complying with ASTM F1083 of diameters as follows: Gate Leaf Width Pipe O.D. Weight per Ft. 0' to 6' 2-7/8" 5.79 lbs. Over 6' to 13' 4" 9.1 lbs. Over 13' to 18' 6-5/8" 18.97 lbs. Over 18' 8-5/8" 24.71bs. 2.03 TENSION WIRE A. Top and bottom tension wire shall be No. 7 gauge aluminum coated steel wire. Fabric shall be securely tied to tension wire at intervals not to exceed 24-inches. 2.04 POST TOPS AND BARBED WIRE SUPPORTS A. Gate, end, corner and line post tops shall be malleable iron or pressed steel and shall be hot dipped galvanized conforming to ASTM A153. B. Extension arms for supporting the three (3)strands of barbed wire for line posts shall be of pressed steel with malleable iron base, or solid aluminum alloy castings. C. Angles for line post extension arms shall be approximately 45 degrees from the vertical and the top slot for barbed wire shall be a minimum of 12 inches above the fabric and a minimum of 10 inches from the fence line. 2.05 BARBED WIRE A. Barbed wire shall consist of three strands of 12-1/2 gauge aluminum coated steel wire with 4-point barbs of 14 gauge aluminum wire spaced 5 inches apart, conforming to ASTM A585. B. Additional strands of barbed wire shall be added beneath the chain link fabric at all ditch crossings to maintain the security of the fence installation. 2.06 BRACES AND TOP RAILS A. Braces and top rails (where shown on the Drawings)shall be 1.66-inch O.D., Schedule 40 galvanized pipe with minimum vertical bending strength of 202 pounds on 10-foot span. B. Top rails shall be continuous and shall pass through the post tops. The coupling used to join the top rail lengths shall allow for expansion. Brace rails shall be provided at all terminal posts, located between the top and grade lines and extend from the terminal post to the first adjacent post. Braces shall be securely fastened at both ends. Brace ends for receiving brace rails shall be malleable iron or castings of 356.0 (formerly SG70A)alloy, or equivalent of ASTM B26 or B108. C. Truss and stretcher bands shall be 1/8-inch x 7/8-inch pressed steel, supplied with carriage bolts and nuts. Bolts shall be 5/16-inch by 1'/4 inch. Truss rods shall be 3/8-inch nominal diameter. 32135-011102831:08/08/14 02831-2 GAC Upgrades at the Urban WTPs 2.07 FABRIC TIES A. Wire ties shall be preformed 0.148-inch diameter(9 gauge) aluminum. Flat band type ties shall be 1100-H18 or 3003-H14, .064-inch thick by 1/2-inch wide. B. Hog rings for attaching tension wire to fabric shall be 0.105-inch diameter, Alloy 1100-H14. 2.08 GATES A. Gate frames shall be made of 2-inch O.D. ASTM F1083 pipe, 2.72 lbs. per foot hot dipped galvanized. Fabric shall match fence. Gate frames shall be welded or assembled with riveted corner castings. Gate frames shall be equipped with 3/8-inch diameter adjustable truss bars. Hinges shall be ball and socket. B. Gate shall be equipped with positive latching device with provision for padlocking. Personnel gates shall be minimum 36-inch clear opening. 2.09 SLIDING GATE A. Sliding gates shall be cantilever type of the same height as adjacent fence. Gate shall be constructed of 2-1/2-inch O.D. Schedule 40 pipe 2-inch O.D. braces. Unit shall be similar in construction to swing gates. B. The main entrance gate shall be a double slide cantilever type gate with electric gate operators and vehicle detector loops for automatic operation. C. The truck entrance gate shall be a single cantilever type gate with electric gate operator and vehicle detector loop for closing operation. D. Gate Operators shall be heavy duty rated for high frequency commercial installation. Motors shall be 1 HP minimum, 480V, 3-phase. 2.09 SLIDING GATE A. Sliding gates shall be cantilever type of the same height as adjacent fence. Gate shall be constructed of 2-1/2-inch O.D. Schedule 40 pipe 2-inch O.D. braces. Unit shall be similar in construction to swing gates. B. The main entrance gate shall be a double slide cantilever type gate with electric gate operators and vehicle detector loops for automatic operation. C. The truck entrance gate shall be a single cantilever type gate with electric gate operator and vehicle detector loop for closing operation. D. Gate Operators shall be heavy duty rated for high frequency commercial installation. Motors shall be 1 HP minimum, 480V, 3-phase. E. Card Reader shall be provided under Section 11050, Access Security System. 1. Intercom shall provide full two way communication between the gate and the Control Building control room and reception room. Intercom speaker at the gate shall be 32135-011102831:08/08/14 02831-3 GAC Upgrades at the Urban WTPs pedestal mounted adjacent to the card reader. Intercom speaker in the reception room shall be wall-mounted adjacent to remote push button for gate operation. Intercom speaker and remote push button in control room shall be mounted in control console by distributed control system contractor. Speaker and push button shall be provided by Contract 2A, General Construction. 2. Operation of the gate shall be as follows: a. Entrance - A driver or pedestrian can open the gate from the card reader device. The gate shall also be opened manually from the remote push button located in the reception room or control room. The gate shall subsequently close automatically after the vehicle passes through the gate and energizes the inside detector loop, or after an adjustable 0-3 minute time delay located at the operator controls. Should the gate encounter an obstruction during the closing cycle, the gate shall automatically reverse to the open position and the timer reset to full cycle. Auxiliary contacts shall be provided as required to receive gate open command signals from the loop detectors, card reader system, or the remote push buttons. b. Exit-The inside loop detector shall open the gate automatically as a vehicle approaches. The gate shall close automatically when the outside loop detector is energized or after an adjustable 0-3 minute time delay. 3. The gate shall be furnished complete with all operating controls by the fence supplier. Loop detectors shall be installed as directed by the Engineer including interconnecting wiring to the gate operating controls. Power control and intercom wiring shall be furnished and installed to provide a complete operational system. 4. The 480 volt, 3 phase power shall be provided to the gate control unit under Contract 2B, Electrical Construction. Gate control unit shall be complete with all necessary transformer for 24 volt do control power and intercom power. 5. Intercom cable shall be furnished under Contract 2A, General Construction and installed under Contract 2B, Electrical Construction. 6. All connections, start-up and check out shall be under Contract 2A, General Construction. 7. Gate operator system shall be as manufactured by Customline, Inc.; Crusader Division of McKinney Electronics, or equal. PART 3 -- EXECUTION 3.01 INSTALLATION A. All line posts shall be spaced equidistant in the fence line on a maximum of 10-foot centers. Posts shall be set plumb in concrete bases as detailed on Drawings. The top of the posts shall be brought to a smooth grade line. The wire fence shall be set accurately to line and grade and shall be plumb. 32135-011102831:08/08/14 02831-4 GAC Upgrades at the Urban WTPs B. End, corner, pull or intermediate posts shall be placed in the following locations: corners; changes in direction; abrupt changes in grade; intervals no greater than 500 feet in the fence line. Each end or gate post shall have one brace assembly and each corner or intermediate post shall have two brace assemblies. C. Horizontal braces shall be provided at all terminal posts, corner posts, and intermediate posts between top rail and ground and shall extend from the above-mentioned posts to the first adjacent line posts. Braces shall be securely fastened to the line posts by brace ends and brace bands and to the terminal posts by approved rail end connectors. Diagonal brace rods shall be trussed from the brace end on the line post back to the terminal post, corner post or intermediate post and fastened to it by an approved connector. 3.02 POST FOUNDATIONS A. Post holes shall be in true alignment and of sufficient size to provide a permanent foundation of concrete. Holes shall be well centered on the posts. A minimum diameter of 12 inches shall be required for all posts. B. Post foundations shall be carefully rodded or tamped into place. The top of concrete shall extend 2 inches above ground line and shall be neatly troweled and leveled up from edges to the posts so as to have a pitch outward in all directions. C. No materials shall be installed on the posts, nor shall any load be applied to the posts within 3 days after the individual post foundation is completed. D. All concrete shall be Class"B"in conformance with Section 03300, Cast-in-Place Concrete. 3.03 RESETTING OF EXISTING FENCE A. Where shown on the Drawings that resetting of existing fence is required, the fence, after resetting, shall be in a condition that is equal to or better than before the fence was removed. B. The Contractor shall replace any of the fence components which have been unnecessarily damaged by him. 3.04 PADLOCK AND KEYS A. One solid brass padlock shall be furnished with each gate. Padlocks shall be master keyed to the system specified under Section 08710, Finish Hardware. 3.05 TEMPORARY FENCING A. The Contractor shall furnish and install all temporary fencing and appurtenances as shown on the Drawings or as required during construction to adequately secure the site prior to installation of the permanent fence. - END OF SECTION - 32135-011102831:08/08/14 02831-5 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally I SECTION 02910 FINAL GRADING AND LANDSCAPING PART 1 -- GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment, and materials necessary for final grading, topsoiling, seeding, and miscellaneous site work not included under other Sections, but required to complete the work as shown on the Drawings and specified herein. Under this Section, all areas of the project site disturbed by excavation, materials storage, temporary roads, etc., shall be reseeded as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02276 - Erosion and Sedimentation Control. B. Section 02500 - Surface Restoration. 1.03 SUBMITTALS A. Submit the following in accordance with Section 01300, Submittals. 1. Product Data 2. Certification of all materials 3. Three (3) copies of composition and germination certification and of test results for grass seed. PART 2 -- PRODUCTS 2.01 CONTRACTOR'S RESPONSIBILITIES A. Furnish and submit certification for the materials used as specified in the General Conditions, Division 1 and Division 2. 2.02 TOPSOIL A. Upon completion and Engineer's approval of the rough grading, the Contractor shall place the topsoil over all areas disturbed during construction under any contract except those areas which will be paved, graveled or rip rapped. Topsoil shall not be placed in a frozen or muddy condition and shall contain no toxic materials harmful to grass growth. Topsoil shall be as defined under Section 02200, Earthwork. 2.03 WATER A. Water shall be furnished to the Contractor by the Owner from existing facilities as directed by the Engineer. 32135-011102910:08/08/14 02910-1 GAC Upgrades at the Urban WTPs I B. The Contractor shall furnish all hoses and connections necessary to complete the landscaping work. 2.04 FERTILIZER A. Fertilizer shall be a complete commercial fertilizer with components derived from commercial sources. Fertilizer composition shall be determined from field soil sampling in appropriate number taken by the Contractor and analyzed by the Cooperative Extension Service Soil Testing Laboratory at VPI & SU or by a reputable commercial laboratory. Contractor shall furnish fertilizer in accordance with the recommendations of the testing laboratory and Section 3.32 of the Virginia Erosion and Sediment Control Handbook (VESCH). B. Fertilizer shall be delivered in standard size bags marked with the weight, analysis of contents, and the name of the manufacturer. Fertilizer shall be stored in weatherproof storage areas and in such a manner that its effectiveness will not be impaired. 2.05 LIME A. Contractor shall use an agricultural grade of limestone. Quantity shall be determined from field soil sampling in appropriate number taken by the Contractor and analyzed by the Cooperative Extension Service Soil Testing Laboratory at VPI & SU or by a reputable commercial laboratory. Contractor shall furnish lime in accordance with the recommendations of the testing laboratory and Section 3.32 of the VESCH. B. At least 50% shall pass a No. 200 U.S.S. mesh sieve. At least 90% shall pass a No. 100 U.S.S. mesh sieve and 100% shall pass a No. 10 U.S.S. mesh sieve. Total carbonates shall not be less than 80% or 44.8% Calcium Oxide equivalent. For the purpose of calculation, total carbonates shall be considered as Calcium Carbonate. 2.06 GRASS SEED A. Provide the kinds and amounts of seed to be seeded in areas disturbed by the construction work. All seed shall bear an official "Certified Seed" labeled and meet the requirements in Section 3.32 of the VESCH. All seed must have been certified by Virginia Crop Improvement Association within twelve (12) months immediately preceding the planting of such material on the job. B. The inoculant for treating legume seed mixture shall be a pure culture of nitrogen-fixing bacteria prepared specifically for the species. Inoculants shall not be used later than the date indicated on the container. Inoculants should be applied at two times the supplier's recommended rate on dry seedings and five times the recommended rate when included in hydroseeder slurry. The quality of the seed shall conform to the following: Minimum Minimum Maximum Seed Purity Germination Weed Seed Type (%) (%) (%) Kentucky 31 Tall Fescue 97 85 0.50 Perennial Ryegrass 98 90 0.50 32135-011102910:08/08/14 02910-2 GAC Upgrades at the Urban WTPs Minimum Minimum Maximum Seed Purity Germination Weed Seed Type (%) (%) (%) Kentucky Bluegrass 97 85 0.50 Annual Ryegrass 97 90 0.50 Weeping Lovegrass 98 87 0.50 German Millet 98 85 0.50 Cereal (Winter) Rye 98 85 0.50 Redtop 94 80 0.50 C. Seed mixtures to be used on the project shall be as follows: P - 180#/acre Kentucky 31 Tall Fescue, 5#/acre Perennial Ryegrass, 5#/acre Kentucky Bluegrass TW - 575#/acre Annual Ryegrass, 75#/acre Cereal (Winter) Rye TSP -- 75#/acre Annual Ryegrass TSU -- 75#/acre German Millet Note: PW - Permanent Seeding TW - Temporary Winter Seeding TSP - Temporary Spring Seeding TSU - Temporary Summer Seeding D. On cut and fill slopes 2:1 or steeper add 20#/acre of Weeping Lovegrass to the P seed mixture in the Spring and add 20#/acre Annual Ryegrass in Fall and Winter. 2.07 WOOD CELLULOSE FIBER MULCH A. For use in hydroseeding grass seed in combination with fertilizers and other approved additions, shall consist of especially prepared wood cellulose fibers such as "Conwed", "Silva-Fiber", or approved substitute, and have no growth or germination inhibiting factors, and be dyed green. B. The wood cellulose fiber shall have the additional characteristic of dispersing rapidly in water to form a homogeneous slurry and remain in such state when agitated in the hydraulic mulching unit, or adequate equal, with the specified materials. C. When applied, the wood cellulose fiber with additives will form an absorptive mat but not a plant inhibiting membrane, which will allow moisture, natural or mechanical,to percolate into underlying soil. D. Fiber mulch can be applied over top of newly seeded areas immediately after seed mixture is applied to soil bed or applied as part of the hydroseeded slurry containing the seed mixture. Anchored straw mulch shall be used in place of fiber mulch during hot and dry summer months and late fall. Fiber mulch can be used to tack (anchor) straw mulch. All fiber mulch shall adhere to requirements set forth in Section 3.35 of the VESCH. 32135-011102910:08/08/14 02910-3 GAC Upgrades at the Urban WTPs E. The mulch shall be supplied, compressed in packages containing 50 pounds of material having an equilibrium air dry moisture content at time of manufacture of 12% plus or minus 2%. Wood cellulose fiber mulch shall be stored in a weatherproof storage area and in such a manner that effectiveness will not be impaired. 2.08 STRAW MULCH A. Straw used for mulch shall be wheat or oats. Straw shall be undamaged, air dry, threshed straw, free of undesirable weed seed. Straw mulch shall be spread by hand or machine and must be anchored or tacked down. Straw mulch is not required for seeded areas treated with a temporary soil stabilizer. All straw mulch shall adhere to requirements set forth in Section 3.35 of the VESCH. 2.09 TEMPORARY SOIL STABILIZER A. The temporary agent for soil erosion control shall consist of an especially prepared highly concentrated powder which,when mixed with water, forms a thick liquid such as"Enviroseal 2001" by Enviroseal Corporation, "Terra Control"by Quattro Environmental, Inc.,or"CHEM- CRETE ECO-110" by International CHEM-CRETE Corporation, and having no growth or germination inhibiting factors. The agent shall be used for hydroseeding grass seed in combination with other approved amendments resulting in a highly viscous slurry which, when sprayed directly on the soil, forms a gelatinous crust. 2.10 SOIL STABILIZATION BLANKET (SSB) A. The SSB shall be as specified in Section 02276 - Erosion and Sedimentation Control. 2.11 SYNTHETIC SOIL STABILIZATION MAT (SSM) A. The SSM shall be as specified in Section 02276— Erosion and Sedimentation Control. 2.12 RIPRAP AND HERBICIDES A. Furnish and install sufficient quantity of landscape gravel or riprap to cover over the ground to a minimum 4-inch depth for gravel and 24-inch depth for riprap, unless otherwise noted, or indicated on the Drawings. Also furnish and apply an approved herbicide to the subgrade surface just prior to installing the landscape gravel or riprap. B. During placing, the stone shall be graded so that the smaller stones are uniformly distributed through the mass. The Contractor may place the stone by mechanical methods, augmented by hand placing where necessary or ordered by the Engineer. The placed riprap shall form a properly graded, dense, neat layer of stone. C. All topsoil and vegetative matter shall be removed from the subgrade surfaces prior to the application of the weed killer(herbicide)and to the placement of landscape gravel or riprap. Apply commercial-type herbicide as preemergence control of miscellaneous grasses and broadleaf weeds in granular or liquid form such as "Treflan", "Dymid", or approved substitute. Methods and rates of application shall be in strict compliance to manufacturer's directions and acceptable to the Engineer. D. The herbicide selected shall be safe for use around ornamental plantings, have long-lasting weed control, and shall be resistant to leaching away under excessive rainfall. 32135-011102910:08/08/14 02910-4 GAC Upgrades at the Urban WTPs E. A second application of the herbicide shall be made on the surface of the landscape gravel or riprap sometime after the first six (6) months, but not later than twelve (12) months. Same methods and rates apply as specified previously. 2.13 TREE SHRUB PLANTING A. Provide trees and shrubs as shown on the Drawings and as specified in Section 3.37 of VESCH. PART 3 -- EXECUTION 3.01 GRADING A. After approval of the rough grading, the Contractor shall commence his preparations of the subgrade for the various major conditions of the work as follows: 1. Bare soil for riprap area at subgrade (24-inches below final grade, or as directed by the Engineer). 2. Topsoil for lawn and road shoulder seed area - scarify 2-inch depth of subgrade (4-inches below final grade) prior to placing topsoil. B. Final surface grading of the topsoiled, landscape graveled, and riprapped areas shall be mechanically raked or hand raked to an even finished surface alignment. 3.02 TOPSOIL A. Topsoil shall be spread in place for quantity required for lawn and road shoulder seed areas at 4-inch consolidated depth, and sufficient quantity for certain plant beds and backfill for shrubs and trees as specified. B. Topsoil shall be hospitable as a growth medium meeting all requirements as indicated by Sections 3.30 & 3.32 of VESCH. 3.03 HYDROSEEDING AND GRASS A. The Contractor shall grow a stand of grass on disturbed areas. The Contractor shall be responsible for the satisfactory growth of grass throughout the period of the one-year guarantee from Contract Closeout. B. The Contractor's work shall include the preparation of the topsoil and bare soil seed bed, application of fertilizer, limestone, mulching, inoculant, temporary soil stabilizer, watering, and other operations necessary to provide a satisfactory growth of sod at the end of the one-year maintenance period. C. When hydraulic seeding method is used, include all additives and amendments required. A "Reinco", "Finn", or "Bowie" type hydromulcher with adjustable nozzles and extension hoses, or approved substitute, shall be utilized. General capacity of tank should range from 500 to 2,500 gallons, or as approved by the Engineer. 32135-011102910:08/08/14 02910-5 GAC Upgrades at the Urban WTPs D. Hydraulic seeding shall be carried out in three steps. Step one shall consist of the application of lime. In step two the seed mixture shall be mixed with the fertilizer, wood cellulose fiber mulch, and any required inoculants and applied to the seed bed. The seed mixture can be applied as a separate process prior to the application of the slurry mixture. Step three shall consist of application of top dressing during the first spring or fall,whichever comes first, after step two. E. Top dressing shall consist of a commercial grade fertilizer plus Nitrogen or other analysis as may be recommended by soil testing. Types and application rates of seed mixtures shall be as shown in the Seeding Schedule. F. Ingredients for the mixture and steps should be dumped into a tank of water and thoroughly mixed to a homogeneous slurry and sprayed out under a minimum of 300-350 pounds pressure, in suitable proportions to accommodate the type and capacity of the hydraulic machine to be used. Applications shall be evenly sprayed over the ground surface. The Contractor shall free the topsoil of stones, roots, rubbish, and other deleterious materials and dispose of same off the site. The bare soil, except existing steep embankment area, shall be rough raked to remove stones, roots, and rubbish over 4-inches in size, and other deleterious materials and dispose of same off the site. G. No seeding should be undertaken in windy or unfavorable weather, when the ground is too wet to rake easily, when it is in a frozen condition, or too dry. Any bare spots shown in two to three weeks shall be recultivated, fertilized at half the rate, raked, seeded, and mulched again by mechanical or hand broadcast method acceptable to the Engineer. H. Areas that have been seeded with a temporary seed mixture shall be mowed to a height of less than 2-inches and scarified prior to seeding with the permanent seed mixture. I. The Contractor shall provide, at his own expense, protection for all seeded areas against trespassing and damage at all times until acceptance of the work. Slopes shall be protected from damage due to erosion, settlement, and other causes and shall be repaired promptly at the Contractor's expense. J. The Contractor shall water newly seeded areas of the lawn and road shoulder mix once a week until the grasses have germinated sufficiently to produce a healthy turf, or unless otherwise directed by the Engineer. Each watering shall provide three (3) gallons per square yard. The Contractor shall furnish all necessary hoses, sprinklers, and connections. K. The first and second cutting of the lawn grasses only shall be done by the Contractor. All subsequent cuttings will be done by the Owner's forces in a manner specified by the Contractor. 3.04 SOIL STABILIZATION BLANKET (SSB) A. All channels and slopes indicated on the Drawings shall be lined with a SSB. The area to be covered shall be properly graded and hydroseeded before the blanket is applied. Installation shall be in accordance with Section 02276, Erosion and Sedimentation Control. 32135-011102910:08/08/14 02910-6 GAC Upgrades at the Urban WTPs 3.05 SOIL STABILIZATION MAT (SSM) A. All channels and slopes indicated on the Drawings shall be lined with a SSM. The area to be covered shall be properly graded before the mat is applied. Once the mat is placed and anchored, the area shall be seeded and mulched in accordance to this Specification and Section 3.36 of the VESCH. Installation shall be in accordance with Section 02276, Erosion and Sediment Control. 3.06 MAINTENANCE A. The Contractor shall be responsible for maintaining all seeded areas through the end of his warranty period. Maintenance shall include but not be limited to, annual fertilization, repair of seeded areas, irrigation (until permanent vegetation is fully established), and weed control. The Contractor shall provide, at his own expense, protection for all seeded areas against trespassing and damage at all times until acceptance of the work. Slopes shall be protected from damage due to erosion, settlement, and other causes and shall be repaired promptly at the Contractor's expense. B. Annual fertilization shall consist of an application of 500#/acre of 10-10-10 commercial grade fertilizer, or its equivalent and 60#/acre of nitrogen in early fall, or other analysis as may be determined by soil test. Annual fertilization shall be in addition to top dressing and shall be performed by the Contractor each fall season after planting until the work is substantially complete. C. Mowing shall be scheduled so as to maintain a minimum stand height of 4-inches or as directed by the Engineer. Stand height shall be allowed to reach 8 to 10-inches prior to mowing. D. All seeded areas shall be inspected on a regular basis and any necessary repairs or reseedings made within the planting season, if possible. If the stand should be over 60% damaged, it shall be re-established following the original seeding recommendations. E. Weed growth shall be maintained mechanically and/or with herbicides. When chemicals are used, the Contractor shall follow the current Virginia Agricultural Experiment Stations'weed control recommendations and adhere strictly to the instructions on the label of the herbicide. No herbicide shall be used without prior approval of the Engineer. 3.07 CLEANUP A. The Contractor shall remove from the site all subsoil excavated from his work and all other debris including, but not limited to, branches, paper, and rubbish in all landscape areas, and remove temporary barricades as the work proceeds. B. All areas shall be kept in a neat, orderly condition at all times. Prior to final acceptance, the Contractor shall clean up the entire landscaped area to the satisfaction of the Engineer. 32135-011102910:08/08/14 02910-7 GAC Upgrades at the Urban WTPs 3.08 SEEDING SCHEDULE A. All seeding and mulching to be completed by the Contractor shall conform to Sections 3.32 and 3.35 of the VESCH. No permanent seeding shall be performed from May 1 -August 31 and November 1 —February 31. Temporary seed mixtures will be used during these times if seeding is necessary. Areas seeded with temporary seed mixtures shall be reseeded by the Contractor at no additional cost to the Owner with permanent seed as directed by the Engineer. B. Application rates of seed mixtures, lime, fertilizer, mulch and top dressing are shown in the schedule. 32135-011102910:08/08/14 02910-8 GAC Upgrades at the Urban WTPs SEEDING SCHEDULE Application Rates (Pounds/Acre) Seedb Planting Strawe Annual Mixture Season Limea Seed Fertilizera,d Mulch Topdressinga Fertilizer Comments P Feb. 15-April 30 4000 200 1000 of 4000 500 of Same as Preferred planting seasons are Sept. 1 — Sept. 1-Oct. 31 10-20-10 10-10-10 Topdressing Sept. 30 and Feb. 15—March 30. 60 of Nitrogen TW Sept. 1-Feb. 15 -c 100 600 4000 - - Over seed with Type P seed mixture during next planting season. TSP Feb. 16-Apr. 30 -c 100 600 4000 - - Over seed with Type P seed mixture during next planting season. TSU May 1-Aug. 31 -c 50 600 4000 - - Over seed with Type P seed mixture during next planting season. Footnotes: a. Application rates and/or chemical analysis shall be confirmed or established by soil test. b. On cut and fill slopes 2:1 or steeper add 20#/acre of Weeping Lovegrass to the P seed mixture in the Spring and add 20#/acre Annual Ryegrass in Fall and Winter. c. Lime requirements for temporary seeding shall be based on pH test results for site, according to the following table: pH Test Recommended Application Below 4.2 3 tons/acre 4.2 to 5.2 2 tons/acre 5.2 to 6 1 ton/acre d. Fertilizer shall be a 10-20-10 mix or equivalent nutrients. e. Alternative methods of mulching may be utilized. Alternative methods shall conform to requirements in the Virginia Erosion and Sediment Control Handbook. - END OF SECTION - 32135-011102910:08/08/14 02910-9 GAC Upgrades at the Urban WTPs This Page Left Blank Intentionally t ' • Building a Better triorid All of U s Sustainable buildings, sound infrastructure, safe transportation systems, clean water, renewable energy and a balanced environment. 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