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HomeMy WebLinkAboutWPO201800029 Plan - VSMP Minor Amendment 2019-06-06SITE DATA: TAX MAP PARCEL AND OWNER INFO: TOTAL SITE AREA: EXISTING IMPERVIOUS AREA: PROPOSED IMPERVIOUS AREA LIMITS OF DISTURBANCE: SOURCE OF SURVEY: SOURCE OF TOPOGRAPHY: BENCHMARK: SUPPLEMENTAL SURVEY: SOURCE OF WETLAND SURVEY: COUNTY, STATE: MAGISTERIAL DISTRICT: AGRICULTURAL FOREST DISTRICT: WATER SUPPLY PROTECTION AREA: WATER RESOURCE AREA: WATERSHED: MISS UTILITY TICKET NUMBER: EXISTING USE: PROPOSED USE: AREA TABULATIONS: COMP. PLAN LAND USE DESIGNATION: ZONING: OVERLAY DISTRICTS: ZMA'S RELATED TO PROFFERS: BLOCK 1 BUILDING T14i; r;:r4TFP AT FtF1 vFnF:F?i; PARCEL 06100-00-00-15400 SENIOR CENTER INCORPORATED D.B. 4147 P. 128 1180 PEPSI PL. CHARLOTTESVILLE, VA 22901 5.91 ACRES (PER ALBEMARLE COUNTY RECORDS) 5.75 ACRES (AFTER TMP 61-154E OFF CONVEYANCE) 0.22 ACRES 3.66 ACRES 6.56 ACRES ALTA/ACSM LAND TITLE SURVEY WW ASSOCIATES, INC. 6/6/2007 AERIAL SURVEY BY: VIRGINIA RESOURCE MAPPING APRIL 2005 CHISEL SQUARE ON STORM STRUCTURE EX D-9 ELEVATION = 442.89 WW ASSOCIATES, MAY 2, 2017 WILLIAMBURG ENVIRONMENTAL GROUP, DATED FEBRUARY 3, 2006 ALBEMARLE COUNTY, VA RIO N/A N/A DEVELOPMENT AREA - NEIGHBORHOOD UPPER RIVANNA RIVER N/A VACANT SENIOR CENTER PHASE 1 (COMMERCIAL) AUDITORIUM/SUPPORT 7,400 SF CAFE 900 SF CLASSROOMS 7,300 SF HEALTH CLINIC 4,200 SF OFFICES 6,300 SF PUBLIC SPACE 10,400 SF BUILDING SERVICES 6,300 SF OUTBUILDING 440 SF PHASE I TOTAL 43,240 SF SENIOR CENTER PHASE 2 (COMMERCIAL) 16,760 SF PROJECT TOTAL 60,000 GSF PHASE I ROADS/CIRCULATION = 2.10 AC BUILDINGS = 1.0 AC SIDEWALKS = 0.56 AC OPEN SPACE = 2.25 AC TOTAL = 5,91 AC PHASE II ROADS/CIRCULATIONS = 2.10 AC BUILDINGS = 1.37 AC SIDEWALKS = 0.56 AC OPENSPACE = 1,88 TOTAL = 5.91 AC MAP B URBAN NEIGHBORHOOD 2 (NEIGHBOIRHOOD AND URBAN DENSITY) NMD (NEIGHBORHOOD MODEL DISTRICT) AIRPORT IMPACT AREA - AIA STEEP SLOPES - MANAGED STEEP SLOPES - PRESERVED ZMA 2004-00007 (REVISED JULY 22, 2014) SETBACKS/BUILD TO LINE PER ZMA: FRONT BUILD TO LINE - 5.0' OR WITHIN 2'OF EXISTING EASEMENT SIDE SETBACK - 5.0' REAR - 10' STEPBACK: N/A MAXIMUM NUMBER OF EMPLOYEES: 20 MAXIMUM STRUCTURE HEIGHT: 50' ADJACENT AREAS: NORTH - RESIDENTIAL EAST - RESIDENTIAL SOUTH - BELVEDERE BOULEVARD WEST - BELVEDERE BOULEVARD PARKING SPACES REQUIRED: (SEE PARKING STUDY) PHASE I (43,240 SF) MINIMUM PARKING: 1.82 SPACES/1,000SF X 43,240SF = 79 SPACES MAXIMUM PARKING: 5.03 SPACES/1,000SF X 43,240 SF X; 110% = 239 SPACES PARKING PROVIDED: 233 SPACES PHASE I & II (43,240SF + 16,760SF = 60,000SF) MINIMUM PARKING: 1.82 SPACES/1000SF X 60,000SF = IL10 SPACES MAXIMUME PARKING: 5.03 SPACES/1,000SF X 60,000SF X 110% = 332 SPACES PARKING PROVIDED: 233 SPACES PARKING SPACES PROVIDED: 233 SPACES LOCATION TO FIRE HYDRANTS: THERE IS ONE EXISTING FIRE HYDRANT THAT SERVES THIS PROPERTY. IT IS LOCATED ON THE NORTHERN SIDE OF BELVEDERE BLVD DIRECTLY IN FRONT OF THE PROPERTY. THERE IS AN ADDITIONAL FIRE HYDRANT APPROXIMATELY 500' SOUTH OF THE SITE, ON THE OPPOSITE SIDE OF BELVEDERE BLVD, ALL LANDSCAPING AND STRUCTURES WITHIN EASEMENTS WILL BE REPLACED, IN KIND, IF EVER REMOVED BY THE EASEMENT HOLDERS DURING MAINTENANCE OR EXPANSION OF THE UTILITIES WITHIN THE EASEMENT. PROJECT TIMING: THE ANTICIPATED START DATE FOR CONSTRUCTION IS FALL 2018. CONSTRUCTION ACTIVITIES ARE ANTICIPATED TO LAST APPROXIMATELY 12-18 MONTHS. WPO VSMP PLAN WP0201800029LAMENDMENT 1 ALBEMARLE COUNTY, VIRGINIA VICINITY MAP 1 11 =1000, OWNER/APPLICANT: SENIOR CENTER INCO 0 TED 491 LIH LS LAD E DR. CHARL ESVILLE, VA 22901 CONTACT: PETER THOMPSON TELEPHONE: (434) 974-7756 EMAIL: PETER@THECENTERCVILLE.ORG ENGINEER OF RECORD: TIMIMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTfESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 EMAIL: CRAIG.KOTARSKI@TIMMONS.COM Sheet List Table Sheet Number Sheet Title C0.0 COVER C0.1 PROFFERS C1.10 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C2.0 EXISTING CONDITIONS C2.1 STEEP SLOPES C2.2 DEMOLITION PLAN C3.0 EROSION AND SEDIMENT CONTROL NOTES & DETAILS C3.*1 EROSION AND SEDIMENT CONTROL PLAN PHASE I C3.2 EROSION AND SEDIMENT CONTROL PLAN PHASE II C4.0 LAYOUT & UTILITY PLAN PHASE I C4.1 LAYOUT & UTILITY PLAN PHASE If C5.0 GRADING & DRAINAGE PLAN C5.11 GRADING SPOTS SHOTS C6.0 STORMWATER SUMMARY PLAN �.,.�C�.11 , STORMVATER MANAGEMENT PLAN" C6.2 PIPE AND INLET CALCULATIONS NUMBER 0� SHEETS= 20 WP0201800029 AMENDMENT 1 SUMMARY OF REVISIONS COVER SHEET: THE OWNER/DEVELOPER ADDRESS AND EMAIL ADDRESS HAVE BEEN REVISED. EXISTING CONDITIONS: A NOTE HAS BEEN ADDIED STATING THAT THE EXISTING CONDITIONS SHOWN MAY NOT BE CURRENT DUE TO CONSTRUCTION. E&SC: EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN REVISED TO ACCOMMODATE REVISIONS TO SITE PLAN. LAYOUT PLAN: THE SIDEWALK ON THE SOUTH SIDE OF THE BUILDING HAS BEEN REVISED. ONE CROSSWALK FROM THE PARKING LOT TO THE BUILDING HAS BEEN REMOVED. A PROPOSED RETAINING WALL HAS BEEN ADDED ON THE SOUTHWEST SIDE OF THE PARKING LOT. GRADING AND DRAINAGE: ROOF LEADERS HAVIE BEEN ADJUSTED AT THE GARDEN SHED. THE LOCATION OF STORMWATER STRUCTURE 172 HAS BEEN MODIFIED. GRADING THROUGHOUT THE PARKII`VG LOT AND SOUTH OF THE BUILDING HAVE BEEN MODIFIED. NO CHANGES WERE MADE THAT AFFECT THE ORIGINAL APPROVED WATER QUALITY AND WATER QUANTITY. STORMWATER SUMMARY: A NOTE HAS BEEN AIDDED STATING THAT NO CHANGES MADE HAVE AFFECTED THE APPROVED WATER QUALITY AND QUANTITY. PIPE AND INLET CALCULATIONS HAVE BEEN ADIDED AND REVISED DUE TO REVISIONS TO GRADING AND DRAINAGE. PROFILES: UTILITY PROFILES HAVE BEEN MODIIFIED TO REFLECT CHANGES IN SURFACE ELEVATION AND THE LOCATION OF STRUCTURE 172. SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT_ PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE APPROVED bV !hcj l,Ibernari� County Cdrnnlu:'Itv i'PvelcLmment Department Date_.. j/1 File p1x t ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DM W PV 110 THIRD STREET NE CHARLOTTESVILLE, VA 22902 434,293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET, VA 22932 434.295.8105 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 0 5 a U CRAyfsW J. A O"i'.A16KI r Lic. t-ia. 0402048507 �WI�y 7:ya co 01 N z 0 >r w J J w rz O U ISSUE DATE COUNTY SP 7/17/18 REV 1 8113118 REV 2 9/21 /18 REV 3 11/13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 COVER 6/6/2019 Original Proffer: 10/12/2005 Amended Proffer: (Amendment #_ PROFFER FORM Date of Proffer Signature 10/10/2005 ZMA # 2004-00007 Tax Map 61, Parcels 154,157,158,160,161 Tax Map 62, Parcels 2A,2B,2C,3,5, 6A Tax Map 62A3, Parcel 1 206.682 Acres to be rezoned from R-4 to .Nei hborhood INlodel District (NINID With respect to the property described in rezoning application #ZMA-2004-00007 (the "ZMA"), Belvedere Station Land Trust is the fee simple owner of the following parcels: • TMP 61-00-00-154 • TMP 61-00-00-158 • TMP 61-00-00-160 TMP 61-00-00-161 TIIVIP 62-00-00-5 TMP 62-00-00-2C TMP 62-00-00-6A ® TMP 62A3-00-00-1 Belvedere Station Land Trust is the fee simple owner of a t/2 interest, along with Charlotte G. and Jacob C. Levenson in a 5.40 acre Belvedere Road ROW associated with TMP 62-00- 00-2A, which is wholly owned in fee simple by Charlotte G. and Jacob C. Levenson Dunlora LLC is the fee simple owner of the following parcel: • TMP 61-00-00-157 Robert Hauser Homes Inc. is the fee simple owner of the following parcel: TMP 62-00-00-2I3 StoneHaus Inc. and Henry Nelson Sprouse are the fee simple owners of the following parcel • TMP 62-00-00-3 The foregoing parties are collectively referred to herein as the "Owner," which term shall include any successors in interest. All of the parcels listed above are referred to collectively as the "Property." Pursuant to Section 33.3 of the Albemarle County "Zoning Ordinance (the "Ordinance"), Owner hereby voluntary proffers the conditions listed in this Proffer Statement, which shall features to be considered in the development of the proposed subdivision. The plan shall be approved by the County Engineer prior to final approval of the subdivision plat. The Property within the subdivision shall be graded as shown on the approved plan. No certificate of occupancy shall be issued for any dwelling on a lot -where the County Engineer has determined the lot grading is not consistent with the approved grading plan. The plan shall satisfy the following: (a) The plan shall show all proposed streets, building sites, setbacks, surface drainage, driveways, trails, and other features the County Engineer determines are needed to verify that the plan satisfies the requirements of this proffer. (b) The plan shall be drawn to a scale not greater than one (1) inch equals fifty (50) feet. (c) All proposed grading shall be shown with contour intervals not greater than two (2) feet. All concentrated surface drainage over lots shall be clearly shown with the proposed grading. All proposed grading shall be designed to assure that surface drainage can provide adequate relief from the flooding of dwellings in the event a storm sewer fails. (d) Graded slopes on lots proposed to be planted with turf grasses (lawns) shall not exceed a gradient of three (3) feet of horizontal distance for each one (1) foot of vertical rise or fall (3:1). Steeper slopes shall be vegetated with low maintenance vegetation as determined to be appropriate by the County's program authority in its approval of an erosion and sediment control plan for the land disturbing activity. These steeper slopes shall not exceed a gradient ic e of two (2) feet of horizontal distance for each one (1) foot of vertical al rise or fall (2:1), unless the County Engineer finds that the grading recommendations for steeper slopes have adequately addressed the impacts. (e) Surface drainage may flow across up to three (3) lots before being collected in a storm sewer or directed to a drainage way outside of the lots. (f) No surface drainage across a residential lw shall have more than one- half (1/2) acre of land draining to it. (g) All drainage from streets shall be carried across lots in a storm sewer to a point beyond the rear of the building site. 6. Preservation of historic Structures, Sites and Archaeological Sites. 6.1 Archaeological Survey. A Phase I Archaeological Study for the Property shall be submitted by the owner to the Director of Planning for his review and approval prior to issuance of a grading permit. An archaeological resource treatment plan shall be submitted by the Owner to, and approved by, the Director of Planning for all sites in the Phase I shady that are recommended for Phase II evaluation, and/or identified as being eligible for inclusion on the National Register of Historic Places. If a Phase 11 study is undertaken, such a study shall be approved by the Director of Planning and a treatment plan for said sites shall be submitted to, and approved by, the Director of Planning for sines that are detenuined to be eligible for inclusion the National Register of Historic Places and/or those sites that require a Phase III study. If, in a Phase 11 study, a site is determined to be eligible for nomination to the National Register of Historic Places and said site is to be preserved in place, the treatment plan shall include nomination of the site to the National Register of Historic Places. If a Phase III study is undertaken for said sites, such studies shall be approved by the Director of be applied to the Property if the ZMA is approved by Albemarle County. These conditions are proffered as part of the ZMA and it is agreed that: (1) the ZMA itself gives rise to the need for the conditions, and (2) such conditions have a reasonable relation to the rezoning requested. 1. Plan Exhibits 1.1 Exhibits not in the Code of Development. The following exhibits which are not part of the General Development Plans or the Code of Development are proffered as a part of this rezoning: • Exhibit 14 Archaeological Survey Summary • Exhibit 15 Architectural Reconnaissance Survey 2. Affordable Housing. 2.1 Cash Contribution. Owner shall contribute to Albemarle County a minimum of one thousand dollars ($1,000) per single family detached dwelling unit, seven hundred fifty dollars ($750) per single family attached or townhouse unit, and five hundred dollars ($500) per multi —family condominium unit. The cash contribution shall be due and payable with each application for a building pen -nit. This cash proffer shall not apply to Carriage House units or multi -family rental housing. This cash contribution shall be used for the purpose of funding affordable housing programs including those provided by nonprofit housing agencies within Albemarle County. If this cash contribution has not been exhausted by the County for the stated purpose within ten (10) years from the date of the last payment of the contribution, all the unexpended funds shall be refunded to the Owner. 2.2 Carriage House Units. Owner proffers to require through the lot sale contracts on the Property the construction of a minimum of 103 Carriage House Units on the Property that meet the requirements for a single family dwelling as defined in the Virginia Uniform Statewide Building Code. Each Carriage House Unit shall conform to the Code of Development, Appendix A, Carriage House Units, General Standards. Each Carriage House Unit shall be on the same parcel as the primary dwelling unit to which it is accessory. Carriage House Units may not be subdivided from the primary residence. The subdivision restriction shall be described on the plat creating such parcels and be incorporated into each deed conveying title to such parcels. 3. Open Space and Greenways. 3.1 Open Space The Owner shall restrict from development all open space areas which are areas not shown as development parcels on the General Development Plan. In no event shall the total area of open space areas, which include the preservation areas, conservation areas, greenway (defined in 3.2 below), buffer and park areas shown oil Exhibits 5A, 513 and 5C of the General Development Plan, be less than twenty-five percent (25%) of the total land within the Property. These areas shall be for the use and enjoyment of the residents of the Property., subject to the restrictions that may be imposed by any declaration recorded as part of a conveyance of theseereas to a homeowner's association. Planning prior to land disturbance within the study area. All Phase I, Phase 11, and Phase III studies shall meet the Virginia Department of Historic Resources' Guidelines for Preparing Archaeological Resource Management Reports and the Secretary of the Interior's Standard and Guidelines for Archaeological Documentation, as applicable, and shall be conducted under the supervision of a qualified archaeologist who meets the qualifications set forth in the Secretary of the Interior's Professional Qualification Standards. All approved treatment plans shall be incorporated into the plan of development for the site and shall be adhered to during the clearing, grading, and construction activities thereon. 6.2 Potential Artifacts. Should Phases I or lI or III studies yield objects or artifacts of archaeological significance, these objects shall be conveyed to the Virginia Department of Historic Resources (VDHR) for long term preservation. Should Phase III fieldwork yield subsurface architectural features and artifacts related to 18a'- or early 19"'-century domestic occupations at Free State, and should these sites be deemed archaeologically significant by archaeologists with the Digital Archaeological Archive of Comparative Slavery (DAACS) based at the Thomas Jefferson Foundation, these artifacts will be submitted to the archaeologists at the Thomas. Jefferson Foundation for analysis and entry into DAACS prior to being conveyed to the VDHR. The Owner will be solely responsible for conveying all artifacts analyzed by DAACS to the VDHR within thirty (30) days of receipt of such artifacts. 6.3 Roadside Markers. Upon request by the County, the Owner shall contribute up to five thousand dollars ($5,000) cash to fund the cost of creating and installing two roadside historical markers as described in section 5 of the Code of Development. If the request is not made within one (1) year from the date of approval of the first final site plan for Phase 1, this proffer shall become null and void. If such cash contribution is not expended for the stated purpose within two (2) years from the date the funds were contributed to the County, all unexpended funds shall be refunded to the Owner. 7. Phasinp, and Mitigation of Impact. 7.1 Phasing, Phases of Belvedere infrastructure will be constricted sequentially beginning with Phase 1, then 2, etc. This proffer shall not restrict the Owner's ability to develop multiple phases concurrently nor shall it require the completion of all buildings and other improvements in one phase before beginning construction on the next. 7.2 Mitigation of Construction Traffic Impact. The Owner shall neither establish, nor allow to be established, ingress or egress for any vehicle, heavy equipment, or farm machinery or farm equipment to and from the Property except at the intersection of the alignment of Belvedere Boulevard and East RioRoad, as shown on Exhibit 2B, and from the northern segment of Free State Road that crosses Free State Bridge, as shown on Exhibit 1, of the General Development Plan, or on any public street shown on a final subdivision plat that has been constructed and accepted by VDOT or bonded for acceptance by VDOT. For purposes of this proffer, the term "vehicle" means every device on or by which any person or property is or may be transported or drawn on a highway, except devices moved by human power or used exclusively on stationary rails or tracks, that are used in the construction on or below the Property, including all improvements placed on the property by the Owner, its contractors, subcontractors or agents. The term "heavy equipment" means self-propelled, self -powered or pull -type equipment and machinery, including engines, weighing five 32 Greenway= The Owner shall dedicate and convey to Albemarle County, upon demand by the County, a strip of land no less than one hundred (100) feet in width and adequate in width to accommodate the construction, maintenance and use of a ten (10) foot wide pedestrian trail along the Rivanna River from the Property's boundary with Dunlora Farm (Tax Map 62 Parcel 16-A) to the Property's boundary with the Southern Railway right- of-way (as it exists on November 19, 2004) (the "Greenwa;" ). The precise location of the greenway shall be mutually agreed upon by the Owner and the County, and such agreement shall not be unreasonably withheld. The Greenway will be conveyed in the form of a general warranty deed and the Owner shall bear the cost of a survey and preparing the deed. Upon request by the County, the Owner shall also contribute ten thousand dollars ($10,000) cash for application toward the cost of constructing the Greenway according to the County's current standards for a class B trail. Such contribution shall be made by Owner within 30 days of receipt of a written request by the County. If the request is not made within seven (7) years from the date of submission of the first final site plan for Phase 1, this cash proffer shall become null and void. If such cash contribution is not fully expended for the stated purpose within two (2) -years from the date the funds are contributed to the County, all unexpended funds shall be refunded to the Owner. If the greenway is not used for the purpose for which it is dedicated within ten (10) years from the date of dedication, the County shall transfer the land back to and for the use of the Owner to be used as open space. The Owner will provide a pedestrian connection to the Greenway through the Belvedere Community's internal trail system, as illustrated in Exhibit 5A, 5B, and 5C. 3.3 Greenway bridge: Within thirty (30) days following request by the County, Owner shall contribute ten thousand dollars ($10,000) cash for application toward the cost of constructing a pedestrian bridge linking the Rivanna River Greenway in Dunlora (Tax Map Parcel 62F-A3) to RiverRun (Tax Map Parcel 62-DI-IA), thereby allowing neighborhood residents access to facilities in Pen Park and other portions of the Greenway system. If the request is not made within seven (7) years from the date of submission of the first final site plan for Phase I, this proffer shall become null and void. If such cash contribution is not expended for the stated purpose within two (2) years from the date the funds were contributed to the County, all unexpended funds shall be refunded to the Owner. 4. Road Construction and Reservation of Right-of-way. 4.1 North Free State Connector Road. The Owners shall dedicate upon demand by the County a one hundred (100) foot wide right-of-way to public use as shown on Exhibit 2B of the General Development Plan and labeled "Reserved Road ROW". Where less than one hundred (100) feet of right-of-way is available on the Owner's Property (Approximately the first 800 feet from Rio Road), the Owner shall dedicate the available right-of-way. Fee simple interest shall be dedicated by the Owner within six (6) months following receipt by the Owner of written notice of demand by the County. The Owner shall pay for the costs of surveying and preparing deeds necessary to complete such dedication. The County must accept the dedication within twelve (12) months following its demand for dedication. 4.2 Future North Free State Connector Extension Road. The Owner shall dedicate a one hundred (100) foot strip of land along the Property boundary with the Norfolk Southern Railroad as shown on Exhibit 2C of the General Development Plan and labeled "100' Reserved Road ROW" for dedication upon demand by the County for the purpose of constructing a road that extends the North Free State Connector Road northward across the thousand (5,000) pounds or more, primarily employed for construction, industrial, maritime, mining and forestry uses. 8 Code Enforcement 8.1 Standards — S ids The Owner shall prepare and record a declaration of covenants, conditions and restrictions that, among other things, establishes architectural standards equal to or more stringent than the architectural standards in the Code of Development, and establishes an Architectural Standards Committee ("ASC"). The declaration shall include among the powers and duties of the ASC the authority and responsibility to determine that each structure within the Property complies with all applicable architectural standards before submitting the proposal to the County to conduct its review for compliance with the architectural standards established in the Code of Development. Signatures of All wners: Printed Names of All Owners: Date: Beivedere S[ tion Land Tru : Trustee Dunlora LLC by Robert Hauser Ho es Inc. Manager by: s� .Hauser 11 �` Ro rt au r Homes ne. by CEO StoneHaus, Inc. by CEO Henry son Sprouse I � ti,C.vensonX G Qm UY, h Q Y 1 rD J LS--v C Y7S0 f ©� //(�i5 Charlotte G. Levenson Signature of Attorney -in -Fact Printed Name of Attorney -in -Fact Rivanna River. The Owner shall dedicate right-of-way within six (6) months following written notice of demand by the County. Such reservation shall remain in place through December 31, 2025. The County must accept the dedication within twelve (12) months following its demand for dedication. Should this road be removed from the Albemarle County Comprehensive Plan, said reservation shall become null and void, and the Owner or Successors shall retain fee simple ownership of the parcel. 4.2.1 North Free State Connector Extension Road Design. The Owner shall demonstrate to the satisfaction of the County Engineer and VDOT that the North Free State Connector Extension Road can be accommodated by the Block 2 Development Plan. Approval by VDOT and the County Engineer must be secured prior to final platting and road plan approval in Block 2. 4.3 Free State Road Right-of-way_ The Owner shall dedicate, upon demand by the County, a fifty (50) foot wide right-of-way along portions of the existing Free State Road that are on the Owner's Property from its proposed intersection with Belvedere, Blvd between Road C and Road K to its intersection with Loring Run Road. Where the road is only partially on the Property, the Owner shall dedicate sufficient right-of-way width to ensure a total right-of-way of not less than fifty (50) feet inclusive of the existing proscriptive right- of-way. The right-of-way shall be conveyed within six (6) months following receipt of written notice by the County, in the form of a general warranty deed and the Owner shall bear the cost of a survey and preparation of the deed. If the dedicated land is not used for the purpose for which it was dedicated within two (2) years from the date of dedication, the County shall transfer the land back to, and for the use of, the Owner. 4.4 Connection to Dunlora Farm. The Owner shall dedicate upon demand by the County, a fifty (50) foot wide right-of-way extending from Road D to the property line at the eastern terminus of Road J, as shown on Exhibit 2C of the General Development Plan. The right-of-way shall be conveyed within six (6) months following receipt of written notice by the County, fee simple, in the form of a general warranty deed and Owner shall bear the cost of a survey and preparation of the deed. The County must accept the dedication within twelve (12) months following its demand for dedication. If the dedicated land is not used for the purpose for which it was dedicated within ten (10) years from the date of dedication, the County shall transfer the land back to, and .for the use of, the Owner. 4.5 Fairview Access. The Owner agrees to provide to Fairview Swim Club—ew;•f a fifty (50) foot wide access easement from Belvedere Drive to the edge of the Fairview Swim Club Property, (Tax Map Parcel 61-160B and 61-160C) to facilitate vehicular access to the existing Fairview entrance or in other such location that is mutually agreeable to the parties and in conformance with applicable County and VDOT regulations. The Owner shall grant easement within sixty (60) days following approval of final road plan for Belvedere Boulevard in Phase 1. 5. Overlot Gradinp- Plan 5.1. Subdivision Plans. The Owner shall submit an overlot grading plan meeting the requirement of this section (hereinafter, the "plan") with the application for each subdivision of Property into single family detached lots and single family attached dwelling units shown on the General Development Plan. The plan shall show existing and proposed topographic RECEIVED nr APR 16 2013 °S P7r?GIi�1A COUNTY OF ALBEI IA12LE Department of Community Development 401 McIntire Road, Room 227 Charlottesville, Virginia 22902-4596 Phone f4341296-5832 Fax (434) 972-4126 March 28, 2013 White, Herbert, P.E. 3040 Avemore Square Plaza Charlottesville, Va 22911 RE: SDP201100064 Senior Center — Belvedere, Block 1 Dear Mr. White: On March 13, 2013 the Board of Supervisors approved the following variations as follows: Variation #49 ' To allow the maximum "Front build -to distance from street" far the building to vary from the distance of F specified in Table 10 of Belvedere's Cade of Development (page 36) to be increased to 2' beyond any existing utility easements that have been located along the road. This approval was based on the following condition: • Table 10 of the Belvedere Code of Development must be updated prior to Final Site Plan approval. Variation #50 To allow a variation of building massing, interior parking access road and parking layout from that shown in the ZMA exhibits titled "Block 1 and 2 General Development Plan Exhibit 2B" and "Block 1 and 2 Potential Development Scenario Exhibit 4". This approval was based on the following conditions: • The 'Pergola and Garden' feature along Belvedere Boulevard, as shown on the exhibit, will be required in addition to all standard street tree, parking lot, and site plan landscape requirements. • An updated description of Block 1 in the Belvedere Code of Development must be provided prior to Final Site Plan approval. Variation #51 To allow on -street parking along both sides of the "Parkway Section" of Belvedere Boulevard within Block 1 and the addition of a sidewalk on the far side of the road from the Senior Center for pedestrian access to the parallel parking, which is a variation from both the ZMA and the approved "Belvedere BLVD -- Phase 1 Road & Drainage improvements" Site Plan (see section labeled "Belvedere Boulevard —100' R/W Parkway Section" on sheet 6 of 23), This approval was based on the fallowing conditions: A minimum nine foot (9') paved parallel parking area must be provided on each side of the road section. Travel lanes will remain twelve feet (I T) in width, free of on -street parking. Five feet (6) striped bikes lanes will be provided on both sides of the road section as indicated in the Code of Development. A minimum six feet (6)' planting strip is required between the road and the 8' multi -purpose trail, as previously approved. A four foot (4') planting strip and five feet (5') sidewalk must be provided on the opposite side of Belvedere Blvd for safety and pedestrian access. • The full width of the rnuitl-purpose trail must be within the Belvedere Blvd right-of-way. Either a boundary line adjustment or realignment of the road section Will be required. • As shown on the exhibit, bike lanes must be provided on both sides of Belvedere Blvd. • Revised road plans must be approved by the County Engineer and VDOT. Work with the County Engineer to provide additional traffic calming measures to their satisfaction. • A revised Water Protection Ordinance plan must be approved by Engineering. • VDOT acceptance of Belvedere Boulevard. • An updated Table 8 showing the changes listed above (and variations #49 & #60) must be provided as part of an updated Code of Development and Application Plan reflecting all variations approved since February 2, 2010 (the latest Code revision date) comprehensively prior to Final Site Plan approval. Please contact me if you have questions regarding this matter. Sincerely, 0"46tIC- David Benish Chief of Planning CC: Belvedere Station Land Trust-, Robert M Hauser & Stan C Manoogian Trs 2421 Ivy Rd Charlottesville Va 22903 File: SDP2011-00064 IL o 0= r 098 0 i • U) • Z U • a • �o E� v Fo r ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DMWPV 110 THIRD STREET NE CHARLOTTESVILLE, VA 22902 434.293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET,VA 22932 434.295.8105 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 V lot u CltA-if}vv. J. KurARSKI Lic, No. 04020418507 V%NAL .� fair ?.;"Ln LLJ ISSUE DATE co 0 w N N Q Z c5 tr W J J W O U COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21 /18 REV 3 11/13/18 REV 4 12/13/18 REV 5 1 /10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6119 REV 9 6/27/19 PROFFERS 6/6/2019 CfZ��i LEGEND ROADS SEWER TRAFFIC STOP BAR ,-- - , - EXISTING SANITARY SEWER STORM PIPE &STRUCTURE N0. `-- ® S PROPOSED SANITARY MANHOLE DROP INLET & STRUCTURE NO. SAN-■-- PROPOSED SANITARY SEWER CURB CURB & GUTTER WATER DRY CURB & GUTTER. _ EXISTING WATER LINE PROPOSED PAVEMENT g* W PROPOSED WATER LINE PAVED DITCH 80 w PROPOSED VALVE - JUTE MESH DITCH i.i 8» W PROPOSED TAPPING SLEEVE - CENTERLINE OF DITCH PROPOSED FIRE HYDRANT (COMPLETE) BENCH MARK . .... .. . CLEARING LIMITS GRADING -�' R-1 VDOT STANDARD STOP SIGN -- 200 EXISTING CONTOUR TC = TOP OF CURB BC = BACK OF CURB 200 PROPOSED CONTOUR EP = EDGE OF PAVEMENT TW = TOP OF WALL + 240.5 EXISTING SPOT ELEVATION BW = BOTTOM OF WALL TC 240.5 f PROPOSED SPOT ELEVATION TS = TOP OF STAIRS BS = BOTTOM OF STAIRS 10 PARKING COUNT N/A = NOT APPLICABLE TO THIS PROJECT GENERAL NOTES 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR 1f0 CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI A117.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE VNEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TIO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, 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 VIRGINIA REGULATIONS VR 625-02-00 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 PLAN APPROVING AUTHORITY. 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 MEASURES 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 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 MATERIALS SHALL BE TAKEN TO AN APPROVED 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 MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 115. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 116. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX 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 AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 1'a MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) Iff. � 3_ oo ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-6 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DMWPV 110 THIRD STREET NE CHARLOTTESVILLE, VA 22902 434.293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET, VA 22932 434.295.8105 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 C 0 C%. UGW J. YO'rA.RSKI Li W. lNo. 04020,18507 6127,119 tOI`FAL co 0 rn N N z C7 w J J w O J U ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11 /13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 NOTES & DETAILS 6/6/2019 GR-2,2A a� N x GR-2A (3'-1%2' POST SPACING) MAX DYNAMIC DEFLECTION - 2' y." n,d CRT POST N x * HEIGHT TOLERANCE ' Y4" GR-2 (W-3" POST SPACING) MAX DYNAMIC DEFLECTION - 3' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05. FOR DETAILS OF RAIL ELEMENT, RAIL SPLICE JOINT, W-BEAM BACK-UP PLATE, AND ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN Y" FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND G$-2A4RAIL SHALL BE MAINTAINED AT A HEIGHT OF 27AV _ �" TOLERANCE BASED OFF THE FINISHED GRADE CENTERLINE ELEVATION, PAVEMENT CROSS SLOPE, OR SHOULDER SLOPE. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. SHEET 1 OF SPECIFICATION REFERENCE STANDARD BLOCKED -OUT W BEAM GUARDRAIL (STRONG POST SYSTEM) 221 505 VIRGINIA DEPARTMENT OF TRANSPORTATION REV. 7/05 501.04 EC-1 DETAIL_ 1 DETAIL 2 GE FA SECTION A -A SECTION B-B TYPE OF OUTLET PROTECTION MATERIAL MAXIMUM OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM "T" (INCHES) CLASS Al CLASS Al DRY RIPRAP 8 fps 18 CLASS I CLASS I DRY RIPRAP 14 fps 24 CLASS I CLASS II DRY RIPRAP 19 fps 36 SPECIFICATION REFERENCE 204 245 303 SECTION A -A NOTES: 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S IS TO GOVERN THE PROTECTION OUTSIDE THE CHANNEL WIDTH (W). 2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL OR ENDSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN ABOVE. 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS Al ,I, AND I MATERIALS IN ACCORDANCE WITH THE SPECIFICATIONS. 4. S - DIAMETER OF (CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. H - DIAMETER OF (CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH CULVERT. X USE TYPICAL SECTIION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. OUTLET PROTECTION MINUMUM LENGTH (L) TYPE A INSTALLATION 3H TYPE B INSTALLATION 5H 'VDOT CULVERT OUTLET PROTECTION ROAD AND BRIDGE STANDARDS VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET i OF 1 113.01 5" LUCKSTONE SHOULDER MIX �"_ o o W11- 8" TYPE 21 B AGGREGATE BASE COURSE O O O O O O O COMPACTED SUBGRADE DENOTES EMERGENCY VEHICLE TURNAROUND ON PLANS r w EMERGENCY VEHICLE TURNAROUND SECTION No Scale UMINOUS CONCRETE SURFACE COURSE - SM-9.5A ING AGGREGATE BASE COMPACTED SUBGRADE MILL AND OVERLAY SEQUENCE: REMOVE EXISTING ASPHALT. COMPACT AND ROLL TEST EXISTING BASE COURSE. THEN PLACE NEW ASPHALT SURFACE. «: DENOTES MILL AND OVERLAY ON PLANS MILL AND OVERLAY PAVEMENT SECTION No Scale CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN LOCATION (VAN) HANDICAP SIGN LOCATION (TYP.) EOP PAINTED 18' 1 PER 2% MAX. VDOT T 411SPEC. 8' 5' 8' 11' 5' TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale "'EDGE OF PAVEMENT 4" PAINTED STRIPE (TYPICAL) I 9 I _ REGULAR SPACE 1' • =11.= 11=11.=1 � - i• 1 AIL=11E =IL :Il ��i• • 111-11=a :�•:t: - �.. I 11.=.11�,: ��-I.gIL=.I1.=1C=.11:.ti �=1*:•--- • .. •., ."� Ili!- ' .. 11.=11=ll= 11=11= I?IL= EXTERIOR STAIRS & HANDRAIL No Scale -STEEL CAP 6" DIA. STEEL PIPE FILLED WITH CONCRETE AND POWDER CORNED 3.5' a (COLOR TO BE SELECTED BY OWNER) PAVEMENT PATCH � ffillj �II1=_1r1I.II�•IIr 114 +....� III t, y 3.5' a " •. 2'-0" DIAMETER 3,000 PSI AIR -ENTRAINED CONC. FOOTING 2" MINIMUM CONCRETE BELOW STEEL PIPE BOLLARD DETAIL No Scale 4" 57 STONE COMPACTED SUBGRADE DENOTES CLASS B TRAIL ON PLANS CLASS B TRAIL SECTION No Scale 00 0 8" 57 STONE COMPACTED SUBGRADE DENOTES GRAVEL ROAD ON PLANS GRAVEL ROAD SECTION No Scale R- 1/„ CONTROL JOINT SPACED AT WIDTH OF WALK EXPANSION JOINT AT MAX OF 30', WITH PREMOLDED EXPANSION FILLER CONCRETE SIDEWALK JOINT DETAIL No Scale SIGN AND POST DETAIL No Scale 7-1/2" CONC. WALK 4" 21-B STONE 3TH 0.5' FROM EP ANCHOR WITH 5/" REBAR IMBEDDED 24" IN GROUND; 2 PER WHEEL STOP PRECAST CONCRETE WHEEL STOP No Scale INS PEN�A TY RE Maly TOW AWAY ZONE TOW AWAY ZONE _F VAN 6' ABOVE ACCESSBLE 6' ABOVE FINISHED FINISHED GRADE GRADE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. PARKING SIGNS FOR THE DISABLED No Scale 6, ° a ° A d 5' NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% I {9 TKZ2=o W 4" 3,000 PSI AIR -ENTRAINED " �_ CONCRETE COMPACTED SUBGRADE 4" TYPE 21B STONE COVER ce DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PG a ACCORDANCE WITH VDOT STANDARDS. 820-B EAST HIGH STREET • ° e, CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 CONCRETE SIDEWALK PAVEMENT SECTION LOVELA D,OH4ER D LOVELAND, OH 45140 No Scale 513.444.4877 EXPANSION JOINT WITH PREMOLDED EXPANSION FILLER, "ZIP STRIP" OR EQUIV., SEAL WITH SILICONE SEALANT LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER . 1/4" SEALANT TIMMONS GROUP NON -SLIP BROOM FINISH 606 PRESTON AVE, SUITE 200 WWF 6X6 W2.9XW2.9 CHARLOTTESVILLE, VA22903 434.327.1688 2 — . STRUCTURAL ENGINEER d 10" 3,000 PSI AIR ENTRAINED PORTLAND DMWPV 4 ad CEMENT CONCRETE 110 THIRD STREET NE a <a -- -- ----- --- - -- --- ------ CHARLOTTESVILLE, VA 22902 434.293.5171 o 0 0 0 6" TYPE 21A STONE COVER MEP ENGINEER '—�— ( ) / COMPACTED SUBGRADE CBR 11.2 STAENGERING ���\\/� ,�\/�A 1159 CROZET AVENUE, SUITE A 1159CR ZETAVENUE, CROZET,VA 22932 434.295.8105 OWNER'S REPRESENTATIVE d DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS MATTHEWS DEVELOPMENT COMPANY 434.972.7764 HEAVY DUTY CONCRETE SECTION No Scale ".5" ASPHALTIC CONCRETE SURFACE ;OURSE - SM-9.5A 1.5" INTERMEDIATE BASE COURSE - BM25.0 I" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2.5" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 0 o O 6" TYPE 21 B AGGREGATE BASE COURSE 0 0 0 0 // COMPACTED SUBGRADE ..............................:..,.:::.: DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale EXISTING PAVEMENTI PROPOSED PAVEMENT > D- SAWCUT THROUGH a MATCH EX. CROSS U EX. SURFACE w SLOPE UNLESS OTHERWISE X COURSE w SPECIFIED ON PLANS REMOVE I& PAVEMENT PROPOSED 2' MIN. SURFACE 2" + I I// COURSE \ ' EXISTING PAVEMENT rz MILL EX. SURFACE COURSE SAWCUT EX. BASE COURSE EDGE OF PAVEMENT AGGR. BASE NOTE: PROPOSED PAVEMENT MUST TIE IN WITH EXISTING PAVEMENT 0 c: J CI�AIG W J. K-GrARSKf y J.,ic. No. 04020=I8307 o 6127,11 �011FAL 0 F� v M O N N 4 z Cr > J J W O a s U ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21118 REV 3 11/13/18 REV 4 12/13/18 REV 5 1/10119 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 NOTES & DETAILS 6/6/2019 Ci.i CURB TRANSITION DETAIL No Scale PAVEMENT REPLACEMENT JOINT DETAIL No Scale SPECIFICATION CLAUSE ip I J S100K POWERDRAIN - LOAD CLASS A EXPANSION JOINT TO PAVEMENT PER SEE NOTE 4 ENGINEER'S DETAILS DESIGN %f SEE NOTE 3 DOCUMENTS GENERAL THE SURFACE DRAINAGE SYSTEM SHALL BE POLYMER CONCRETE S100K CHANNEL SYSTEM WITH DUCTILE IRON RAILS AS MANUFACTURED BY ACID 4 POLYMER PRODUCTS, INC. d MATERIALS 4 CHANNELS SHALL BE MANUFACTURED FROM 4 © TER LY IN POLYMER CONCRETE WITH AN POLYESTER RESIN L� INTEGRALLY CAST -IN DUCTILE IRON RAIL. d. MINIMUM PROPERTIES OF POLYMER CONCRETE WILL FO OLLOWS: LLOWS: d COMPRESSIVE STRENGTH: 14,000 PSI FLEXURAL STRENGTH: 0 PSI TENSILE STRENGTH: 00 PSI 1,5 © WATER ABSORPTION: 0.07% 4" [100mm] / / FROST PROOF YES / DILUTE ACID AND ALKALI RESISTANT YES Q B117 SALT SPRAY TEST COMPLIANT YES d THE SYSTEM SHALL BE 4" (100mm) NOMINAL INTERNAL WIDTH WITH A 6.29" (160mm) OVERALL AND A BUILT-IN SLOPE OF 0.5%. CHANNEL WIDTH INVERT SHALL HAVE DEVELOPED "V" SHAPE. ALL CHANNELS SHALL BE INTERLOCKING WITH A MALE/FEMALE JOINT. --� 4" [100mm] 4" [100mm} I` THE COMPLETE DRAINAGE SYSTEM SHALL BE BY ACID POLYMER PRODUCTS, INC. ANY DEVIATION OR PARTIAL SYSTEM DESIGN AND/OR IMPROPER INSTALLATION WILL VOID ANY AND ALL WARRANTIES PROVIDED BY ACID POLYMER PRODUCTS, INC. NOTES: 1. IT IS NECESSARY TO ENSURE MINIMUM DIMENSIONS SHOWN ARE SUITABLE FOR EXISTING GROUND CONDITIONS. CHANNEL SHALL WITHSTAND LOADING TO PROPER ENGINEERING ADVICE MAY BE REQUIRED. LOAD CLASS AS OUTLINED BY EN 1433. GRATE TYPE 2. MINIMUM CONCRETE STRENGTH OF 4,000 PSI IS RECOMMENDED. CONCRETE SHOULD BE VIBRATED TO ELIMINATE SHALL BE APPROPRIATE TO MEET THE SYSTEM LOAD AIR POCKETS. CLASS SPECIFIED AND INTENDED APPLICATION. 3. EXPANSION AND CONTRACTION CONTROL JOINTS AND REINFORCEMENT ARE RECOMMENDED TO PROTECT CHANNEL GRATES SHALL BE SECURED USING 'POWERLOK' AND CONCRETE SURROUND. ENGINEERING ADVICE MAYBE REQUIRED. BOLTLESS LOCKING SYSTEM. CHANNEL AND GRATE 4. THE FINISHED LEVEL OF THE CONCRETE SURROUND MUST BE APPROX. 1/8" [3mm] ABOVE THE TOP OF THE CHANNEL EDGE. SHALL BE CERTIFIED TO MEET THE SPECIFIED EN 5. CONCRETE BASE THICKNESS SHOULD MATCH SLAB THICKNESS. ENGINEERING ADVICE MAY BE REQUIRED TO 1433 LOAD CLASS. THE SYSTEM SHALL BE INSTALLED DETERMINE PROPER LOAD CLASS. IN ACCORDANCE WITH THE MANUFACTURER'S 6. REFER TO ACO'S LATEST INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS. INSTRUCTIONS AND RECOMMENDATIONS. SK1-A-ECP S100K - POWERDRAIN - LOAD CLASS: A ACO Polymer Products, Inc. M1Pinecone Exposed Concrete Pavement 825 W. Beechcraft St 9470 Dr. 4211 Pleasant Rd. Casa Grande, AZ 85122 Mentor, OH 44060 Fort Mill, SC 29708 INSTALLATION DRAWING - ACO DRAIN Tel:520-421-9988 Tel:440-639-7230 Tel:440-639-7230 DATE:08/25/15 Fax:520-421-9899 Fax:440-639-7235 Fax:803-802-1063 NYLOPLAST DRAIN BASIN WITH PEDESTRIAN GRATE (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSITAKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (6" MIN. ON 12" - 24", 10" MIN. ON 30") (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE (ADS N-12MANCOR DUAL WALL, ADSIHANCOR J SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C9004C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 1- 12"- 30' PEDESTRIAN GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50.05. 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HOPE (ADS N-12/RANCOR DUAL WALL), N-12 HP, & PVC SEWER (4"-24'). 5 - ADAPTERS CAN BE MOUNTED 0° TO 360'. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. 6 - 12" - 24" PEDESTRIAN GRATES SHALL MEET H-10 LOAD RATING. 30" PEDESTRIAN GRATE SHALL MEET H-20 LOAD RATING (SEE DRAINING NO.7001-110-144 FOR H-20 TRAFFIC LOAD GUIDELINES). PB-1 TOP OF FILL GROUND LINE - 12" MIN WIDTH GUIDELINE 6" MIN THICKNESS GUIDELINE (6) MEDIUM DUTY TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST (5) ADAPTER APLE BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, 0- VARIABLE 0'-360' TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. ACCORDING TO PLANS SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. a T !F (3) VARIABLE SUMP DEPTH _ ACCORDING TO PLANS (6" MIN. ON 12" - 24, 10" MIN. ON 30" 4" MIN ON 12" - 24" BASED ON MANUFACTURING REQ.) 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER V1_ GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS Ill MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE 12" - 30" PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS, THE RECEIPT DRAWN BY EBC MATERIAL 3130 VERONA AVE BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSEE THE USE OF THE DESIGN OR DATE 4-20.07 PVC PHN (770) 932.2443 N��® �+�St FAX (770) 932-2490 TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS www.nyloplast-us.com REVISED BY NMH DATE 03.11.16 PROJECT NO.INAME TITLE DRAIN BASIN WITH PEDESTRIAN GRATE QUICK SPEC INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001-110-283 REV D PERMISSION FROM NYLOPLAST. �2013 NYLOPLAST NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF F(LLzis TOP OF FILL MIN. 1/10 D X D X BEDDING MATERIAL NORMAL EARTIH FOUNDATION MIN. 1.5 x D MIN. 1.5 x D TOP OF FILL GROUND LINE _ + 0 O N a ,6-GROUND LINE J -' ROCK OR + UNYIELDING n BEDDING Iil -EARTH SOIL o I I �I L� MATERIAL MIN. 1/10 D X D _1__ BEDDING MATERIAL PER 1' OF H MIN. 8", MAX. 24" ROCK FOUNDATION PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN. 1.5 x D TOP OF FILL MIN. 1/10 0-J j _ - x D X FOUNDATION SOFT, YIELDING, OR OTHERWISE UNSUITABLE MATERIAL MIN. 1.5 x D MIN. 1.5 x D TOP OF FILL - rrrr rr r,rrrrr • - -- rrrrrr, rrrrrrr.• - - - rrrrrrrrrrr:rrr rr,rrirrrrrrrrr -- �r err.- ,rrrr • rrrrr � rr, ;ter, : rrrrrrr,�rrrrrr rrrrrrrrrrr,�r - � = rr; 'Err.• N - :rrrr rrr = _-- rr�rrrrrrrr� rrrrrrrrrrr - rr ,-r • � GROUND "' •rrr rr, ; `'' -= rrrrrrrr, ,� Jrrrrrrrrr . _ r d rr• GROUND = rrrrrrrrrr d rrrrrrrrr -GROUND LINE o �•:� LINE o = 01 _ -LINE i{{ {II,III-iIi_II{1 II EARTH II / // lI; MIN. 1/10 D ROCK DI -a UNYIELDING .. _ .._ _.-. MIN. 1/10 D X D X BEDDING /2" PER =III=III-III_ III_ SOIL - -- MATERIAL MIN. I� - ~ MI. H X D X BEDOtNG EARTH MIN. 8", BEDDING MATERIAL MAX.24" MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL BEDDANCE WITH AL 17/77/771 SSECCDTION NG MAT302EOF THE ROADRI IN AND BRIDGE ® EMBANKMENT NOTES- SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES SPECIFICATIONS. ON SHEET 107.00. REGULAR BACKFILL MATERIAL IN ACCORDANCE FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE rrr IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE rrrr, FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL USED IN PLACE OF CLASS I BACKFILL. IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. `VDOT INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 4 REVISION DATE CIRC. PIPE BEDDING AND BACKFILL - METHOD ''A" 302 107.01 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 NOTES., 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. - 4• THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (15" DEPTH) OR INCREASED AS MUCH AS 3" (21" DEPTH)IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE, THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE w FOR A DECREASE OR AN INCREASE IN DEPTH, a 5, CG-2 IS TO BE USED ON ROADWAYS MEETING Z THE REQUIREMENTS FOR CG-6 AS SHOWN IN w UJI APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, V)) IN THE SECTION ON GS URBAN STANDARDS. 4" �2" RADIUS ro ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED SPECIFICATION REFERENCE 105 502 CG-3 ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE 201.02 4" �2„ R D,p o a o D,o • a ' .a a a a .Q o D.o6D�o6D Dp;PD.p'D 6" STANDARD 6" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION 2" 5" 2" 'R o D , 1" R 'D n� SURFACE D D :ram :- Z p 6Q OQ , P D BASE D D D P D.DDP• SUBBASE 7„ NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4• THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE, THE DEPTH IS TO BE 16" AS SHOWN. NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REQUIREMENTS FOR CC-7 AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10' OR THE CHANGE IN STANDARDS CAN BE MADE AT REGULAR OPENINGS. STANDARD 4" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION R CG-2 CG-12 NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING: HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS) CURB WHEN REQUIRED (CC-2 OR CG-3 IN LINEAR FEET) 1. THE GENERAL NOTEDETECTABLE WARR Ic G SHALL BE PROVIDED BY TRUNCATED DOMES. EACH COFBTHE LE NABOVE ITEMS ARNING ASEA SEPARA (AREA IN EOPAY EITEM DAND SHOULD 2. DETECTABLE 'WARNING SHALL BE FROMTHE MATERIALS APPROVED LIST FOR BE SUMMARIZED FOR EACH CURB CUT RAMP. DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET SIDEWALK RAMP 12:1 MAX THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE 48:1 MAX WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND SPECIAL DESIGN SECTION FOR APPROVAL. \ i-' 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP 4' FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. 4. IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF 10:1 MAX PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. O 'A TYPE A = 5. REQUIRED BARS ARE TO BE NO.5 X 8" PLACED 1'CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM PERPENDICULAR `O CONCRETE COVER 11/2". 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS \ \�,`,\`�i`iyis IN • u, ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER, v\ �\>r•iJr jirYj��✓i�i� r��i\9 5 M • Vim !� iG>r hAX • x 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED r'� a SURFACE z S Y THE ENGINEER. THEY AR T PROVIDED AT INTERSECTIONS R T4 WHEREVER V R f B E ENG EE E E 0 B£ DED t E SEC ONS W E E E 12:1 MAX ;as= AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY Z CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OR NONEXISTENT. THEY MUST BE LOCATED 'WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT ! 5:BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE TYPE B `_ HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS PARALLEL o BASE UNOBSTRUCTED. STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND USED BY PEDESTRIANS.jv\� fir\ �> `rry� \ ' r 8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT ri\\ r t1 MAX ARCHITECT THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND 12:1 MAX 11 BUSHMAN DREYFUS ARCHITECTS, PC THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS y� III -IT-_ PERPENDICULAR TO THE CURB. 5' MIN XX X '71 II 11CjII -I_I�I - IF=1 I 11-11FzII1- 820-B EAST HIGH STREET - _ CHARLOTTESVILLE VA SUBBASE 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADIICANNOT L--.I 1 LI- F71_ I-iI-II-I ��:'� c'�?��a =11L� 22902 ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK II��I II Il =11 (=L $awll %a 434.295.1936 4' MIN tea:..°• TRAFFIC, REFER TO STANDARD CG-13, COMMERCIAL ENTRANCE WEAVY AT X , 2" HIGHER THAN TRUCK TRAFFIC)FOR CONCRETE DEPTH. T EDGE OF PAVEMENT 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, ` AT W X , SAME AS TOP OF CURB SENIOR CENTER DESIGN CONSULTANT THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. LIFESPAN DESIGN STUDIO, LLC 11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), TYPE C 554 BAXTER ROAD A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PARALLEL & PERPENDICULAR LOVELAND, OH 45140 INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4' LANDING AREA MAY INCLUDE THE GUTTER PAN. TRUNCATED DOME n 513.444.4877 12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF 1.6"-2.4" C-C i° CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE 0 WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD O O O O O O z LANDSCAPE ARCHITECT -MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH THE BACK OF CURB. 0 0 0 O O O O O 0 O 0 O PRAY DESIGN ASSOCIATES 0 0 0 0 0 0 0 0 0 0 0 0 E)- 1012 WILDMERE PL aax� LANDING RAMP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CHARLOTTESVILLE, VA 22901 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IN434.242.7642 $° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 O 0 0 0 0 0 CIVIL ENGINEER 50L-65Z OF BASE DIAMETER O O O O O O O O O O O O O O O v TOP DIAMETER TIMMONS GROUP DETECTABLE WARNING AT BACK OF CURB O_ I 0.9"-1.4" I VARIABLE FULL WIDTH OF RAMP FLOOR 608 PRESTON AVE, SUITE 200 SEE NOTE 12. ,{ r BASE DIAMETER -� CHARLOTTESVILLE, VA 22903 PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING 434.327.1688 INSTALLED ON A RADIUS DETAIL DETAIL STRUCTURAL ENGINEER DMWPV 1vpDT XVDOT CG-12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS (GENERAL NOTES) 110 THIRD STREET NE CHARLOTTESVILLE, VA 22902 105 REVISION DATE SHEET 1 OF 1 SHEET 1 OF 5 REVISION DATE 203.05 07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 434.293.5171 MEP ENGINEER 201.01 CC-12 STAENGL ENGINEERING A 5' MIN #5 PERMISSIBLE tX. 1159 CROZET AVENUE, SUITE A DOWELS, 8" LONG AT 12" C-C CONSTRUCTION CROZET, VA 22932 5' MIN. JOINT 12:1 MAX. v 4' MIN 434.295.8105 12:1 MAXI B OWNER'S REPRESENTATIVE VP 12:1 MAX N un WITH BUFFER STRIP MATTHEWSDEVELOPMENTCOMPANY 434.972.7764 SPECIFICATION REFERENCE 105 502 CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 1F CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB & GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. • A 1„1Q P D D D 0 D P D D D D O A D D D • D ' p ' D 1 6" ( 2'-0" -THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REFERENCE COMBINATION 6" CURB AND GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION RAMP RAMP (SEE TABLE) A (SEE TABLE) TRUNCATED DOMES SEE SHEET 1 OF 5 FOR DETAILS 5'-0" MIN SHAPE TO MATCH FACE OF ROADWAY CURB BACK OF CURB 48 : 1 MAX. 20:11 48 : 1 MAX. 2 MIN. SECTION A -A PERMISSIBLE a CONSTRUCTION JOINT 0 o. Uo SECTION B-B NOTES: FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, SEE SHEET 1 OF 5. THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET, REGARDLESS OF THE SLOPE. TYPE B PARALLEL APPLICATION RO•AOWAY GRADE [IN PERCENT MINIMUM RAMP LENGTH IN FEET 4" CURB 6" CURB 0 4 6 1 5 7 2 5 8 3 6 9 4 8 12 5 10 15 6 14 15 XVD❑T ROAD AND BRIDGE STANDARDS SHEET 3 OF 5 REVISION DATE 203.07 07/16 CG-9D EXISTING OR PROPOSED SIDEWALK OR SIDEWALK SPACE EXPANSION JOINT 1 y tP i w EXPANSION JOINT u EDGE OF PAVEMENT LANDING 43:1 MAX. SLOPE yn_ 10.300 WITHOUT BUFFER STRIP Y 4 r CURB 4' BUFFER STRIP 5' SIDEWALK ff�wfww DIAGONAL PLACEMENT DING 48 1 MAX. LANDING 48:1 MAX. PE SLOPE CURB vP � 4ApX. 5' MIN � o t CROSSWALK �?'T N �O* CROSSWALK ,n - x� = a GRASS 3 n CONCRETE CURB O fl WITH BUFFER STRIP WITHOUT BUFFER STRIP CG-12 DETECTABLE WARNING SURFACE TYPE B (PARALLEL) APPLICATION VIRGINIA DEPARTMENT OF TRANSPORTATION CROSSWALK TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK AREA IAY FOR SPECIFICATION REFERENCE 105 502 x i�'�•kY �o% ci�li G W J. i3O rhEi it �' LiG. i'T(s. 0402048307 14 ONAL 1. ) W f LU = WIDTH OF ISSUE A � ENTRANCE WIDTH OF ENTRANCE z $ LIMITS OF PEDESTRIAN _ _ _ � f ® LIMITS OF PEDESTRIAN COUNTY SP EXPANSION JOINT AC ESS ROUTE ACCESS ROUTE O UNPAVED SPACE NON-TRAVOPR',42iF .' UNPAVED SPACE aLE ayl w Q J ¢ REV 1 Fr WIDTH OF C F ENTRANCE CURB INCLUDED IN REV 2 ENTRANCE GUTTER O _ U ;t z w < z LIMITS OF PEDESTRIA NON -TRAVERSABLE LIMITS OF PEDESTR AN REV 3 �C w ACCESS ROUTE _ SLOPE CCESS ROUTE 6) W PEDESTRIAN ACCESS ROUTE DETAILS WITH & REV FLOW LINE z WITHOUT UPAVED SPACE REVS ADDITIONAL RIGHT-OF-WAY IS REQUIRED IF THE LIMITS ENTRANCE WIDTH OF PEDESTRIAN ACCESS ROUTE 91 EXTEND BEYOND EXISTING 1'"3 DESIRABLE MINIMUM 16' ABSOLUTE MINIMUM 12' OR PROPOSED VDOT RIGHT -OF WAY. 15" GAS LINE REV. PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS STABLE, FIRM AND SLIP RESISTANT �. • o. UNOBSTRUCTED, o, PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A • °'• A FACILITY THAT CAN BE APPROACHED, ENTERED AND �. • �. '° �. REV7 HALF PLAN PEDESTRIANS. USED BY 3E IF PEDESTRIAN ACCESS ROUTES © ARE BEING PROVIDED, A MINIMUM 4' TRAVERSABLE WIDTH IS REV 8 REQUIRED WITH A MAX, 2X CROSS SLOPE. SECTION B-B WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS TANDARD IS TO BE DJUSTED TO MATCH 2'-0" REV9 THE BOTTOM OF THE CURB AND UNPAVED SIDEWALK SPACE S PARABOLIC THE MOUNTABLE CURB CONFIGURATION. GUTTER MAY BE CONSTRUCTED SPACE CURVE �. PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A ® �• MINIMUM DEPTH OF 7" NORMAL GUTTER ®- - _ _ -- x - - a IS MAINTAINED. I - - - - - o�d�d0% TO 10! CHANGE �� • o000 �0 SECTION C-C 6" AGGREGATE BASE CLASS H.E.S.) CONC. TYPE (SIZE 218 5'-0" 5'0" ® POINT OF GRADE CHANGE i I 12% MAX. SLOPE FOR CURB AND GUTTER ONLY X 12 % MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS p p FOR SIDEWALK, CURB AND GUTTER * * * 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND BUILT CONCURRENTLY 8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS o�o�o�oo oo SECTION A -A SECTION D-D NVD= XVDOT STANDARD ENTRANCE GUTTER SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 SHEET 1 OF 1 REVISION DATE 502 07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 203.03 C0 O d7 N N Q Z 0 cc LU J J LLJ O Q U DATE 7/17/16 8/13/18 9121/18 1 /28/19 4/18/19 6/6/19 6/27/19 NOTES & DETAILS 6/6/2019 C1.2 SL-1 #5 BARS ®8" C-C TYP. A f � � � ( �I A I I 30" DIAMETER PLAN•• •.: CLASS A3 CONCRETE SECTION A -A 2016 ROAD & BRIDGE STANDARDS STRUCTURE SIZE AND WALL THICKNESS VARIES #5 BARS 4 B" C-C TYP. SECTION B-B NOTES: 1. THE STANDARD SAFETY SLAB (SL-1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPNOW FOR MANHOLES FEET, THE OF JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 SPACRG ADJACENT SAFETY SLABS SHALL BE 8'TO 12'WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER, 2. THE COST OF THE SL-i IS INCLUDED IN THE COST OF THE STRUCTURE. SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. # 5 BARS s 8" C-C TYP. 4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE M (4000 PSI). REINFORCING STEEL TO BE W ACCORDANCE WITH AASHTO M31. �+-�'L"a!' . '!"';,•' '' ••'''••' '•• ' '.'"° '• : t,; ..; •. 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS 1 LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG), TYPICAL PRECAST UNIT XVDOT TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SPECIFICATION REFE ENCEN ROAD AND BRIDGE STANDARDS MANHOLES AND JUNCTION BOXES SHEET1 OF 1 REVISION DATE 30Y 10614 VIRGINIA DEPARTMENT OF TRANSPORTATION e'ler... to Waal r*f 4e. for ' 0;' ;r 2 % to 3op E'aGlf .................... k : .. ,yg;, dktv , Si>f` f A A « .. ;1 ,. na ,. s ? 3 L s 2016 ROAD & BRIDGE STANDARDS GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 24" IN INITIAL BACKFILL 24' IN 6" 8" a' $„ MIN MIN. IN, MIN. 6" BEDDING #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4' 1 INITIAL BACKFILL 4! MI UNSTABLE 8" 6" s()JL� MIN. MIN. _ MIN MIN. #6$ STONE 3': , '.GRANULAR FILL AS :9•; _ > : t' APPROVED BY ACSA ss STD `�CK' STABLE SOIL OR ROC\ NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC AN OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THETRENCH. NCH 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION c4C BEDDING NTS FIG. W-2 TD-2 W Z I b. Q ei ti. � 1 12" 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN BRANCH 2" FLEXIBLE CONNECTION -/ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL I- BE CORED AND A FLEXIBLE LLI CONNECTION BOOT " INSTALLED a TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-I-B TD-27 7 45' max L 45* MO PLUG i .I I I _j 2 l I � 1 1 FOR ALL BENDS FOR TEE OR WYE FITTINGS - - WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. M VG AS TIRED SECTION 1-1 SECTION 2--2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU,YD, BEND L H T L H T 9O 2.50 2.50 3.01 0,24 4" & 6" 45 2.00 2.25 2.60 0.15 2.00 2.25 2.50 0.15 22 1/2 1.50 2.00 2.52 0.10 11 1 /4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 45 2,66 2.66 2.77 0,26 81, 22 1/2 1,66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1 /4 1.66 2,16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.5B 2.95 0.43 5.83 4.00 2.83 0.52 22 1/2 2.33 2,58 2,86 0.24 11 1 /4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE, 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4, THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 S• {-{J1�-}J.±i i Il.!.d{Z'Ti13.1 � I It i 11Ily'I 1 4!-L! 1TT- { I I -.it'-•. t I I j 1 11Ij tI (- CRIMP AND ROLL END OF COPPER PIPING 42" MIN. REMAINING COPPER PIPE TO BE VERTICAL 24" MIN, SHUT-OFF CORPORATION STOP TYPICAL SERVICE TAP ABANDONMENT NTS FIG, W-6B NOTE, MIN, 60' DIAMETER MANHOLE REQUIRED, E= 4 PTA A SF 4 DROP MANHOLE PVC CROSS A 4 Z. USE APPROVED FLEXIBLE RUBBER �V 4 4 BOOT, `a 4} e Q :4 U 6. GASKETED oQ n STOP COUPLING { �Q- 27' -� I PIPE STRAPS DROP PIPE is (STAINLESS STEEL) C SPACED EVERY 2' VERTICALLY 90* RESTRAINED BEND ° SEWER INFLUENT 4 - PIPE a Q. d ".pq' a .y,A"'a •a. °• SEWER A PIPE PLAN PROFILE MIN, 6' BEDDING WITH NO, 6B STONE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN 'TWO (2) FEET. 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V,C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FITTING WITH STANDARD GASKET JOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL. 4. SHAPE INVERTAS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT TO SPRING LINE OF MANHOLE INVERT. 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS, 7. MINIMUM 72." DIAMETER MANHOLE REQUIRED FORA SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION N.T,S. FIG, S-1-C2 Top View 4 6" MINIMUM 4' MINIMUM 4 A. a 4" MINIMUM 1 4• 4 a .4 a• NOTE: RESTRAINED JOINT FITTINGS. Side View .a - 42" Minimum - Certification of 957. a i compaction required Galvanized Steel Beam, W12 x 14 (min. size) 4 3' min. penetration into undisturbed 45' soil , or as approved by the c l ACSA. / TYPICAL THRUST BLOCK IN FILL AREA N TS FIG. W-3B TD--5 d ° ° :n: 44" MIN, 6" MIN. 6" MIN. 17.5" --'� d d < d 60" - 1 36" a a a n � d 18' MIN. If 37' MIN. � e WINGNUT LOCKING ASSEMBLY 12" MIN. [-BYPASS NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 4".-IN-PLACE FOR PRECAST OR POU R VAULTS SHALL BE THICKNESS 0 2 MI NIMUM WALL C 8E MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL B 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1 /2" METER) NTS FIG. W-7B 36"M EMBEDMENT 8"MIN SPRING LINE OF PIPE - NO. 68 STONE - - TD-15 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION --INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO, 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG, S-3 TO-34 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS 1 THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' JOIN 2' TO 10' (270} - 18" 22 7 CU. FT. VALVE BOX #68 STONE 42"MIN q ' r 6„ GATE tr VALVE 8- X 6- TEE 2500 P.S.I. CONCRETE q BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM 'THE FIRE HYDRANT AND VALVE BOX. 4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY, TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG, W-4 TD-8 PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V, SECTION G OF THESE SPECIFICATIONS. ' •4 SET DOGHOUSE BASE f'4 , EXISTING SANITARY ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING SHALL •', ,` f MIN. 12" CLEARANCE BE PREFORMED BY t BETWEEN EXISTING PIPE MANUFACTURER OR ° AND STONE BEDDING SAW CUT TO FIT PIPE OUTSIDE DIAMATER •". •! .d . PLUS 5". - 12" THICK VDOT S No. 68 STONE BEDDING 8"x8"x16" AND 4"x8"x16" ~ SOLID CONCRETE BLOCKS CENTER W/RISER DOGHOUSE MANHOLE BASE WALL (4 EACH) 1lrlllil llll llllllitlrl,l ill ltlllt „ 111:111 r,111: 11,1tf i11111.''I 1,1,1111I, MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE ON FIGURE S-1-A WITH 3,000 PSI CONCRETE OR NON -SHRINKING GROUT ALLOW CONCRETE WRAP EXISTING PIPE WITH TO FLOW A MIN. V-0" BEYOND BASE NEOPRENE GASKET MATERIAL OF STRUCTURE BEFORE FILLING THE OPENING NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING i 12" MIN. CAST -IN PLACE * 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW ...„..... NOTES- 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE P G P N M VE H TO HALF OF EXISTIN G PIPE TO WITHIN 6" F TH E HE HO A WALLS MANHOLE LE WA L AFTER THE INVERT AN D ND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS, I TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION N.T.S FIG. S-1-Al TD-26 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED MECHANICAL TAMPER OF PIPE O HAUNCHING NO. 68 STONE - - BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE NSTALLATION IN TRENCH NTS FIG. S-3 0. 0 O� x 8 119 19 fl • ® Ili W • Z 5 • • 0 U. = o F r ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHAR LOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DMWPV 110 THIRD STREET NE CHARLOTTESVILLE,VA 22902 434.293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET,VA 22932 434.295.8105 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 ' 4a d' r.ti ( C) M I,) C€tAIG W T. KO i'ARSKI T,,iC. TNO. 0402049507 F 1271.E1 a C? � n r F I N - A� 11. • y ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11 /13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 NOTES & DETAILS 6/6/2019 C1.3 TD-30 TD-34 ". , " ., 11 — ------- _,'ll / ; �l ­­_ "I ... ....... ­1 .. ... ­­,­ _11- - ­- _1�1 1. .. 1]�I,',, 4� -1-1, - "I" I 1, I "/'l ", ".. ___ "� 'II,- I ,-----,_,_�_,-��___,,l- -,\,=!,.-�,---,,-­,/�l- -`\,--­,x- -,Ne=!""�/___N �, . : 111.­1111. - ...... - ,__� ", - ...... * .... * .. .... * .. ... ...... .... ­* ..... ........... * ....... . _­­ ,/ " I-- � \ : \ ".. " i, :." , - 966,r'-_,U..',� J1. ,III "' " "I \ �11 11 — __ ______ ... 11.1-, I �/ _­ _11. � �- I 1* I 1. � . �,,� ; -1- .. ....... 11 ... ..... � ....... - .... 1- ... .... I__ ... .... 1--l", ""I �,�; "vz- ....... ­ .1 , 1, I NOTE: SITE IS UNDER CONSTRUCTION AND " 1. q _11 ... ­ __ll­l.__' 11 I/ " .. . .... - � ------ I'll . ..... � .... 11 .. 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ARCHITECT . .. ..... ......... - ............. . .... ..... .. ....... .......... ... . . ........... ....... .... BUSHMAN DREYFUS ARCHITECTS, PC ............ rrS-OF- [% ... ......... ............ .......... r .......... ........ ... _�� .1, 1 — \ ...... . .......... . .. ... ... 820-B EAST HIGH STREET A "r - - - 777 _ -.-DISTURBANCE ............ ........... .... ............ ........... ..... ...... AC_. CHARLOTTESVILLE, VA 22902 .......... < 576 434.295.1936 ....... ... ... pp.......... .. .... . ....... I . ... ........ .......... .. ... ........... .... ..... ............. . .......... /I � � ........... —1, 1 /` -A_ .......... ......... .... ...... . . . . ......... .... .. . ........... ..... SENIOR CENTER DESIGN CONSULTANT . ... ....... .............. ............. .... . . .. ............ LIFESPAN DESIGN STUDIO, LLC SAI J.. T, V ... .. .. ...... . .. Ur 14) ­-_42 . ......... ......... ..... ....... 554 BAXTER ROAD ...... ..... .... ........ ........ ... ..... .1 ...... ... ........... .... .; .......... .... . ... ........... ... . ..... ......... LOVELAND, OH 45140 V e, . J� - "., 1 ��v f�,' , 7� — , , --*:�: " - . - ... , . , "I", . .... 513.444.4877 ...... ...... ........ .. ...... ... . ..... . .... . . . .......... . .... .. ....... ......... . .. ___ ­_... � -1 __, I.. . . ........ ....... J. 'j, J TREE ............ ..... ...... LANDSCAPE ARCHITECT . ............ ..... . ...... z "'PROTECTIO ...... PRAY DESIGN ASSOCIATES v", > .......... .... .............. ......... ... ....... ...... 1012 WILDMERE PIL ..... ...... Y w.- CHARLOTTESVILLE, VA 22901 434.242.7642 �\ . ..... CIVIL ENGINEER .......... TIMMONS GROUP ......... .... . 608 PRESTON AVE, SUITE 200 ..... ..... . ...... VA 22903 434.327.1688 ..... ....... 7 'V ... .......... A. W STRUCTURAL ENGINEER -77 .... . ....... . . ....... /,"A ..... ........ DMWPV ..... ..... .. ........... . . . ...... .......... . ...... . ....... .... 110 THIRD STREET NE ....... ------- . ..... . ...... - ---- ....... . .. ........... ....... CHAR LOTTE SVI LLE, VA 22902 .............. ...... ..... . .. .. .. .. .... . .. . ...... 434.293.5171 ........... .5 A, - - a ....... MEP ENGINEER ... .. . ........ .... A STAENGL ENGINEERING r ...... 1159 CROZET AVENUE, SUITE A ... . ..... CROZET, VA 22932 REPLACE REMOVEAND XISTING PVC SANITARY SEWER N "f"(P .......... 434.295.8105 p, EET LINES W/ DIP. REFER TO SH — < C4.0 FOR EXTENTS OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 REMOVE TREES R EMOVE GRAVEL �j ACCESS ROAD JUR o Y VACATE CRAIG W. J, WATER ESMT _01 LARSKf p 0204950' Lic. TNo. 04 Al' J` A; 1�0 612 7 /19 N. j REMOVE TREES I; ! I I J/ I 1111�: /j e e a y .............. DEMO CURB A�Kle % R 11 ;, , /( I A BE' VA(/'A `3 A;111h, CIO 1. LL 552 e 0, 3 39 PC c\I T A L.Lj cq if LLJ "14' 128 % REMOVE�TREES AS 0 a',3i,',­L1/� En" PAR.G""'l 3) NEEDED (7) .4� _Q/ % D,;S ... .... . ...... e e'. ui 41 e, e < V U j cf) Lu DE M 0 W/N I`�, e! e ".4 2w 201 k", % el `4 -'0 .3 . . .. ..... . ..... 'N TO MAI STUB. BACK ......... E, 4 % E 1.2`----­,�27 45 -a ISSUE DATE Ie j % COUNTY SP 7117118 DEC000` A REV1 8/13/18 _v . ......... 4W, . ....... RELOCATE e REV 2 9/21118 j< o -I,L: 'j % Ar — . .......... -7, A UTILITY REV 3 ....... . ............. y A REV 4 12/13/18 X IV. v . .. ......... oh . ....... REV 5 1/10/19 ............ J 0 .. .......... f % g .. ........ J GAS LINE REV. e 1/28/19 .., ...... ... "; X G . ... ..... .. ?00 / REV 7 4/18/19 7 q A- . ....... . 7? ........ ..... CURB .......... -7 ...... .. . ..... �j REV 8 6/6/19 mgj- Be.......... ..4 e. 4 y Dff A,, ... ... . ....... 7� ... .... .. . ..... �W­ "J"i V 9 k , ... ... ... .. ... ... ....... ... .. ...... .. ... .... ...... - &,,,, I I . ..... ........ X Nv _77" .. .. .. .. .. 4., 4 Y. . . . . . . . . . P. ............... .......... .. MEMO" . .......... Naomi: . . .............. ...... 4.2 ................. z STRUCTURE EX D- a - - -_------- RELOCATE 4 ,�XW 41V -v 0, efV vo . ......... 0". . ....... . . X, ........ .. V : "x. SCALE 1"=30' . ..... ..... ------- .. . . .. ....... ....... . .. ... . ...... ... . ......... .......... .. ...... ........... 4 .. ....... . , _1117-1 A;:,; J A 60' J, 0 30' "1 . ... ... .. f Z� 4 X.......... ........... ..... ....... ........... 0, a-111 REV 9 6/27/19 DEMOLITION PLAN 6/6/2019 C2m2 EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A NEW BUILDING, PARKING AREAS, UTILITIES, AND ASSOCIATED SITE WORK, PHASE II OF THE PROJECT INCLUDES THE CONSTRUCTION OF AN ADDITIONAL BUILDING. LIMITS OF DISTURBANCE TOTALS 5.76 ACRES. ADJACENT PROPERTY THE NORTHERN PROPERTY LINE IS BOUND BY THE RESERVE AT BELVEDERE APARTMENT COMMUNITY. THE EASTERN PROPERTY LINE IS BOUND BY A RESIDENTIAL NEIGHBORHOOD. THE SOUTHERN AND WESTERN PROPERTY LINES ARE BOUND BY BELVEDERE BOULEVARD. EXISTING SITE CONDITIONS THE SITE IS CURRENTLY CLEARED FOR DEVELOPMENT. OFF -SITE AREAS SOME UTILITY CONNECTIONS WILL REQUIRE OFFSITE CONNECTIONS, AND GRADING AT NORTHERN END OF THE PROPERTY CRITICAL EROSION AREAS CRITICAL SLOPE EXIST ON THE SITE AS SHOWN ON SHEET C2.1 EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS STORMWATER QUANTITY AND SOME QUALITY IS PROVIDED BY THE EXISTING POND ADJACENT TO THE PROJECT SITE. THE REMAINDER OF THE QUALITY IS MET ONSITE. STORMWATER RUNOFF CONSIDERATIONS ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS, IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF, 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS OFF -SITE RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 6. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 7. OUTLET PROTECTION - 3.18 THE INSTALLATION OF RIPRAP CHANNEL SECTIONS AND/OR STILLING BASINS BELOW STORM DRAIN OUTLETS TO REDUCE EROSION AND UNDER -CUTTING FROM SCOURING AT OUTLETS AND TO REDUCE FLOW VELOCITIES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE OUTLETS. S. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION, 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK, FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.01-C3.05) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDING. 2. INSTALL PERIMETER MEASURES, AND INLET PROTECTION ALONG BELVEDERE BOULEVARD. 3. GRADE SEDIMENT TRAP AND INSTALL DIVERSION DIKES. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. ROUGH GRADE PROJECT AREA. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.06-C3.10) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES, SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SITE UP HILL FROM THE SEDIMENT TRAPS HAS BEEN STABILIZE AND APPROVED BY ESC INSPECTOR REMOVE, REMOVE THE SEDIMENT TRAPS AND COMPLETE ANY FINAL GRADING OR HARDSCAPE. 5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION SEDIMENT CONTROL AUTHORITY WILL E AND N CONT HORITY L MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF - PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-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 FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. 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 IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6, SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. 'THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. (UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE IFOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. IB. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES, MS-18. 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 AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. Sediment Trap design SOILS INFORMATION: drainage area (acres) (<3) 2 2B - ALBEMARLE FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES. 35 TO 60 INCHES TO PARALITHIC trap volumes: BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: C elevation (ft) area (si volume(cy) 426-5 1826 21B - CULPEPER FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES. 40-79 INCHES TO LITHIC 427 2111 36.5 BEDROCK, 40-79 INCHES TO PARALITHIC BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: 428 2724 89.5 429 3394 113.3 B 430 4121 139.2 431 4904 167.1 21C - CULPEPER FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES. 40-79 INCHES TO LITHIC 545.E BEDROCK, 40-79 INCHES TO PARALITHIC BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: wet storage: B Wet storage required (cy) (67`DA) 135.0 bottom of stone Weir (ft) 428.1 39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES, 20 TO 40 INCHES TO LITHIC BEDROCK, Wet storage provided at this elevation (cy; 13:01 slope of wet storage sides 3:01 EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: B dry storage: 39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES. 20 TO 40 INCHES TO LITHIC BEDROCK, dry storage required (cy) (67"DA) 135-0 EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: B crest of stone Weir 429.2 dry storage provided at this elevation (cy) 135.0 slope of dry storage sides 3:01 SEDIMENT TRAP 1 No Scale Sediment Trap design drainage area (acres) (<3) 1 trap Volumes: elevation (ft) area (so wlume(cy) 416 645 417 1007 30.6 418 1425 45.0 419 1900 61.6 420 2431 80.2 /■■ son RRIIffifyfilliffe•"•' :: "•"t r'el"net WHSH 1 PERSPECTIVE VIEW L W; z ;....;; METAL (T) OR AX. (U) POSTS FABRIC LINE POST 10 I� GROUND LINE IAX. !CRETE FOOTING PERSPECTIVE VIEW PERSPECTIVE VIEW e PLASTIC FENCE METALFENCE 3.10 SAFETY FENCE No Scale 1. SET POSTS AND EXCAVATE A 4"X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. I FLOW SSF 4"' 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 2. STAPLE WIRE FENCING TO THE POSTS. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. 217.4 wet storage: Wet storage required (cy) (67'DA) 67.0 bottom of stone Weir (ft) 423.8 wet storage provided at this elevation (cy 69.0 slope of wet storage sides 3:01 dry storage: dry storage required (cy) (671DA) 67.0 crest of stone weir 425.0 dry storage provided at this elevation (cy 70.0 slope of dry storage sides 3:01 SEDIMENT TRAP 2 No Scale t• uwrnruF" 01F: &L CREST OF STOME WEIR W raR1AAz* CROUNO \ �`\ DRY 5'(S)RASE - � kE ti lMj,2tE" WET STORAiA 41 aant, (EXCo.VAPED) ` FILTER CLOT" (j Gs7(aN,a{ cwuNa ELEV. +SEE Fwr 3.13-t COARSEAGGREOATE_ 0 SS E RPPAP -coarse aggregate shall be VDOT#3, #357 of#5 Weir length (ft) (6xDA) 12.0 bottom of trap elevation (ft) 426.5 bottom trap dimensions: 77"25 top of dam elevation (ft) 432 top Width of dam (ft) 4 top trap dimensions 111`64 -I-�•.v.aRua�' URffiIPWl CREST OF $TOME WEER OUE` cea Ma `� DRYSrORAGE N WF.r STORMA ............ r wax, (XCAVATFU) CLOT" MOWµ caaaNa �PLYER ELEY. +SEE PtAiE J.f 31 G'ONwE .N:tiXEG.411:"" ClAC$ S RIRRAP -coarse aggregate shall be VDOT#3, #357 of#5 weir length (ft) (6xDA) 6.0 bottom of trap elevation (it) 422 bottom trap dimensions: 40"15. top of dam elevation (ft) 426 top width of dam (ft) 4 top trap dimensions 66*40 0 El :4L r_UE D D it STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTIH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP 3.38 TREE PROTECTION No Scale FLOW I 1I-111- IIIIiIIII- EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC-��\'(l�((4� SILT FENCE (WITH WIRE SUPPORT) No Scale TABLE 3.31-13 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUALRYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) US TEMPORARY SEEDING PLANT MATERIALS No Scale 12" RUNOFF WATER WIRE MESH FILTERED WATER IT SEDIMENT II A. +v CONCRETE GUTTER 12" CURB INLET GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. STORMWATER INLET PROTECTION No Scale 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET WITH FRAME GRATE FRAME Mi. AX. - --T l S rF_r[Jr-GV I I VL_ VIGYYJ \ STAKE FABRIC - I 1' MIN. Ir I V 6 I I 0 L) DETAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. STORM DRAIN INLET PROTECTION No Scale CONSTRUCTION AC;{;F.`.i5 Y i 3" S.a-LA a;.'IIALT 0, \ CUUR';f I-LXISrING �> >� PAVFDAFNT 6" M,N. 21A AOrcRLGAI= B AS c PROFILE sro,",F CUNS f RUC f ION j- ASPI IALT PAVED ACCESS , % WAHRAC%< EXISTING J� 2% 1 rAVFMF JF A_ ; POSH VI IiRAINACr "i` US' LXrEPI FL+L_ 'NI]llI i; OF INCRE.SS AN FGF?f Ss I TO SEDIVE !T OPERr,T10>J 1 FRA APING Ii;-Aff PLAN TO SEDIMENT _ _ 1% IRA='PING DLVICt-. 3. `�t Y Itr' !r _•r:�v- - -- FII_TFR C( C71 I SECTION A ---A A niininuunn Water tap of I uicii must be installed With a iiiittinwrn I inch ballcock shutolf valve supplyung a wash hose witln a diameter of 1. i iclnes for adequate constant pressure. Wash water must be carried away frown tine entrance to an approved settluk? area to remove seduuent. All sedinnent shall be prevented from enntering, stoinn drainns, ditches; or watercourses. PAVED WASH PACK STONE CONSTRUCTION ENTRANCE No Scale 1. SET THE STAKES. FLOW i 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. SF ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DMWPV 110 THIRD STREET NE CHAR LOTTE SVI LLE, VA 22902 434.293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET,VA 22932 434.295.8105 3.02 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 4" FLC SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) SILT FENCE (W/O WIRE SUPPORT) No Scale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. CROWNVETCH ** 20 LBS. * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOUEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 3.07-1 PS 3.32 PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale CRAIG W J. KO"rAl RSKI Lic> No. 0402048507 QkTAL G1L ;,O W Lj rrT LAJ :< ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11 /13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 EROSION AND SEDIMENT CONTROL NOTES & DETAILS 6/6/2019 C&O ............ . ............. 7 . ......... ........... ...... ............. . ........... .... .......... . . ...... .. ..... ------ ...... ..... ..... N ........ ..... .......... . ............ ..... 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Pfw . ....... ... ... ...... . ......... . .... .......... . ........... v ......... .. SENIOR CENTER DESIGN CONSULTANT .. ............. ...... . ... . ....... . ........ ..... ..... .. .... LIFESPAIN DESIGN STUDIO, LLC ............ . ........... .... . ....... ........... .......... ...... ..... .... . 554 BAXTER ROAD ),;",7V5 �4,9� ....... ......... ..... ... ......... 7 .......... 7!" ...... ... .. ...... ............. ....... .... % LOVELAND, OH 45140 ­ ------------- ............. ............ ........... . . ..... . .. ............. ......... .... . . . ...... . k ....... .... .... ............. 513.444.4877 ........... ........ -di--- .......... ...... .... ....... . ............. .... . .. ........ .. ....... . . ......... ........... TREE 'k, v k V . ..... LANDSCAPE ARCHITECT .......... . ..... . . .... ......... .... .... ... ......... ------------- ....... PRAY DESIGN ASSOCIATES ... ....... . . ...... I p "A' .. . ....... . ......... SSF ... ..... ............ 1012 WILDMERE I ............. ........ CHARLOTTESVILLE, VA 22901 V . ..... .... ........ ............. ....... ---- . ..... . ...... ............. ...... . .. ......... . ....... .... ............. .... .. ... ........... ......... ......... ......... . ...... . ....... .... .......... 434.242.7642 :_o/ SSF .......... ..... .... ...... . . .... d L SF CIVIL ENGINEER .. .. ............. ........ ............. .... .. ..... TIMMONS GROUP 608 PRESTON AVE, SUITE 200 ............. ............. ........... ........ ........... ..... .......... ...... ..... ............. ............. ............ ....... CHARLOTTESVILLE, VA 22903 < . ......... .......... .. .. .. ............ ....... ........... ...... ........... ... 434,327,168 ...... ...... 7� .. .. ....... .. .. ..... . .... -� . .. ..... ....... ... AI -------- I--. ..... ..... . . ............ . ..... ... ... .. ...... ... . ....... STRUCTURAL ENGINEER ...... .. ..... . . ....... ............. ..... . ..... ............ . ..... ..... TESVILLE, VA 22902 CHARLOT .......... .. .. .. ... .. .. .. ..... ::_i . ...... . ...... DMWPV . .......... - - __ DD 110 THIRD STREET I . .. .. .. .. .. .. ...... .. .. .. .. .. . ..... ............ .. . .... 434.293.5171 ............ ... . ... ...... --E 5, i ........ . .... KI, ....... I ENGINEER STAENGL ENGINEERING TREED D . ... ... 1159 CROZET AVENUE, SUITE A Q . .. . ..... .......... ......... BOTT6M.OF TRAP PROTECTION ELEV 426.50 CROZET, VA 22932 . ......... ........ . . 434.295.8105 71 J i�y J, < OWNERS REPRESENTATIVE izz, MATTHEWS DEVELOPMENT COMPANY ... ....... 24.9 434.972.7764 . ........... ... . ....... ........... ............ ............. .......... ......... . . ........ STOCKPILE AREA 6f ST2 SSF 'j J If . .... .4GAY c0, cv c\j (N c:) g CRMGW J, 021 ............. �o KGrARSKI 00 A TO m 1 )7 DRAINAGE ARE Lic. No. 04 SEDIMENT TRAP 6127119 1.00 ACRES 'p vj DRAINAGE AREA TO f )PTA SEDIMENT TRAP z�l op z1 2.GO ACRES WASH RACK It" DD 1/4 LAJ co /31 c:) cy) c\j 04 X ......... . LJJ 2Z Ll z 10 /4 ..... ....... SSF UJI 4 DD g _j < i, ............ m UJI 0 )f _j If o/ EROSION CONTROL LEGEND N z_" J0 J, LIMITS OF CLEARING AND GRADING ma wo =11, w mm/ m m DRAINAGE DIVIDE ISSUE DATE A' SOIL AREA DIVIDE COUNTY SP 7/17/18 SAF- SAFETY FENCE 3.01 it REV 1 8/13/18 CONSTRUCTION ENTRANCE 3.02 REV 2 9/21/18 F 7 . . . ............ . ... ... IP REV 3 SILT FENCE 3.05 11/13/18 A REV 4 12113118 )0( XX SUPER SILT FENCE 3.05 SF INLET PROTECTION 3.07 REV 5 1/10/19 .. . ................ . __X 11"') DIVERSION DIKE 3.09 21 41 ------ GAS LINE REV. 1/28/19 h3 E? (rn c"". 0 I p SEDIMENT TRAP 3.13 E,m K1 REV 7 . ....... .. .... ... ............... a b"A" 4/18/19 Jill __7 OUTLET PROTECTION 3.18 . . .......... REV 8 .... ...... . ......... . ... ....... . .......... I p -- — -------- - - ----- 3.20 CHECK DAM fill .2 JF� . .... . . ..... REV 9 V 6/27/19 . .. ........ All ............. .... . . . ... .. EROSION AND J 0 'ICE IP SEDIMENT "IF 3/ . ..... i.. 7;wmmm CONTROL PLAN Al' u f TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 ............ PHASEI .......... . . . . . IP 6/6/2019 .. .... .... . .. DUST CONTROL 3.39 IP IP efh! V "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER ............. .. ... . ................ . . A'' . . .. ......... A MULCHING 3.35 ...... ...... 'd ... .... ......... ... .... . ... ... 1. RWSA SHALL MAINTAIN ACCESS TO THE BACK ENTRANCE . .......... 77, 43, . ........ t ...... .... TO THE MOORES CREEK ADVANCED WATER RESOURCE .... . ........ ....... . ........ ....... ... .......... RECOVERY FACILITY (AWRRF) THROUGHOUT ....... . ..... ....... NOTE: C3m1 SCALE 1"=30' �4 3b' I 'D .......... w .... . ..... . .. ......... CONSTRUCTION. LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE A SOIL AREA DIVIDE SAF- SAFETY FENCE 3.01 v.. CE CONSTRUCTION ENTRANCE 3.02 X X SILT FENCE 3.05 XX SUPER SILT FENCE 3.05 OINLET PROTECTION 3.07 DD DIVERSION DIKE 3.09 ')F .... . ... . SEDIMENT TRAP 3.13 OUTLET PROTECTION 3.18 CHECK DAM 3.20 . ........... TS TEMPORARY SEEDING 3.31 I PERMANENT SEEDING 3.32 MULCHING 3.35 A DC ..................... DUST CONTROL 3.39 IP "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER v NOTE: . . .. ........ 1. RWSA SHALL MAINTAIN ACCESS TO THE BACK ENTRANCE TO THE MOORES CREEK ADVANCED WATER RESOURCE RECOVERY FACILITY (AWRRF) THROUGHOUT CONSTRUCTION. ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11/13/16 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4118/19 REV 8 616/19 REV 9 6/27/19 EROSION AND SEDIMENT CONTROL PLAN PHASE II 6/6/2019 C3.2 . . ........ WATER 12" li LINEX6 �..­ Ad EDUG ZR ........ ........ .......... ........... ... .... .. ... ........... ... ...... ... ... .. ... .... .. ....... SCALE 1"=30' ............ ... .... . ..... .. ........ ...... .. .. .. 0 30' 60' ........ ..... ..... . ..... . ... ...... .... .......... . —4 . ......... .. ..... .. ....... ........ .... . ....... ..... ...... .. ........... ... .. .... .. ... ... ... ............ .......... ........... LtNL D,% ...... .. ......... ........... ............ . ............ 1"Oe- 4"k-5. ... .... .... ; .... ... ... . ...... V -4 "o. . .. .... ..... ..... ... ....... ... ... ... . ... LEGEND: EMERGENCY VEHICLE TURN AROUND CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT ASPHALT TO BE MILLED & OVERLAID WITH ASPHALT CLASS B TRAIL GRAVEL ROAD REV 2 9/21/18 REV 3 11/13/18 REV 4 12/13/18 REV 5 1110/19 I GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6127/19 LAYOUT & UTILITY PLAN PHASE I 6/6/2019 .... ........ .... .. ......... ............ .. .. ..... ... .. ... ...... ......... ......... ............ ........... ......... ............. C== .. ...... . .......... . ........... .... .. ..... . ..... .......... 4 .......... ....... . ........ .......... ..... . ............. ... . ........ ... .. . ...... ....... ..... ...... ...... ........... ........... ....... ------- ...... ...... 0 ... ... . ..... . . .... . .. ..... .......... 0 ......... .. . ... ....... . ? - ........... ......... ............ .......... .... ........... . ..... ..... ....... .... . . .... .. ............ .. . .......... ..... ... ....... .......... ........... ARCHITECT BW�431.50 ............ . ..... :�­JV�_ 4,37 50 TV� 431` ... ........... .......... .. ......... BUSHMAN DREYFUS ARCHITECTS, PC LIM`1717A�'F ..... ...... ....... MAX HEIGHT ......... ........ .......... > 820-B EAST HIGH STREET .......... . ....... .... ........... ........ CHARLOTTESVILLE, VA 22902 ............ ..... . .. ..... 00 ............ . ....... . ......... -A ...... ...... 576 434.295.1936 TW C . ... ....... 425.60,� 5.8, TW­ 424 SO . . ....... . ... ......... ----- ....... TW 423 .... ... .. ... ... ........ .... . ..... -BW-424; 00 .... .. . ...... . .......... .. .... .. TW 423.99. .. ..... . . .... .... . . ........ __13 422.25 .. ........ . .. ........ BW,41 TW­430.00 ...... . ........ TW 430.00 . ...... SENIOR CENTER DESIGN CONSULTANT 433.00 13W-42Z!�_ 24.09- ...... ...... LIFESPAN DESIGN STUDIO, LLC BWT24.60 4 - - -­ ............ -.1 . ..... ............ BW 429.00 ...... .... .... ....... . ........ .......... .... . . .... ... . ....... ...... ...... ... 00'' 554 BAXTER ROAD LOVELAND, OH 45140 436 2 5 ...... .......... ........ --- . .......... .... . ..... ....... ... 4 ­BW 3Q2_5_ BW 424,25 513.444.4877 . ....... ---- . ....... ....... ........... TREE LANDSCAPE ARCHITECT ........... . . .......... ....... -ION -'PROTE( . ....... - - ------ ...... 4 PRAY DESIGN ASSOCIATES ..... ............. _rW 429.90 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 BW 428M 434.242.7642 .......... ...... ........... V VV 153 4 6.00 CIVIL ENGINEER ...,Maw TIMMONS GROUP 'MA HEIGHT 608 PRESTON AVE, SUITE 200 TW'43 17. 6u CHARLOTTESVILLE, VA 22903 TW 414.65 B '433.35 ... .... ... B 434.327.1688 dW41 . ........ .......... . ..... ..... -IE:HEU HEIr STRUCTURAL ENGINEER _5tNJUU WALL af_=FT-YPICAL SEPTION-TH[S­ ..... . .... DMWPV .......... ........... . '9'50 SHE . ...... 110 THIRD STREET NE '13W 438..00 3,75' CHARLOTTESVILLE, VA 22902 . ....... .... . .. . N" 434.293.5171 ........... MEP ENGINEER AENGL ENGINEERING FUTURE PHASE ...... 1159 CROZET AVENUE, SUITE A GYMNASIUMIRECREATION REE . .... ....... . /,13W,41 �'30 iTECT . ...... ION SPACE CROZET, VA 22932 Tw P5. U 0 . .... .... 434.295-8105 FFE 4395,50 BW OWNER'S REPRESENTATIVE -7' 61 MATTHEWS DEVELOPMENT COMPANY 06 IOU, BW 414 4" TRENC D 10T RAI 434.972.7764 ..... ...... . .. ............. MAX H�IGHT 5.0' 126 C/� y V 409.75 BW 40T.75 124 106 TW 4.69.75 CRMGW J. BW07.75 ........... N 02048507 No. 04 125 32 TW 442.79 71 9 0, BW 442.29 4 'TRENCH DR IN W 444.22, [3VV 41J2 33 AX HEIGHT 13b 2.0' 443.51 cr) 0 E 441,01 c\I < LAI B .84 34 TW 443. LLJ > ui DEEP CLASS 11 RIP -RAP MAX H E I G H T 103 SEE DETAIL ON SHEET C1.1 > LL1 OUTFALL AT 0 f- W 441.75 142 POND'S NORMAL mm" cr_ v ��u. WATER SURFACE 4' ELEVATION IOU TW 441.50 RENCH ORAIN 143 rRENCH DRAIN 4 W 439.00 T W 440.60 BW 438.10 T 438-��O 4 8.00 COUNTY SP 7117118 FFE 436.50 00 ISSUE DATE THE CENTER REV 1 8/13/18 REV 2 9/21/18 REV 3 11/13118 . .............. 171 "STORMWA TER TO TIE TQ EXIS I. REV 4 12/13118 NLET D-9 I REV 5 1/10/19 GUARDRAIL GAS LINE REV. 1/28/19 ...... ..... `2. . . . .... ..... . ... . ... BLOCK 4/18/19 y REV 7 ... ....... ............ .......... WALL REV 8 616/19 .......... . .. ...... 3 (MIN ..... ....... .... ...... .. ..... ------- REV 9 6/27/19 ...... .... . ....... ... ......... ...... ...... .... . .... .. E__ EE ........ .... ...... f V� .... . .... . . GRADING 3' (MIN) DRAINAGE PLAN ... ........ ... . . ..... 6/6/2019 .5 J, y (MAX) 6 0 .7- e, . ........ . a I Mi 11 Ell . . ........... .. . .... ... ......... . ..... ...... J: - ........ .. ...... Al I- .... ... . IIF.Il 11 11 ........... .. ......... ......... .. . ....... ...... ...... 71 .......... .... I _ / , / ... _. _r ­­ 1. _.. f , .. ....... ........ __ "1 ;4 4 _* . /_ X, I . ....... ..... .. SCALE 1 =30' 4 30' .......... .. ...... .... TIERED RETAINING WALL . ... .. ........... .... . .......... /­­'-,-,., . . .... ....... ... ....... .. ... 30' . ........ ...... . . .... N.T.S. .... .... A 7/ pv . ........ 0 ..... .... . . . .. ......... .. . . ... .... TYPICAL SECTION �0 . ...... C5mO ....... ... . . ..... ............. V' ............ ............. ............. ... ............. y -21- c ............. . ........... ------- ............ ...... ....... .... ........ 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TW­ 42450 ...... . ....... .50 . . .... 1 11 ::_ ....... ... ... ....... ...... ....... 425.00 . ...... 820-B EAST HIGH STREET .-DISTGRBANCE . ........... .... .. ....... . ...... ....... ......... ........... CHARLOTTESVILLE, VA 22902 . ........... ...... ....... ............ ............. T-W 43000 ......... . ..... . ... ......... ... .... ... TW-423.90 . ...... . ........ 434.295.1936 422.25 TW 423.80 ... ......... -AC -BW 424:00 .. . .......... TW 423. ............ ..... . ..... TW 430 00 .......... ...... RW--422.'3.5­' . . .......... BW-424. '-,--.TW 43,3.00,. .......... ...... ..... ..... ... SENIOR CENTER DESIGN CONSULTANT BW 429.00 41 ...... . ...... LIFESPAN DESIGN STUDIO, LLC ...... ..... . . .......... .... .... ..... . ........ ...... ........ .... . ..... ..... ...... . . . ........... . ....... ........ . ......... . ...... ..... ... 554 BAXTER ROAD .. .......... ....... ...... ....... ..... 0 LOVELAND, OH 45140 25 TW 4 0 ............ ..... ....... .. ... . . .... ............. .... .. . ...... --"BW 43Q,? 'BW 424 25' 513.444.4877 ...... ...... ..... . .. ... ... 42 TREE ... ............. ........ . LANDSCAPE ARCHITECT - - - ------- .... . . ...... .. . ............ ........ .. ---- ---- ----------- - - -- ..... ......... ...... . PROTECT' 40000. ....... ... .... [ON 413 PRAY DESIGN ASSOCIATES ..... ............. ............ I " " ' " 1 \ ' : . ............ ....... .. ..... ....... TW 429.90 ....... ......... .. ..... . . ......... 4 .2 1012 WILDMERE PL % 1.11 . . I CHARLOTTESVILLE, VA 22901 BW 42.8..100 ............. .......... TW Al 3.05 bVV 47.UV 434.242.7642 .. ............. ......... CIVIL ENGINEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 TES -TW'43 PIN CHARLOT ILLE, VA 22903 BW'43 -W 434.327.1688 ... .... ....... 414�65 BW 41 .00 .. . ....... I ... ......... 4' 8.27 434-9. .. ........ .......... STRUCTURAL ENGINEER ..... .... DMWPV 35.5? .......... ..... . . ........ . ... . .... . . ....... ................. . .. 0 0. .. .... .... . . ......... .. 110 THIRD STREET NE 0 TESVILLE, VA 22902 CHARLOT BW4_8 2.6 ......... ....... ..... . . .......... ... ..... 435.50 ... ............. 3. ...... . ... .. ........ .......... 434.293.5171 440.93""', . .. . ....... ...... ....... . ........... ­`1 . ..... ­43 .40 MEP ENGINEER .TW 436.50 ............ .... . ..... . . ........ FUTURE PHASE BW1 434.69 6 ...... ..... ENGINEERING EE . ........ .... GYMNASIUMiRECREATION ........... ......... /",. 1159 CROZET AVENUE, SUITEA BW2...435.25 Bw� TIC 445.74 -DTECTION- SPACE fW. 436.50 CROZET, VA 22932 . ...... 434.295.8105 5.00 . . .... FFE 437.50 BW1 4�16 50 BW2 436.50 BW. lo 446.08 435,7.5 436.5Q OWNER'S REPRESENTATIVE TIC MATTHEWS DEVELOPMENT COMPANY TW 4�5.0'60, 414.90/'/ BWf 42.60 434.972.7764 4' 4 )KA 434.18 2N I 43: 452, W T.C. 4 f . . .. ..... 432.7q� 444.40 FFE 436.50 43�-- 60 W 436.50 43619 3 446.6 6, BW1 435.8 W 5.0 BW2 434.0 3F. TVV 43b.bu 435.67 2 4 15 439.40 BW1 435.40 35.Op 4�2,50 TIC 443.31 436.40 446.90 1-409,75 BW2 433.80 BW 40T.75 447.02 TW 436.50 3 43: TW 409.75 44752 BW1 435.27 CRAIG W J. KO Kt,;;' -436..36 _V 407.75 Lic. No. 040204850, T Q 4 BIN 2433.80 125 X 435.83 TW 442-.7: 612 7,1119 .4 434.60 43474 BW2 435.51 436.04 4" T NCH DR IN TIC 448.9 .437.40 W 444.22 TC 44 434.89 BW1 435.57 TW 436.50 8.62 BIN 442 2 .2 3.19 434.3 BW 441.72 105 '35.8C 443.51 LP 47 -4 co B 44-1.01 c:' TW 4 2 B 434 cli BW2 434: TW 443.34 LLJ .88 BW2 435.80 LLJ A 46 .4 > 4 88 4( i 436.22 435.97 FFE 436.50 Lu SEE DETAIL ON SHEET C1. 1 -1-1 . .... .. . . FFE 436.5C 434.66 Lu 435.53 1)3 436. 15 Tc, 36" DEEP CLASS 11 RIP -RAP OUTFALL AT W 441.75 435.17 446.84 POND'S NORMAL 439.25 WATER SURFACE ELEVATION TW 441.50 TRENCH DRAIN 4 143 W 439.00 cFE 436.50 %%461 36.27 TRENC H DRAIN 435.45 TW 440.60 BW 438. 0 43' 1 ISSUE DATE 445�2 436.26 T 438.50 TC 50 4 8.00 ul COUNTY SP THE CENTER 7/17/18 FFE 436.50 00 TC 43 REV I 8/13/18 BASE BID .... . ......... . ....... .......... TIC 'ro 1 437.51 436.50 REV 2 9/21/18 TW` 437.50 .. .......... .......... ...... C TC . ... ........ FFE -38.09 4 0.50 . ............ ........ .. .. ........ REV 3 11/13/18 ; ... ........... u 171 -.'..'13W 425.00 TW­424 BW 431.�O .... .... . .... ............ TW 431.'Qo� _DIS FFE 436.50 437.84 . . . .. ............. ... ....... "'STORMWATEER.,... .13w- 424;00 .......... - R 422.25 .... ............ 0 TIE TO. EXIST. ....... .... TW 423.60 TW 423.80' ...... ;> REV 4 12/13/18 _Y�2 0 436.20 TW 430 00 ..... ... ...... .. ... qW TW -43,0'0 -43 24.00-- D-9 INLET 4310.0 1 . 1 4 38.00 3G.i ............ .. . ....... 436.3 2 REV5 ­SH "Ff E ..... ..... BW 429.00 T-C - - ---- 4 1/10/19 .. ...... . .... . ...... 439.50 TC,4 4 ... ........ CU B ------- 25 ".. r iER 1\4,ANH_0LE .......... .92 ..... ....... .... . .. ....... . ........ .35.87 . ... .... /-.---'BVV 43Q,25 te-FREV. GAS LINE REV. 1/28/19 436*,:86 440.6 REV 7 4/18/19 ....... .... 44 0. 6 ill4 -mp REV 8 RA G G 439. 6127/19 C 439.67 ..N ........ .... ... . .. .... . . ..... MATCH EXIE ... ........... REV 9 ... ... . .... 39.85 ....... ... BW'43 .. . . . .......... A ......... . .. .... . ....... . .... .... . ...... . ......... ...... TIC 48 . ..... 4ji.27 4 ... ... . ....... . _: H _436.00 .................. > TC 436,64 436.28- ... . . .. ... �:* S HOTS MAT GRADING SPOTS ...... .... . .. 35.5�_� CURB LOWER MANHOLE TO . ... . ....... 'BW 438.00, 50 436.54f Willa* MATCH,9 IPEWALK GRADE 7 . ....... 6/6/2019 ... ......... . ..... ........... ..... ... .... .. 43 40,.. ........... .. ........ .......... - . . .......... .. ..... ..... . .. .... . OTECTION ......... .. ............ 41.Ub -E 1"=30' . ..... ... . JCA� ...... .... 443A­ . ... ...... . .......... C5m1 ,REE itl V . .. .. .. .... 161 P/ TC 43� 5 .. .. ....... 06 -4 . . ... .. . ....... ...... . ....... . . . ....... .......... .. ..... ......... -60'� ... ...... .... .. 40 ... .. ..... T ... ... ..... .. ...... 444.40 .......... 77 7� 4" TRENC AIN 107, Q C 0.� as O= log� t 3 0 0 •• �W 11, ZU O= • T� N zC .. .. .... ....... ............ .. ......... ......., ... r i r : .. .. ,.. „ . ... . ,._ .,.. 1 ,..... : , ��„� .�'''� . i�� .l .. , r � ���>r' �cGn}inQ rGnl-r�Q� 1.. s.�- w� k R e` `"-`'-'•'<. "'... -f- s.:...:' ARCHITECT T BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHARL OTTESVILLE, VA 22902 1s j 434.295.1936 SENIOR CENTER DESIGN CONSULTANT y LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES s 1012 WILDMERE PL FACILITY 1A' i CHARLOTTESVILLE, VA 22901 : I 434 242 7642 � ^ •r � j�,: i CIVIL ENGINEER ;si ? TIMMONS GROUP 608 PRESTON AVE, SUITE 200 f i; r ?? f CHARLOTTESVILLE, VA 22903 fl r ! i% 434.327.1688 f i STRUCTURAL ENGINEER DMWPV 110 THIRD STREET NE f CHARLOTTESVILLE, VA 22902 r j „ 34.293.5171 �i MEP ENGINEER /'�STAENGL ENGINEERING AN1159 CROZET AVENUE, SUITE CROZET, VA 22932 434.295.8105 t w I + d iL S.. , y �. ;y....,.',,..:.1... S REPRESENTATIVE OWNER'S ,... / ........... VELOPMENT COMPANY JJ i MATTHEW DE , ..- � 434.972.7764 :.... /.i.._.... r .. . i .. J .. ........,,. . . l , ... ..... iY. f.:r,: .« ..,.. .. ,... ..... ........ ` ..... .,:::: ........... c STORMWATER MANAGEMENT NARRATIVE Lic. TNo. 0402048507 �pp /27f1 STORMWATER QUANTITY'' - 5� "teaA I ]VA.L h STORMWATER QUANTITY CONTROL IS PROVIDED BY THE EXISTING POND ADJACENT TO THE PROJECT SITE. THE POND REDUCES THE POST DEVELOPED 2YR AND 10 YR 24 HOUR STORMS TO BE LESS THAN THE PREDEVELOPED CONDITION. REFER TO THE WPO AMENDMENT TO WPO 2006-00048. SUMMARY FROM WPO AMENDMENT TO WP02006-00048: PRE -DEVELOPED FLOW: 2YR=74.94CFS 10 YR = 146.75 CFS POST DEVELOPED FLOW (ROUTED THOUGH FACILITY 1A): 2 YR = 34.97 CFS 10 YR = 43.05 CFS A PORTION OF THE PROJECT SITE DOES NOT DRAIN TOWARDS FACILITY 1A IN THE POST DEVELOPED CONDITION HOWEVER THE 2 YR AND 10 YR FLOWS FROM THIS PORTION OF THE SITE ARE REDUCED IN THE POST DEVELOPED CONDITION. PRE -DEVELOPED FLOW: 2YR=5.18CFS 10 YR = 11.32 CFS POST DEVELOPED FLOW: 2YR=2.68CFS 10 YR = 11.32 CFS STORMWATER QUALITY WATER QUALITY REQUIREMENTS GENERATED BY THE ADDITIONAL IMPERVIOUS AREA (4.29 AC) ON THIS PLAN ARE MET THROUGH THE AMENDMENT TO WPO 2006-00048. NOTE: NO CHANGES WERE MADE TO AFFECT THE ORIGINAL APPROVED WATER QUALITY AND QUANTITY. . : J /v c2 Co C7 0) CV CV _Q Z C3 cr w .J U) w O J CC Q U ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11113/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 STORMWATER MANAGEMENT PLAN 6/6/2019 L�� LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: THE CENTER AT BELVEDERE LOCATION: CHARLOTTESVILLE, VA COUNTY: Charlottesville Designed by: J. SANDERS" Checked by. - UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. licit (4) CA INLET TIME Mi'lutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope FuTt, NORMAL FLOGS,' FLOW TIME REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, chi Ft. Area of Flow, An Sq t Hrn Ft. Vn Ft/Sec (16) En Ft. INCRE- NIENT Nfinutes (17) ACCL1iL4i: -LATED Minutes (17) REFERENCE (1) STA. REFERENCE (2) STA. 101 100A EX D-9 0.00 0.00 2,43 7.39 5.85 0.00 14.52 425.45 42494 34.03 0.01499 24 Circular 1 30.01 0.00370 0.98 1.53 0.49 9.47 2.37 0.06 7.45 101 A 102 100A 1.04 0.80 0.83 2.34 7.31 5.87 0.00 13.97 426.41 425.55 57.13 0.01505 24 Circular 1 30.07 0.00340 0.96 1.49 0.49 9.40 2.33 0.10 7.41 103 104 102 0.00 0.00 1.51 7.18 5.90 0.00 9.09 427.46 426.51 63.22 0.01503 24 Circ,ular 1 ?7.73 0.00170 0.79 1.15 0.42 7.90 1.76 0.13 T 31 105 106 104 0.33 0.83 0.27 0.77 5.36 6.43 0.00 4.95 429.02 427.96 106.08 0.00999 18 Circular 1 11.37 0.00200 0.69 0.80 0.36 6.21 1.29 0.29 5,64 107 106A 106 0.00 0.00 0.49 5.26 6.46 0.00 3.19 429.63 429.27 35.91 0.01003 15 Circular 1 7.01 0.00220 0.59 0.57 0.30 5.58 1.08 0.11 5.37 107A 108 106A 0.20 0.84 0.17 0.17 5.00 6.54 0.00 1.10 430.55 429.88 66.64 0,01005 12 Circular 1 3.87 0.00080 0.37 0.26 0.20 4.24 0.64 0.26 5.26 Ill 112 104 0.65 0.55 0.36 0.36 5.00 6.54 0.00 2.34 428.61 428.07 35.93 0.01503 18 Circular 1 13.95 1 0.00040 0.42 0.40 0.24 5.87 0.95 0.10 5.10 121 122 104 0.43 0.82 0.35 0.38 7.05 5.94 0.00 2.45 428.73 428.04 46.02 0.01499 18 Circular 1 13.93 0.00050 0.43 0.41 0.25 5.94 0.97 0.13 7,18 123 124 122 0.02 0.45 0.01 0.03 5.12 6.50 0.00 0.20 431.71 429.23 124.17 0.01997 12 Circular 1 5.45 0.00000 0.13 0,06 0.08 3.32 0.30 0.62 5.74 125 126 124 0.03 0.73 0.02 0.02 5.00 6.54 0.00 0.14 432.19 431.81 25.55 0.01487 12 Circular 1 4.71 0.00000 0.12 0.05 0.08 2.71 0.23 0.16 5.16 131 130A 130 0.00 0.00 0.59 6.08 6.21 0.00 3.66 402.15 399.00 28.16 0.11186 12 Circular 1 12,91 0.00940 0.36 0?6 0.20 14.14 3.47 0.03 6.11 131A 130B 130A 0.00 0.00 0.59 6.05 6.22 0.00 3.66 411.52 408.26 29.20 0,11164 12 Circular 1 12.90 0.00940 0.36 0.26 0.20 14.13 3.47 0.03 6.08 131 B 132 130B 0.00 0.00 0.59 5.95 6.25 0.00 3.66 426.00 416,49 8 5, 13 0.11171 12 Circular 1 12.90 0.00940 0.36 0.26 0.20 14.13 3.47 0,10 6.05 133 132A 132 0,00 0.00 0.21 5.10 6.51 0.00 1.35 429.11 426,87 49,69 0.04508 12 Circular 1 8.20 0.00130 0.28 0.18 0.16 7.72 1,20 0,11 5,20 133A 134 132A 0.00 0.00 0.21 5.01 6.54 0.00 1.35 430.88 429,21 36,99 0.04515 12 Circular 1 8.20 0.00130 0.28 0.18 0.16 7.72 1.20 0,08 5.09 135 BUILDING 135 134 0.23 0.90 0.21 0.21 5.00 6.54 0.00 L35 431.00 430,87 5.00 0.02600 10 Circular 1 3.83 0,00340 0.34 0.21 0.18 6.42 0.98 0,01 5.01 141 142 132 0.00 0.00 0.37 5.01 6.54 0.00 2.41 424.60 420.83 33.71 0.11184 12 Circular 1 12.91 0,00410 0.29 0.19 0.17 12.59 2.76 0.05 5.06 3 0 1 �c 0 - 0 1� Circular 1. _ .7I 0. 4 0 8 . 0 8 0.2 8.69 01K 5. 151 152 132 0.00 0.00 0.01 5.09 6.51 0. 00 0.06 428.05 426.10 130.21 0,01498 12 Circular 1 4.72 0'.00000, -0.08 0.03 0.05 2.09 0.15 1,04 6.13 153 154 152 0.01 090 0,00 0.01 5.27 6.45 0.00 0.06 428.53 428.15 13.63 0.02788 8 Circidar 1 2,19 0,00000 0.07 0.02 0.05 2.73 0.19 0,08 5.36 155 BUILDING 155 154 0.01 0.90 0.00 0.00 5.00 6.54 1 0.00 0.03 429.28 428.63 32.71 0.01987 8 Circular 1 1.85 0.00000 0.06 0.02 0.04 1.99 0.12 0.27 5.27 62 6 36 0. 0 0.32 32 .00 6 4 _ 0. 2.12 43 .29 430.73 62.29 0.02504 12 Crktdar 1 6.11 0.00320 0.41 0.30 0,22 7.07 1,18 0.15 5.15 171 172 100A 0.12 0.49 0.06 0.09 5.49 6.38 0.00 0.59 430,21 427.16 188.70 0.01616 18 Circular 1 13.35 0.00000 0.22 0.16 0,13 3.81 0.44, 0.83 6.32 173 174 172 0.04 0.85 0.03 0.03 5.00 6S4 0.00 0.22 431.69 430,31 53,58 (10?576 12 Circular 1 6.20 0.00000 0.13 0.06 0.08 3.73 0.35 0.24 5.24 ROUTE PROJECT THE CENTER AT BELVEDERE DESIGNER: J. SANDERS CHECKED: DATE 4/1512019 UNITS :NGLISH INLET d c4 a U U z CIO U a w > �U U V ° O U01 U o cf) p w C7 U w r Q a C 3 Q 5 5 7 O .a �' ° w C7 2 IZ.Cr, vac�7 2 a w a a `� w wU z w U a w UO J5`" s M y A Sag Inlets Only vd�a, w x Z Z a th M o ¢ q x a p M ° o Cn u�cv 106 13I-1 2.000 0.330 0.83 0.2739 Back/Lt, 0.000'RIGHT 0.274 4 1.096 0 Back/Lt. 0 4 0 0 Ahead/Rt. 1.096 0.0100 2.000 2 1.096 2.860 Weir Flow 108 DI-1 1.000 0.200 0.84 0.168 Back/Lt, 0.000'RIGHT 0.168 4 0.672 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.672 0.0100 1.000 1 0.672 3.276 Weir Flow 112 DI-1 2.000 0.650 0.55 0.3575 Back/Lt. 0.000'RIGHT 0.358 4 1.432 0 Back/Lt. 0 4 0 0 Ahead/Rt. 1.432 0.001 2.000 2 1.432 3.418 Weir Flow 122 DI-1 2.000 0.430 0.82 0.3526 Back/Lt. OMYRIGHT 0.353 4 L412 0 Back/Lt. 0 4 0 0 Ahead/Rt. 1.412 0,0100 2.000 2 1.412 3.386 Weir Flow 124 D1-1 0.660 0.020 0.46 0.0092 Back/Lt. 0.000'RIGHT 0.009 4 0.036 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.036 0.001 0.660 0.66 0.036 0.523 Weir Flow 126 DI-1 0.660 0.030 0.72 0,0216 Back/Lt. 0.000'RIGHT 0.022 4 0.098 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.088 0.001 0.660 0.66 0.088 0.948 Weir Flow 132A DI-1 1.250 0.030 0.54 0.0162 Back/Lt. 0.000'RIGHT 0.016 4 0,064 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.064 0.0100 1.250 1.25 0.064 0.521 Weir Flow 172 DI-1 1.250 0.120 0.49 0.0588 Back/Lt. 0.009RIGHT 0.059 4 0.236 0 Back/Lt. 0 j 4 0 0 Ahead/Rt. 0.236 0.0100 1.250 1.25 0.236 1.245 Weu- Flow 174 DI-1 1.000 0.040 0.86 0.0344 Back/Lt. 0.000'RIGHT 0.034 4 0,136 0 Back/Lt. 0 4 0 0 Ahead/Rt. 7_1 0.136 0.0100 1.000 1 0.136 1.129 Weir Flow ARCHITECT BUSHMAN DREYFUS ARCHITECTS, PC 820-B EAST HIGH STREET CHARLOTTESVILLE, VA 22902 434.295.1936 SENIOR CENTER DESIGN CONSULTANT LIFESPAN DESIGN STUDIO, LLC 554 BAXTER ROAD LOVELAND, OH 45140 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL CHARLOTTESVILLE, VA 22901 434.242.7642 C1V1L ENGWEER TIMMONS GROUP 608 PRESTON AVE, SUITE 200 CHARLOTTESVILLE, VA 22903 434.327.1688 STRUCTURAL ENGINEER DM WPV 110 THIRD STREET NE CHARLOTTESVILLE, VA 22902 434.293.5171 MEP ENGINEER STAENGL ENGINEERING 1159 CROZET AVENUE, SUITE A CROZET, VA 22932 434.295.8105 OWNER'S REPRESENTATIVE MATTHEWS DEVELOPMENT COMPANY 434.972.7764 t p,T.IT;`'� i� C€tAIGW 3. KOTARSKI 5 Lic. No. 0402011,8507 /27,79 r� co 0 rn N N Q z C3 Lu _J _J Lu rz O Q 2 U ISSUE DATE COUNTY SP 7/17/16 REV 1 8/13/18 REV 2 9/21/18 REV 3 11/13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1/28/19 REV 7 4/18/19 REV 8 616119 REV 9 6/27/19 PIPE AND INLET CALCULATIONS 6/6/2019 � CL 0 O U •� O U) () I-.= O cfl ' C O O N C v7 M O M mo`n� 00 04rnaio 't - +MF- 00 +)d ( F- �0'*0 ��zz 0 N<O> o Qa» > ��F_z coi-z z z ddr, 4dr, EXIST. GRADE PROP. GRADE 440 € 440 € 435 435 I 161 430 W 430 12„ HOP P @ 2.50/E E € 425 425 9+50 10+00 11+00 11+50 STR162 - STR106A HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 Q) C) c� � i U _ Cl) QM m .-. Cl) Cl) CM CO - Cl) In `° rn _ °' 00 o I� O 134: 6 " Cleanout �- "! N o ° . N STA 10+05.00 L{ N , v. c0 Q0 I- OT O N+ -� zN �TOP436.10 0 INV IN 430.87 (135) M � 0 >> M Fa- 0 >> > INV OUT 430.88 (133A) U) F- z z U)z z z 440 445 L � U N m NC)C) NQD- �� v O O M It N O ' OO Z M N O (D Cl)d• t0 i� O U')O O O N LO co co ti Co d• r O+ d d ��dZZZ0 �HO> > > > p Uz Z Z z EXIST. GRADE PROP. GRADE 440 435 4' 430 111 35.93' OF E 18" HDPE 425 @ 1.50% ro a) 106A: 18" Basin - Solid Top STA 10+62.29 O L IU TOP 435.91 (U N N - - o INV IN 429.88 (107A) � L c- Lt7 c- r N o w INV IN 430.73 (161) 17 � Cl) � ��� o Cl) �r INV OUT 429.63 (107) i o o � 124: 8" Basin - Square Grate M M O Cq M 00 00 � 000' � m + m I- o STA 10+25.55 co o+ M _ :) N It It , i- 108: 12" Basin - Circular Grate 0o 0 TOP 436.29 N- Z 0 < a- z z z 0 STA 10+00.00 co �0> INV IN431.81 (125) NQ0> > oF-O>>> > TOP434.50 INV OUT 431.71 (123) U) I— z z U) F- z z z z INV OUT 430.55 (107A) 445 445 E 445 450 € EXIST. ` GRADE 440 440 _ _ ... E __._. _ i _._. 440 445 PROP. GRADE r 435 435 ' 435 440 3=--'MW _ i 125 430 430 OF 430 435 4="F1bPE _. @1 1.50 % O 124 HD PE @ 2.00% € 1 1 46.02 i OF 18" HDPE 425 425 € ) 1 rn° 425 430 9+50 111+00 11+50 STR112 - STR104 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 440 RETAINING: I € € WALLS 4...........- ..........................._ ._................................ ...1........................................................-.....1.3.OL ..M.H.-2............................... 435 STA 11 +76.81 TOP 424.12 E € 4'5 INV IN 416.49 (131 B) I PROP. INV IN 420.83 (141) E GRADE I INV OUT 411.52 (131 A) 430 d........... ....................................<...... ... 73 -..........................�............................... _....- _... ................... 135 36 gg3'9 op i ' 5.00' OF `2" € € 12" HDPE4SDAF 4g6133 @ 2.50% g OP ' 425 y�A @ .. ..F...............--....... E ........ -- ......... E ' ................... -........... ....... ........ ..........._................ __............. ..................... .-............... ..................................425 : E 131 B EXIST. 420 GRADE 420 12' HD E ._.........................................;.......................n.....................- . �. 5................................................................................................................................................................r............................................................................1..3QA i E € ;...M H.-2..................................-....................................415 STA 12+06.01 E TOP 412.08 EXIST. 8" DIP E INV IN 408.26 (131A) SAN SEWER INV OUT 402.15 (1 31) 410 i PROVI 'E VDOT 410 -................`............-................................................................................. - - ............ ..... TCi SL-fi ..............a ....� .... :.........................._.....................,........... _-........... . o E % E E 130: EW-1 for 12 Pipe 405 ................................................ i................................................. ................. . ..................;..........�......................... STA 12+34.17 405 ........- € >................. -.... _. ¢... TOP 400.19 E INV IN 399.00 (1(31) E �0...... -........ ............................................._......_.............. ;........................... ..........._........;................... ............................. .;...... ....................... ..... ' 400 _...... 01<1 395 i 395 9+50 10+00 11+00 12+00 BUILDING - STR130 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 13+00 13+50 420 9+50 10+00 11+00 STR1 26-STR1 04 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 9+50 10+00 11+00 12+00 13+00 13+50 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 420 12+00 12+50 420 415 z_ U) z z U 0 2 2 L Quo Z Z O L0 p /O� W W CO- O I� U O �- �iJ VJ Qw O L ljLO „ Il� U O _ N `. C U0 �- 0 c �n r, o rn d m � 00 �o m rn `O N = N EX D-9: DI-3B 10 ft Throat ow LO m o r`n of 00 m LO o N co N b Co M vM � z STA 13+63.00 • + F- = o+ M N CN �- o N d z z Q a - O TOP 442.88 o 04="tz 0 zz 0 N <a- �� O -z z INV IN 424.94 (101) �� HW o I¢- 0>> O O Z Z Z � z z z - INV IN 419.53 (EX PIPE (D-10)) O Z Z z - - - - INV IN 419.28 (EX PIPE (D-4B)) •. 0 1450 zw E € EXIST.1 GRADEE ARCHITECT EE I BUSHMAN DREYFUS ARCHITECTS, PC _----_.._.. € 445 820-B EAST HIGH STREET _._ _..W ._.... CHARLOTTESVILLE, VA 22902 9 434.295.1936 PROP. NEUTRAL �" SENIOR CENTER DESIGN CONSULTANT I GRADE GRADE 4 E J LIFESPAN DESIGN STUDIO, LLC TRENCH 554 BAXTER ROAD p ; DRAIN LOVELAND, OH 45140 W. .__.. _...._.. __. 440 f 513.444.4877 LANDSCAPE ARCHITECT PRAY DESIGN ASSOCIATES 1012 WILDMERE PL 3' MIN 107A 66.64' OF 107 12" HDPE 35.91, OF @ 1.00% 15„ HDPE @ 1.00% 9+50 10+00 ARLOTTESVILLE, VA 22901 435 434.242.7642 n CIVIL ENGINEER CONTRACTOR SHALL FIELD TIMMONS GROUP VERIFY DEPTH OF EXISTING 608 PRESTON AVE, SUITE zoo UNDERGROUND UTILITIES. CHARLOTTESVILLE, VA 22903 `• ( 434.327.1688 430 A - STRUCTURAL ENGINEER �J U DMWPV 105 ' 110 THIRD STREET NE 106. Dg' OF CHAR LOTTE SVI LLE, VA 22902 18" HDPE 103 434.293.5171 ?._p.4..°ln 63'22' OP 10 2 DPE 57.13 pF 101 f -425 MEP ENGINEER STAENGL ENGINEERING @ 1.5p° 24" 34 03'OF 1159 CROZET AVENUE, SUITE A @ 1.5% 24„ HDPE <; CROZET, VA 22932 < @ 1.50% .j 434.295.8105 E ' € 420 OWNER'S REPRESENTATIVE - - - ; MATTHEWS DEVELOPMENT COMPANY 434.972.7764 11+00 12+00 9+50 104-00 11+00 12+00 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 415 KIWI v,9� �y G > C€ MG W J. KO' FARSK[ z Li;. No. 040220-48507 13+00 14+00 , 6127/1 �T-OA}'AL CM m Q j3 LO M CM LO v M 7 m Cl)(0LO y 0 co O c�o� o (q 00 00 o J�l56: 6' Cleanout a) N M o CO 152: MH-1 0 00 N STA 10+00.00 U + Lo f- STA 10+51.74 `7 o N N TOP 436.63 't z? 0 TOP 433.43 o"t z z 0 INV IN 429.53 (155A) H O � Z > INV IN 428.15 (153) i'i `� 0- LO » > INV OUT 429.28 (155) U)z - z INV OUT 428.05 (151) '_' z z z 440 440 �- 3' MIN . EXIST. 430 , GRAD ...... 155 1 32.71' OF 8" HDPE 151 425@ 2.00% € 30.21' OF ...................53.........-..............................-................__. 2E,.. . HD.P.... 425 9.04' OF @ 1.50% HDPE 2.00% 420..............................................................................................-.................�................._�.........................................._................................ _. 420 5 i 41 10 ...............................4 �.�. I �5 0 50 PROFILE SCALE 9+50 10+00 11+00 NOTE: _ 12+00 PIPE 156 - STR 1321. 95% COMPACTION IN FILL AREAS 2. CONTRACTOR SHALL VERIFY LOCATION AND HORIZ SCALE: 1"=50' DEPTHS OF EXISTING UTILITIES PRIOR TO VERT SCALE: 1"=5 CONSTRUCTION 3. INLET SHAPING TO BE PROVIDED ON ALL CONCRETE STRUCTURES 4. PROVIDED 2" STEEL PLATE ON ALL MANHOLES WITH A DROP GREATER THAN 4' o W Z w J J 0 w O 2 U ISSUE DATE COUNTY SP 7/17/18 REV 1 8/13/18 REV 2 9/21/18 REV 3 11 /13/18 REV 4 12/13/18 REV 5 1/10/19 GAS LINE REV. 1128/19 REV 7 4/18/19 REV 8 6/6/19 REV 9 6/27/19 PROFILES 6/6/2019