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HomeMy WebLinkAbout26-19 Site Plan (Updated 3-17-2020)Plan Revisions Revision Revision Date Comment No 01 07122/2019 Frederick Water Comments 02 08/16/2019 Frederick County Planning Comments 03 0910412019 Frederick County Planning Comments 04 091/7/2019 Frederick County Public Works & VDOT Comments 05 1010712019 Frederick County Planning Comments 06 10/2112019 VDOT Comments 01/20/2020 10/2512019 Plan Approved 07 01/2012020 Revised per Architectural Plan and VE Items (Revision #1) 08 02105/2020 Frederick Water Comments 8 E&S Phase 1 07 01/24/2024 9 E&S Phase I 07 01/20/2020 10 Basin Details 07 01/20/2020 11 E&S Phase II 07 01/20/2020 12 E&S Phase II 07 01/20/2020 13 E&S Phase II 07 01/'20/2020 14 E&S Narrative 07 01,/20/2020 15 E&S Details 04 09/17/2019 16 E&S Details 04 09/17/2019 17 Overall Geometry & Grading Plan 07 01/20/2020 18 Geometry Plan 07 01/20/2020 19 Geometry Plan 07 01/24/2020 CALL "MISS UTILITY" VIRGINIA UTILITY PROTECTION SERVICE (VUPS) AT 811 OR 1-800-552-7001, 48 HOURS PRIOR TO THE START OF WORK. EXCAVATORS MUST NOTIFY ALL PUBLIC UTILITY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF PROPOSED EXCAVATING OR BLASTING AND HAVE THOSE FACILITIES LOCATED BY THE UTILITY COMPANIES PRIOR TO COMMENCING EXCAVATION. THE EXCAVATOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL COUNTY REQUIREMENTS, VIRGINIA CODE AND REGULATIONS. UTILITY NOTICE REQUIRED Contractors shall notify all public utility operators who maintain underground utility lines in the area of proposed excavating or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. Names and telephone numbers of the operators of underground utility lines appear below. These numbers shall also be used to serve in an emergency condition. Water/Sewer: Frederick Water P.O. Box 1877 Winchester, VA. 22604 (540) 868-1061 Power: Rappahannock Electric Coop 1.37 Kelly Court Front Royal, VA 22630 1-800-552-3904 Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301) 954-6282 Gas: Shenandoah Gas Co. P.O. Box 24010 Winchester, VA 22604 (540) 869-1111 SITE DEVELOPMENT PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY. VIRGINIA S P# 26-19 OWNER DEVELOPER GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VA 22+604 (540) 667-7700 VICINITY MAP SCALE: 1 "" = 1000" GRAYSTONE CORPORATION P.Q. BOX 2530 WINCHESTER, VA 22604 (540) 667-7700 Sheet Number Sheet List Table Sheet Title Revsion No Revison Date 1 Cover Sheet 08 02/05/2020 2 General Notes and Legend 07 01/20/2020 3 Boundary and Existing Topo 05 10/07/2019 4 Overall Site Phasing Plan 07 01/20/2020 5 Overall E&S Plan 07 01/20/2020 6 Offsite Borrow Site E&S Plan 07 01/20/2020 7 E&S Phase I 07 01/20/2020 8 E&S Phase 1 07 01/24/2024 9 E&S Phase I 07 01/20/2020 10 Basin Details 07 01/20/2020 11 E&S Phase II 07 01/20/2020 12 E&S Phase II 07 01/20/2020 13 E&S Phase II 07 01/'20/2020 14 E&S Narrative 07 01,/20/2020 15 E&S Details 04 09/17/2019 16 E&S Details 04 09/17/2019 17 Overall Geometry & Grading Plan 07 01/20/2020 18 Geometry Plan 07 01/20/2020 19 Geometry Plan 07 01/24/2020 20 Geometry Pian 07 01/20/2020 21 Utility Plan 08 02/05/2020 22 Utility Plan 08 02/05/2020 23 Utility Plan 07 01/20/2020 24 Grading Plan 07 01/20/2020 25 Grading Plan 07 01/20/2420 26 Grading Plan 07 01/20/2020 27 Pavement Plan 07 01/20,/2020 28 Life Safety Plan 07 01/20/2020 29 Road Profiles 07 01/20/2020 30 Road Profiles 07 01/20/2020 31 SWM BMP Plan 07 01/20/2020 32 SWM Plan 07 01/20/2024 33 SWM Pond 1 Details 07 01/20/2020 34 SWM Pond 1 Details 07 01/20/2020 35 SWM Pond 1 Details 07 01/20/2020 36 Private Force Sewer Profiles 07 01/20/2020 37 Private Pump Station 1 07 01/20/2020 38 Private Pump Station 2 07 01,/20/2020 39 Storm Sewer Profiles 07 01/20/2020 40 Storm Sewer Profiles 07 01/20,/2024 41 Storm Sewer Profiles 07 01/24/2020 42 Storm Sewer Profiles 06 10/21/2019 43 Storm Sewer Calculations 07 01/20/2020 44 Ditch Cross Sections and Computations 04 09/17/2019 45 Ditch Cross Sections and Computations 07 01/20/2020 46 Waterline Profiles 08 02/05/2020 47 Waterline Profiles 08 02/05/2020 48 VDOT—Site Details 07 01/20/2020 49 Site Details 07 01/20/2020 50 Frederick Water Details 01 07/22/2019 51 VDOT Details 07 01/20/2020 52 VDOT Details 53 Landscape Plan 07 01/20/2020 54 Landscape Plan 07 01/20/2020 55 Site Lighting Photometric Plan 07 01/20/2020 56 Sight Distance Milburn Road 06 10/21/2019 57 Trail Map 03 09/04/2019 58 Proffers 59 Proffers APPROVAL z 164 z W NO LV z I R LU C7 W 2 (n W 0 CdW 0. W z LLI 0 0 Z W z 0 Q (D L, KE U "d IC. No. 3 809 fahT�� DATE: 0612812019 SCALE: 1" = 1000" DESIGNED BY: TTC ZONING ADMINISTRATOR DATE FILE NO. 2760GC SHEET 1 OF 59 *SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL 1 19-09 GENERAL PLAN AND CONSTRUCTION NOTES VDOT GENERAL NOTES LEGEND GENERAL than 41 but less than I Y21, the bench shall be a minimum of 6 feet wide. For existing slopes steeper than 1 Y2:1 but less than V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of 1, Greenway Engineering, Inc. (GE) has issued this plan set based on project criteria dictated by the client and municipal codes. Y2: 1, the be rich shal I be a min irn U M of 4 feet wide. Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control EXISTING INTERMEDIATE CONTOUR N U-) This plan set is not considered complete or appropriate for construction until ALL necessary agencies have given approval AND 7. All pavement sections shown on these approved plans are based an a minimum CBR value of 6 and are for preliminary design Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the EXISTING INDEX CONTOUR C) Cc (D - E CO io this plan set is signed and sealed by a licensed professional. Any work, planning, scheduling, material purchases and/or only. Final pavement design shall be based upon actual CBR values. The Contractor or Developer shall be responsible for field Standards or Specifications and Regulations, the most stringent shall govern. PROPOSED CONTOUR 400 a) (N 'T C Cq N U M U3 6 construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel authorizing work. tests pe r VDOT standa rds to obtai n actual CB R va lues fo r fi nal desig n. Fi na I pavement designs wi 11 be approved by VDOT V2. All construction shall comply with the latest U -S, Department of Labor, Occupational Safety and Health Administration _J -M (D M C E a) GE shall be held harmless from all costs, time delays and/or material changes incurred an any work that is preformed prior to and/or the Owner/Developer, which ever applicable, prior to installation. GE shall be held harmless from all costs, time delays (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations. EXISTING EDGE OF PAVEMENT = C� - 3: CM 0 N >' , �= ,q r ­ this plan set being approved and sealed- and/or material changes incurred on any work that is preformed prior to final pavement design approval. V1 When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the PROPOSED EDGE OF PAVEMENT >1 > Lo - 3: 0 2. The approval of these plans in no way relieves the Developer, Contractor, Subcontractor, or any of their agents of any legal 8. Concrete for pads and/or sidewalks shall be a minimum Class A3 or 3000 psi (with air) and shall be placed in accordance to current edition of VDOT's Work Area Protection Manual. A transportation management plan needs to be submitted for EXISTING CURB AND GUTTER C L.: . , ,zr a) �� -t� C - � 1 responsibility which may be required by the code of Virginia or any County enacted local ordinance, nor does it guarantee the ACI practices or as otherwise specified per structural design. All concrete areas requiring a separate permit shall be designed approval and land use permit issued prior to any execution of work within the VDOT right of way. a) a .- 0) X , issuance of any required permits by the County, State, VDOT or any other governing Agency. by a registered professional structural engineer. V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction PROPOSED CURB AND GUTTER r J_ -C �; 0 � 0 - M [7 LL I � 3. An approved set of plans as well as all applicable permits and required documents must be available at the construction site at 9. The contractor shall provide adequate rneans of cleaning mud from trucks and/or other equipment prior to entering public boxes, controllers, etc., owned by VIDOT or private f public utility companies. It is the sole responsibility of the developer to TRANSITION TO REVERSE CURB - - ..... � ......... - -_ _T �� I- 'D � all times during construction. A representative of the Developer must be available at all times. streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to locate and identify utility facilities or items that may be In conflict with the proposed construction activity. VDOT approval of EXISTING TELEPHONE LINE __T - - - - T - - - - T - - - - T - - - 1 4. GE and/or the Engineer shall not not be responsible for or have control over or charge of construction means, methods, insure that public streets are maintained in a clean, mud and dust free condition at all times. these plans does not indemnify the developer from this responsibility. techniques, sequences or procedures, nor for safety precautions and programs in connection with any work shown on these 10- Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform Traffic V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed PROPOSED TELEPHONE LJNE T - T - plans- GE and/or the Engineer is not responsible for any Contractor's schedules or failure to carry out the work. GE and/or the Control Devices (MUTCD). necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility of the _UD­_­6���L EXISTING STORM SEWER WITH INLET - =_9 *� Engineer is not responsible for acts of ornissions by the Contractor, Subcontractor, or their agents, employees, or any other 11� The exact location of all guard rails and paved ditches will be determined by VIDOT personnel. "A joint inspection will be held developer. � PROPOSED STORM SEWER WITH INLET - -_ person performing portions of the work, improvements with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to V& If required by the local VDOT Land Development Office, a pre -construction conference shall be arranged and held by the - EXISTING SANITARY SEWER WITH MANHOLE _-S.- ---S-- S___ _*__W1__ 5. Methods and materials used in the construction of the herein shall conform to current County Construction determine if and where guard rail and/or paved ditches will be needed. The developer will be ,responsible for providing guardrail engineer and/or developer with the attendance of the contractor (s), various County agencies, utility companies and VDOT >TE Standards and Specifications and/or current VDOT Standards and Specifications. Should a conflict between design and paved ditches as determined by this joint inspection," Refer to Virginia Department of Transportation (VDOT) Guard Rail prior to initiation of work. PROPOSED SANITARY SEWER WITH MANHOLE - lc� 0 specifications and these plans occur the most stringent requirement shall apply. 6. The Developer and/or Contractor shall be responsible for constructing the site in accordance with the approved plans and and Paved Ditch Specifications. 12. Any changes to the approved Landscape Plan shall be approved approved by the County prior to installation. V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested inspection. PROPOSED SAN. LAT. CLEANOUT --NIF- S S ?_ Z r, �� �" :� EXISTING ELECTRIC SERVICE __1 - - - - i- -- - - - E - - - -- E - - -- ­ construction documents and the scope of work shall conform with grades, depths, dimensions, ect. shown hereon. 7� All known cemetery and/or gravesite locations have been identified an these plans- Any cemetery or gravesite shown on these 13� All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter and conform to VIDOT standard SB -1. V8, The contractor shall notify the Traffic Operations Center at (540) 332-95130 for any traffic control plan that impacts a VDOT PROPOSED ELECTRIC SERVICE - E E- 0 P % Z W maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone. -_ Pq plans shall be marked and protected in accordance with state law. The developer or contractor shall be responsible for 14. Construction debris shall be containerized in accordance with the Virginia Litter Control Act: no less than one litter receptacle V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance with EXISTING GAS LINE __G - - - - G - - - -G - - - - G- - - %O W Z marking, installing protecting and maintaining protection of any known sites during construction and in the event that any shall be provided at the construction site. Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected by PROPOSED GAS LINE - G G - - � 4 C� : ;�, W unknown gravesites is discovered during construction. the Owner and Engineer Must be notified immediately and adequate . from construction shall be Installed immediately. 15. All excavations shall be benched according to OSHA regulations to permit safe entry. this project shall be maintained through construction. EXISTING WATERLINE W/ TEE __W - - - - W____W4-I+-W--_ = Z protection V1 0. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. W PERMITS AND INSPECTIONS PERMANENT STORMWATER MANAGEMENT EMBANKMENTS V1 1. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches cover PROPOSED WATERLINE W/ TEE -W FT+ W - 0 1� Satisfactory fill materials for use in constructing permanent stormwater management facility embankments shall include and when possible shall be installed under roadway drainage facilities at conflict points. EXISTING FIRE HYDRANT/VALVEiMETER D& 0 0 1 . The Developer or his agent shall be responsible for obtaining all required permits from the appropriate State and/or local materials classified in ASTM D-2487 as GC, GM, SC, SM, CL, or MI groups. Soils must contain a minimum of 20% plus No. 200 V12. Any unusual subsurface conditions (e.gL, unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the agencies and to comply with their requirements and all applicable National, State and Local laws and shall be responsible for sieve and be "Well Graded" material, with no stones greater than 6 inches, mixed with the clay. A minimum of three samples course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that PROPOSED FIRE HYDRANTNALVE/METER C& 0 (D obtaining any required permits from the Virginia Department of Environmental Quality (DEQ) or the United States Army Corp of shall be classified. vicinity until an adequate design can be determined by the engineer and approved by VDOT. _W_ PROPOSED REDUCER NOW Engineers for any plan wetland disturbance as may be shown on these plans. They shall also be responsible the Identification 2, All fill areas shall be "Keyed In" and compacted in horizontal layers not to exceed a maximum loose lift of 8 inches thick. All fill V1 3- All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to PROPERTY LINE and delineation of any wetlands that may be present on the construction site. shal I be compacted with a shee psfoot, ru b ber-fired or vi b ratory rol ler to a density of I 00% of maxim u m dry cle ns ity with a placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR's Is representative 2, Prior to the initiation of any land disturbing activities the Responsible Land Disturber, Developer, or the Contractor shall obtain mo iStU re content with i n +/- 2 % of opti mum pe r Standa rd Procter Test (ASTM D698) or the M odified P roctor Test (ASTM D 1 5 57) of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified and EXISTING EASEMENT - -_ - - -_ a Land Disturbance Permit from the Frederick County Public Works Department and shall be responsible for filing a Virginia as director by the geotechnical engineer. Compaction test shall be performed at one test per 5,000 square feet on each layer. labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in accordance with all PROPOSED EASEMENT Storniwater Management Program (VSMP) registration statement for the construction site as required by law , They shall also 3. Principal spillway must be installed concurrently with fill placement and not excavated into the embankment. All fills beside applicable VDOT standards and procedures. PROPOSED CENTERLINE - be responsible for obtaining and maintaining on site a Storrnwater Pollution Prevention Plan (SWPPP). The approval of these pipes or structures shall be placed in horizontal layers not to exceed 4 inches in depth and shall be compacted by hand V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance with plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment Control tampers. Fill material shall completely fill all spaces under and beside pipes. Equipment should not be driven within 4 feet of any the lift thicknesses, density and moisture requirements as specified in the current VIDOT Road and Bridge Specifications- EXISTING CENTERLINE - - - - - - Handbook. structure part during backfilling operation and shall never be driven over until compacted fill has been placed to a depth Certified copies of test reports shail be submitted to VDOT daily, unless specified otherwise- EXISTING TREE LINE -%������� - 3� Upon completion of all construction activities and permanent site stabilization, the Developer shall submit to Frederick County specified by the structural live load capacity of the structure or pipe. VI 5. VIDOT Standard CID and UID underdrains shall be installed where indicated on these plans and/or as specified by VDOT, FLOW LINE _..._..._..._... Public Works Department a DEQ Notice of Termination form, a copy of the sites construction inspection log book, an engineer 4. Embankments shall be constructed with a relatively impervious core and cutoff trench. Core material shall be classified as GC, V`I& A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the plans as W certified red -lined as -built of the approved plans with computations for all permanent stormwater management facilities, water SC, or CL_ The cutoff trench shall be excavated in impervious material a minimum of depth and width of 4 feet with side slopes storm sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for each size of FENCELINE X _X X _X _X - 'a quality, and stormwater conveyance systems, a recorded copy of the required BMP Maintenance Agreement (if needed) , any no steeper than 1 A and located at or upstream of the embankment centerline. The impervious core shall extend up to the each material type will be inspected or ten percent of the total amount for each size and material type summarized. All pipe EXISTING UTILITY POLE/GUIDE WIRE -� W VSMP Permit maintenance fees (if required), and a written request to Frederick County Planning for bond release. The 10 -year water surface elevation (see engineering design). The surface of the embankment shall be covered with a minimum 6 installations on the plans not identified as storm sewer pipe shall be considered as culvert pipe for inspection purposes- EXISTING TELEPHONE PEDESTAL 1:1 Developer shall also schedule a Final on site inspection with Frederick County Public Works Department. inches of clean topsoil and stabilized with grass. Additional testing may be required as directed by the Area Land Use Engineer or their representative. . SIGNS I I < 4� The Contractor, Owner or Developer must obtain a VIDOT Land Use Permit (Entrance) from the Office of the Resident Engineer, 5. Stormwater management facility earthen embankments shall not be greater than 26in height measured from the downstream V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design M Virginia Department of Transportation (VIDOT) and provide to Frederick County prior to any construction activities within existing toe of slope to the top of the embankment with embankment slopes no steeper than 21 and a combined minimum upstream and standard's and is the responsibility of the developer PARKING INDICATOR A State right-of-way. downstream slope of 5:1. The minimum top width of the embankment shall be 8'for embankments 14' or less in height and shall V1 8. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the INDICATES THE NUMBER OF TYP. PARKING SPACES 0. 5. The Contractor, Owner or Developer shall be responsible for scheduling all required State and local inspections and for the third inspection/testing to insure these be level. , developer in accordance with the Manual On Uniform Traffic Control Devices. & securing of any party service construction compliance with plans and specifications and 6. Any groundwater seepage encountered during cutoff trench construction shall be drained by means of a foundation drain to the V1 9. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of HANDICAP PARKING 0%..0 M shall keep and maintain a site inspection log book. It is Greenway Engineering's recommendation that a third party inspection/testing service be employed to ensure that is compliant and that materials installed meet the details and outside/ downstream toe of the embankment slope. Foundation drains shall be downstream and outside of the limits of the construction. Copies of all invoices for materials utilized within any dedicated street right-of-way must be provided to the local VEHICLES PER DAY COUNT EK> project cutoff trench, The constructed foundation drain section shall be an excavated 2'x 2'trench backfilled with hand compacted #57 VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured- LIJ specifications in these plans. stone wrapped -in geotextile fabric, V20, Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be I- & Any retaining wall 2 ft. or greater in height shall designed by a Structural Engineer require the issuance of a separate building 7. A geotechnical or construction inspector should be on site during embankment construction. determined using the density control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications and PROPOSED BUILDING ENTRANCE N�1) [_ permit. 7. Individual be from the Zoning Office for free facade the & All embankment construction, compaction testing, and construction inspections shall be the responsibility of the site contractor. VTM-1 0. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to Z c) sign permits will required all standing and/or signs prior to erecting sign and may require a separate building permit. VDOT daily, unless specified otherwise. In addition to checking stone depths, a VIDOT representative shall be notified and SANITARY MANHOLE IDENTIFIER 6 0 Of S Z LIJ CONSTRUCTION STAKE-OUT1 ASIBUILTS given the opportunity to be present during the construction and testing of the density control strip. �- Z W LITILITlES I . All stake -out to be performed by GE. If the contractor does not utilize GE for stake -out then the contractor assumes all liability V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. (D S2 (.9 (D () 1 . The location of existing utilities shown in these plans are taken from existing available records and may not be representative of for accuracy of construction. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction STORM DRAIN STRUCTURE IDENTIFIER LILI 0 [)� exact locations. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities 2. All cutsheet and grades are to be reviewed by Engineer of Record prior to issuance for construction. technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified _J __J > < as needed prior to construction, The contractor shall be responsible for the digging of all test holes that may be required, 1 Asbuilts of the SWM system is required to verify conformance with the approved plans. Please contact GE when installation is otherwise. A VDOT representative shall be notified and given the opportunity to be present during the construction and EXISTING SPOT ELEVATION .J 0 >_ whether recommended or not by these plans, to determine the exact location and elevation of existing utilities. If any conflicts arising from this existing utility verification or if during the course Of Construction, any object of an unusual nature is, complete. 4, All stormwater collection, stormwater management and water quality features must be inspected by Engineer of Record during testing of the control strip. V22. In accordance with Section 302.03, the foundations for pipe Culverts thirty-six (36) inches and larger shall be explored below PROPOSED SPOT ELEVATION X ,3 5 � Z 13� < < Lu �- �_ Z encountered, the contractor shall cease work in that area and immediately notify Greenway Engineering at (540) 662-4185 construction. As -built certification, required to terminate VSMP permit and bond release with the County upon the completion of the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report findings of LIGHT POLE _�_ U) U) D LU ct and/or the proper authority, Greenway Engineering or any engineer associated with these plans shall not be responsible or the project, must be completed by GE. foundation exploration to the engineer and VDOT for approval prior to placing pipe. Foundation designs shall comply with F_ 3 0 liable for any construction cost that may be associated with the installation or reinstallation any utility or other improvements if VDOT Road and Bridge Standard PB -1. Where soft, yielding, or otherwise unsuitable foundation is encountered, the - 0 �__ < 0 �� not notified of any discrepancies between actual field conditions and the approved plan. I . Topography shown on this plan has been conducted per the VA Administrative code 18VAC1 0-20-382 and the minimum foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT. PROJECT INFORMATION Z 0 2E L) 2. The developer will be responsible for the relocation of any existing utilities which may be required as a result of his project. Any standards and procedures set forth in chapter 4 (§ 54.1-400 et seq.) of Title 54.1 of the Code of Virginia. This plan shows the V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans In accordance with VIDOT's 'installation _J _J < D _J CK Parcel Identification No: 44-A-25 & 44-A-26 & 44 -A -31A -_ � _ Street Address: #TBD - Pr`ospQct'_Dr'i­v'e_", required relocation of existing utilities should be completed prior to construction. 3. The Developer and/or Contractor shall be responsible to supply all utility companies with copies of the approved plans and design assumptions utilizing these accuracy standards. Inverts and other elevations shown hereon must be field verified by the criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete. V24. Approval of these plans shall expire five (5) years from the date of the approval letter. 112� < LLJ LLJ C) 3: advise them that all grading shal�l conform to the approved plans, and further that the utility companies shall be responsible for contractor prior to construction. If a discrepancy is found, the contractor shall cease work in that area and immediately notify V25. VDOT Standard CG -1 2 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. Project Site Area: 80.44 Acres 0 Z LLI ILLI honoring these plans and the finished grades in the installation of their utility lines. Greenway Engineering. Greenway Engineering shall be held harmless for any discrepancies or conflicts if not notified V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed Disturbed Area: 37.87 Acres LU Z Z E 4. All proposed utilities to be located underground. immediately- foundation elevation to determine the type and condition of the foundation. The contractor shall submit copies of borehole Current Zoning: MI 0 0 LL 5. The Developer and/or Contractor shall notify operators who maintain underground utility lines in the area of proposed 2- Contractor shall confirm all existing tie-in points of this project prior to the start of construction. GE shall be notified of any logs and report findings of foundation exploration to the engineer and VIDOT for approval prior to constructing box- Current Use: Vacant/Agricultural [-- excavating or blasting at least two (2) working days, but not more than ten (1 0) working days, prior to commencement of discrepancies between actual field conditions and the approved plan prior to the start of construction. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1 . Contrary to the Standard, where rock is Proposed Use: Warehouse Building W C/) excavation or demolition. encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches, Where soft, yielding, or Previously Approved Plans: R EZ #09-09 ,I R EZ #03-12 ; M D P #0 I -1 5 Z 6. The developer shall be responsible for notifying Frederick Water and all other appropriate utility companies prior to construction otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be of water and/or sanitary sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut determined by the engineer and approved by VDOT. Maximum Building Height: 6q_�___ sheets, and connections to existing lines. This site is located in the M1 zoning district and the owner has requested a reduction in a portion of the zoning district buffer V27. Storm Sewer between structures 10D and 101, which crosses beneath Milburn Road, is pfivate. Private storm sewer requires Proposed Building Height: 42'(bldg 1), 42' (bidg 2) 0 7� All sanitary sewers, water mains and appurtenances shall be constructed in accordance with the current standards and as the site meets the criteria outlined in §165-203.02(D)(6)- The placement of Prospect Drive requires a reduction of the separate permit approval and establishment of a perpetual bond prior to construction for storm sewer within the existing prescriptive easement. Contractor to coordinate with client, obtain permit approval and set up bond prior to construction. - I ­_ - Building I Building 2 �__ specifications of Frederick Water. active distance buffer to zero (0) for a length of +/- 680 -feet, depicted on Sheets 3, & 18 - 20. All portions of the 75 -FT - Reguired Yard Setbacks: Provided Yard Setbacks U) 8, When grading is proposed within easements of utilities, letters of permission from all involved companies Must be provided to inactive buffer and non-mod[fied portions 25 -FT active buffer remain as required. All other buffers and setbacks described in Front: 75' Front: 163.0' Front: 663.0' the Frederick County Public Works Department prior to issuance of grading and/or site development permits. the project section located an this plan sheet. FREDERICK WATER CONSTRUCTION NOTES Side: 257*100' Side: 172.6' Side: 173.8' >_ 9. The developer shall be responsible for any damage to the existing streets and/or utilities which may occur as a result of Rear: 25'/*100' Rear: 1069.5' Rear 603,6' construction within or contiguous to an existing right-of-way or utility. *Buildings are not allowed in any proffered/required natural state buffer(' 00')r active(25') or inactive buffers(75') < 10� All storrnwater piping and structures shown on these plans are only accurate to the inlet or manhole locations as shown hereon. 1. Frederick Water's Water and Sewer Standards and Specifications are available at www.frederickwater.com Required Parking Setbacks: Provided Parking Setbacks 12� Detail design of stormwater structures were not provided to Greenway Engineering. Actual pipe alignments will be based upon 2. The contractor shall adhere to Frederick Water standards and specifications in effect at the time of construction- Front: 25' Front: 92.4' Front: 486.3' developed structural shop drawings as provided by the manufacturer. Contractor shall make adjustments to pipe alignments Side: 5'/**75' Side�. 144.8' Side: 158.3 0 base on provided shop drawings. Greenway Engineering will not be held responsible or liable for any discrepancies or changes 3, The contractor shall coordinate with and arrange for inspection by Frederick Water. Rear: 5'/**75' Rear: 1184.8' Rear: 541.6' caused by the structural design. Contractor may submit shop drawings to Greenway Engineering for review and approval at 4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole. "Parking is not allowed in any proffered inactive buffers (75) required for buffer/screening contractor's expense. Shop drawings will be reviewed for compliance with design plans. The Owner orDeveloper will be FREDERICK WATER SANITARY SEWER TIE IN NOTE Required Sign Setbacks: Provided Sign Setbacks responsible for any redesign as a result of structural shop drawing design. No meters shall be released, or connections allowed to the downstream sewer collection system as shown on the 5� A new water (or forced sewer) main shall be connected to an existing main by a wet tap, Front: 10' Front: N/A Front: N/A 11. All parking lot/street light and dry utility design shall be performed and provided separately by others. All dry utility, structural "Sanitary Sewer Plan For Graystone & Stephenson Village dated Nov 24 ' 201 7 revised 710211 8". u nti I sa id sa n ita ry sewe r i s Frederick Water shall furnish all needed material and make the tap. Side: I O' Side: N/A Side: N/A base design, electrical design, photometrics and or other lighting information shown hereon is as specified by others and is made operational and has been fully accepted by Frederick Water, which includes providing Frederick Water with a copy a. An Application for Wet Tap shall be submitted and the initial fee paid before the tap s made. i Rear: 1 O' Rear: N/A Rear: N/A included for informational purposes only, as directed by the Owner, Developer and/or public agency requirements. Greenway of the recorded off-site sanitary sewer easements. The property owner assumes all risk and accepts all delays associated 6. Exact locations of water and sewer services an new lines are to be coordinated with Frederick Water's inspector. - - - - - ----,-,--- ----- - - _�_�_�___ -b�ilakg Engineering has not performed any lighting and/or dry utility design and does not warrant and is not responsible for the degree with construction of the subject parcel prior to completion of the downstrearn sewer collection system. i Building 2 (�Parking SP NUMBER: #26-19 and/or adequacy of illumination on this project or the adequacy of the dry utility to service the site. Any changes to the lighting 7. Frederick Water's maintenance division shall furnish and Install all water meters through 2 inch in size. Spaces Required: 1 Per 250 SF Office Floor Area design, once the plan is approved. shall be approved by the County prior to installation. . FREDERICK WATER PROJECT INFORMATION It Is the contractor's responsibility to have the meter box assembly installed correctly. I 1.5 Per Warehouse Employee Rev. No. � Date I 07 1 01/2012020 Before a permanent meter is installed: 3,030 SF / 250 = 12 Spaces 2,982 SF / 250 = 12 Spaces SITEWORK a. The meter box, with its frame and cover, must be properly aligned with the yoke bar, b. The frame and cover shall be set to final grade. 7 Emp. x 1.5 = 1 1 Spaces/Shift (Peak) 66 Emp. x 1.5 = 99 Spaces/ShIft (Peak)] Calculation of demand/discharge WATER AND SANITARY SEWER USAGE I . Refer to the Geotechnical Engineer Report for methods, materials and details for construction of all earthwork activities. WATER DEMAND 'Residnetial: 235 gpd per connection c, The distance between the top of the cover and the yoke bar shall be between 20 and 23 inches. Parking Spaces Required: 23 Spaces 1 1 1 Spaces ) -_ - H op I ,, 2. All vegetation, root material, topsoil, and any other unsuitable material shall be rennoved from the construction limits of the site WATER DEMAND 2,625 GPD 'Commercial: 75 gpd per 1.000 sf d. All components of the meter box assembly shall be in proper working order. i 'I', before removal or placing of fill material. Earthwork clearing shall extend a minimum of 10' beyond all building and pavement SANITARY SEWER DISCHARGE 2,625 GPD 1ndustrial: 25 gpd @ 10 persons per acre SEWER DISCHARGE 8. For services that connect to existing lines: T - otal Spaces Provided: 23 Spaces 112 Spaces - I - .1 - ­ . . ,/ // limits with an additional I foot of clearance for each foot of fill required. "A" Sewer discharge equals water demand a. Frederick Water shall furnish and instalk ADA Spaces Required: (Per Table 1 1 061 (1) of the 2015 Virginia Construction Code) ,/ - , - WA �� 3. Controlled �Strl_!CtLlFal) fills shall be compacted to 95% of maximum dry density as determined by method per standard i. all %'Y/4", %", V, V/2" and 2" water services 1 Spaces 5 Spaces U RANDY L. PLER proctor AASHTO-T99, ASTM -D698, or VTM-1 as applicable (Non-structural fills 85% to 90%). Structural fills shall extend a FIRE MARSHAL'S NOTE ii. all sewer services, b. The owner/developer shall: ADA Spaces Provided". 4 Spaces 8 Spaces 1�0 Lic. No. ,32809 ,Q,� minimum of 5' beyond the limits of all foundation elements at bearing elevation, Density shall be certified by a registered i, coordinate (or have the contractor coordinate) the location of the service lateral with Frederick Water's I __.____,_. - I . - - ­ � _­_�_ - I .It- _L ) 111c� - GAIZ-)yAe-24, 4 professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has Fire lane markings and siqnaqe� engineering assistant. Loading Spaces Required: 1 Per 40,000 SF of Floor Area �k .0 k_j� been prepared, it should supersede the requirements in this note. No visual pumping, no rocks larger than 6 -inches. Materials Any "No Parking" signs and yellow painted curb locations will be installed ii. submit an Application for Service and pay the required fees. 63000 SF / 40,000 = 2 Spaces 175,760 SF / 40,000 = 5 Spaces I . ,�_� ��] ONAL I& . classified as OL. OH, MH or PT are not suitable for use as structural fill. All fill should be placed on stable subgrades. Fill should by field inspection at the direction of the Fire Marshal's Office. 9. All water service lines must have a backflow prevention assembly (double check valve or RPZ. as required). The Loading Spaces Provided: 1 9 Spaces/Dock 82 Spaces/Dock not be placed on surfaces that are muddy or frozen, or have not been approved by testing and/or proof -rolling. All fill material assembly must meet ASSE standard number 101 5 or 101 3. 1 ­ � I- - .1-11 ­ - ­ - DATE: 06/28/2019 compacted by heavy compaction equipment should be placed in maximum 1C -inch loose lifts. All fill material compacted by Far Calculation: Total Lot Area = 80.44 Acres (3,503,966 SF) hand -operated tampers or light compaction equipment should be placed in maximum 4 -inch loose lifts. Fill placed on sloping TRIP GENERATION DATA 10. All fire lines must have a backflow prevention assembly (detector double check valve or RPZ, as required). The Total Floor Area = 5.48 Acres (238,760 SF) ground should be properly benched into residual soils such that a smooth interface will not be present. Fill material placed assembly shall meet ASSE standard number 1048 or 1047. Any privately owned fire line, interior or exterior, shall also have a fire service HP Protectus III meter- This assembly shall be installed immediately before the backflow Building Area/Lot Area = 0.07 < 1.0 CLASS USE PHASE UNITS 'TRIP RATE VPD below and extending 10 feet beyond the foundations for the structure should be compacted to at least 98% of maximum dry prevention unit. Radio read rernotes are required. SCALE: N/A density as determined by the Standard Proctor Test Method (ASTM -D698). 7 . 4, All fills greater than 2 feet shall require compaction testing. 152 High -Cube Warehouse/ 1 238,760sf 1.68/ 1000 sf 402 11- Frederick Water shall review the mechanical plan(s) for design and material approval of a building's: � 5. All fills with slopes steeper than 3:1 or more than 1 0 feet in height shall require a Slope Stability Analysis. Distribution Center a. domestic water meter and its backflow prevention device, and/or its b. Fire service line's water meter and backflow prevention device. DESIGNED BY: TTC & All fill embankments being constructed against slopes of existing embankments or hillsides: or across existing embankments, Outdoor Lighting� All lighting shall conform to section 165-201.07 of the Frederick County zoning ordinance hillsides, and depressions at a skew angle of 30 degrees or more or slopes are steeper than 41 shall be benched in a series of 12� DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ's Certificate to FILE NO. 2760GC horizontal cuts beginning at the intersection with original ground and continuing at each vertical intersection with the previous Operate and a copy of the station's DEQ approved O&M manual. These clocuments must be received Signs: All signs shall conform to 165-201.06 cut. Material removed during benching shall be placed and compacted as embankment material, For existing slopes steeper before substantial completion is issued and water meters released. SHEET 2 OF 59 I I Security: No guard shack or security fencing is proposed with this project, If a guard shack or fencing � TAKEN FROM ITE TRIP GENERATION 9TH EDITION I 19-09 1 1 1 1 is proposed at a later date then a plan will be submitted for county staff review I - - __ - - - - N. SURVEY AND TOPOGRAPHIC INFORMATION - _ 6%.2`E ®o y • ,t *, 1. Boundary survey was performed by: aN co .0 HORIZON SNOWDON BRIDGE �. GREENWAY ENGINEERING Dated: 10/09!2003 � ,c� 6)OWNER, LLC `` +� =' N, T.M. 44 –A -26A r k ! 2. Aerial horizontal and vertical control surveys were �.3 `* ~ INST NO, 190005744 1 `�X` T M. 44 A -25B y ` �? performed by: �, �, T ZONE. M1 k JUDITH McCANN SLAUGHTER &ELLEN EX L. MARSHALL TRUSTEES Date o r _ _ 2£.4000 ACRES STONE BOX :. 'r.LO CU V 6,72 k � f INST. No. 020000470 3. Aerial topographic mapping performed by, � �_ a� u - L ERT 1 6fI.$8 ACRES VIRGINIA MAPPING Dated: DECEMBER 2004 � � - / �'-. ZONE.- OMRA E 7�L` F �% J •'"' r 2,� spy EX FENCE 1. OWNER ACKNOWLEDGES THE POTENTIAL IMPACT OF THE ROUTE 37 /�- DEVELOPMENT ON THE PROPOSED PHASE 1 BUILDING FOOTPRINTS. cdP � - x + (TYP,) 0 0 10 or Q W � 001*'-- _ R�L1T� 3 �yy�}T� �� A� R�" `? -''"� � EX, FENCELU � I ESI�� SEI'`��` (TYP.,� `aX// Z — /' :;, VST ��� �A�p6 � po ' rf. f.. `' { �`' / `�—_ '9 ryry - _ T M. 44 A-40 �R �t �p'�� ° � JUDITH McCANN SLAUGHTER & ELLEN EX UTILITY 3 4F `'� R a�E ��� , --t _ � L. MARSHALL TRUSTEES PALE EX. PROPERTY LINE61� �``-�� { INST No. 010012943 ' ! (TO BE VAGATED) ( 92.72 ACRES Tom, •,� G f� �]�GA % ,�S' ��, ;�' ZONE. QMRA EX. BUILDING - ` (VACANT) r" — .,_'V `�-- i, _ I' "••+, yam " `'` _ x \ f GRA YSTO E CORPORATION - r r !' ' OF VIRGINIA ,�`�� '' _ f' ! N1_1 W x% TM. 44-A-26 % `�- _ "�'�..-= - „'' /x (NQR7H POR71QN) V J f •. EX UTILITY �' INST NO. 030025588 -POLE +� INST NO, 190005125 (PLAT} INSU. 29.2058 ACRESI ZONE. M 1 am7\ X LQ LIJ BUFFER C PER MASTER EX, UTILITY / _ � _ _ �r ; f + \DEVELOPMENT PLAN GRAYSTONE Q Z C) COMMERCE CENTER DATED S o POLE - � .. .�/TY. 44-A-25 � � � � � - EX. NVPC POLE LINE ESMT _ �, �` t . 2 08 .015 W 1- Z DB 200 PC 546 & 547 `f .. � � GRAYSTQNE CORPQRATIQN � 1 � - s OF VIRGINIA _ � , . � 1 (PROFFER G4) Q C� DB 301 P0' 77 e INST NO. 030025588 + C� ..- INSLi. 51.2322 ACRES , T.M. 44-8-7 vy EX FENCE 100 c �� x � � � - x x ;---- x --� x ��X _ ,,t� (TyP.,1 \ � � ZONE.- M1 \ � -._� .� ,� '� < � �, � f 1r �,1?IDE ST No. Cl12fi01INC 18,32 �A � � ^ Y x -�, t 5.00 ACRES �' 7C Z - - - x , ' 1i + ZONE.- RA W U) Z) NI 4 + ❑a �y(}oo EX. UTILITY �,r PaLE - Y ` Q \ 'Fo1 �} �rtic 07 LJ0 LL 103 JN W EX PROPERTY LINE _ [ 1 1 Ty. 44-78-6 EX. DRAINAGE ESMT (TO BE VACATED -" C? G� + CRIDER & SHOCKEr INC -OF OVA T" No. 150004542 EX OVERHEAD - ,� r J INST No. 020011832 5.00 ACRES UTILITY � " t J ZONE. RA EX UTILITY `;-- SEX. FENCE �` 1 °' EX TWIN 29'ar45" , �, !1­_1POLE - ELLIPTICAL RCP • , - � - �:-. - _ ,� _ � .� -- � r � , ,�; � -. � �•.�� 1. ,� � W1 EN`DWALLS y�!+� I� �, , _, �., . �rt:+_.r 1 0 EX SLEEVES - \ EX 18' CM I INV IN= 625.22 - _ `-- INV OUT- 624, 92 (SEE NATE 4 SHEET 21 - - EX. UTILITY \ I POLE INV OUT = 589.73 E1�1 I INF REDUCED BUFFER ZONE PER EX. TWIN 29"X45" - s -. ELLIPTICAL RCP ff l � � CODE 165-203.02(D)(6) '��c.. �' � 1 • (.SEE BUFFERS NOTE SHEET 2) WIENDWALLS �� �; � - _----- - __ INV IN=626.00 1 + 874' _ - INV OUT=625.46 1 r ,r 1 7! -- - _ - EX. OVERHEAD. � `--� ti EX. UTILITY ' 25' ACTIVE BU _ _ __ _ O POLE I -- f - X 16X 12 - - URL17Y- r �--- s ! - - -- _ �� - EX UTILI -�— - --/ T M. 44 A-29 REDUCER — 75' INACTIVE 75' - FX 16" TEE BUF�P, �,`..x-^s._1� X- ac1a -= - 3�r -abti P25 BRL or�u _ o�, �_ ,�_-—C-� y J R ----- �� UD1TH McCANN SLAUGHTE / I , a fT0 INST, No. 020000469 —----_-_- --- 25 6RL ACTIVE BUFF r+ -tel �� ER 2-16 GVH v- -� v , J 1 0 5 ACRES �V x y ZONESP NUMBER #26-19 o'�w*t. ..rear,• r a .•a�raa�is:a�aww���a � � ^ .�, � '��� n � 5 - -- 5 ��,�•y IL B [JRN ROAD VA � � � __ �� ; - RL � TIv --- _-__---- ;._w - I � � �.--�" ~ � 1V1 , 4 _�� --�` °---�- -►611' 25 -� �I a EX x ZON ' ,� _ BRL - w n 75 NAC E � u, 4 y ry„ / l� - _ j — a 4 a _�1 �-- ,X --� i ' "UTI 1_ Rev. No. Date 775 -RCP _ ---, EX. DRIVEWAY EX. 24 RCP Z --__ _ - _��_�-= __ �, n� 10/0712019 ROUTE �1 1� - i ! INV IN '+ 600.04 4 _ OWED , - �'. X X INV IN=619.87 �-- � x ' _. fes- FRE NYDR�NT _ _ INV OUT=619.58 _ - - _ - INV C?UT = 599.53 /I j - y -- _--_ - ASSEM Y-�� EX 30 PRESCRIPTIVE ESMT BUFFER 'B' PER MASTER ' x — �- x -r--� - O j/EX. UTILITY , i ,a „ EX. FOUNDATION RUINS `'�. `�, -, J DEVELOPMENT PLAN GRAYSTONE P , EX. 42 X60 CMP I `'• `--- (TO BE REMOVED �r OLE INV', N a 585,841 jj�' COMMERCE CENTER DATED I .� Q �' EX. PRIVATE - 02/0812015 _ EX FENCE INV O&T = 585,441 DRIVEWAY (TYP) RA L. PLEB LIc, NO.32809i 1 UTILITY r d BUFFER 'B' PER MASTER ' + POLE _ , r 3 ,t 70NAL i PROPOSED 20 FREDERICK WATER -.� DEVELOPMENT PLAN GRAYSTONE `- � Y T M. 44 A-•29 EASEMENT SHOWN PER SANITARY COMMERCE CENTER DATED ` rte: / -'"� ' SEWER PLAN FOR GRAYSTONE & ''� _ 1 I 1 f 1 f STEPHENSON VILLAGE 0210812015 T M. 44 A-,3fA `` 1 JUDITH M o. 0 SLAUGHTER �`"� ., 7 INST Na. 020000469 ` DATE: 0612812019 (PLAN BY OTHERS) STEPHENSON ASSOCIATES LC _ 150.15 ACRES HIA IT RUN - c �r /INST No. 030005765 x ZONE. RA �• FLOODPLAIN PER 386.24 ACRES _ OVERHEAD '�. FREDERICK • -,r - d SCALE; V'= 100' ZONE. R4 UTILITY // M- -,-- COUNTY GIs DESIGNED BY: TTC 00 EX. ]FENCE %f r FILE NO. 2760GC - - EX FENCE 100 , � ! Q 200 Sl -IFFY 3 OF 59 SCALE. 1 " - 100' 19-09 NOTES: I 1. OWNER ACKNOWLEDGES THE POTENTIAL IMPACT OF THE ROUTE 37 DEVELOPMENT ON THE PROPOSED PHASE I BUILDING FOOTPRINTS. o LO 4000, u�NIToo 0 cqu�i J m 0) �7 4 00'C! cV N cu HORIZON SNOWDON BRIDGE a ' T.M. 44-A-258 �g3 2) v 04 OWNER, LLC JUDITH McCANN SLAUGHTER & ELLEN rare' �r�P m Q ��, a, ' T.M. 44 -A -26A R 0 INST Na 190005744 l CD L. MARSHALL TRUSTEES ra re` ?� r x •• ZONE' Y1 ! INST. No. 020000470 G SOP' `� Cu 26.4000 ACRES 60.88 ACRES �` �I r ZONE OMRA "P4 r z 40--00000. RQ TE S ROW Lu � 1 �� Asp �s R s�� �/ F�', jL _ � VOOT p pTp j oRRiD GIS., r \ n .I? ` II ��� °' 5�� - `j ` '� .. ! `+ +JUDITH MICA ciz CO N 44-A-4 OER ELLEN L. MARSHALL TRUSTEES f PR0 �R¢ , Q INST No. 010012943 ► X J CIO ��' �aN£D a,,y � � 92.72 ACRES o °�E ZONE. ©MRA 5 P �akv ^5 FUTURE 0 \ ^Q2 PHASE 2 '�► `` ,r GRAYSTONE CORPORATION r' r ^ OF VIRGINIA TY. 44-A-26 ('NORTH PORTION) �►`/ J�`` - e_ INST. NO. 030025588 ;. -3 `' ^ FUTURE BUILDING 43 oF r INST. NO. 190005125 (PLAT) ` `^ PROP. WAREHOUSE :.Lo I i INSU. 29.2058 ACRES �, a ' , FACILITY .. _ ZONE- M1 � �' < � � > 3 209,660 SF APPROX, FE - 6 0 L f ^ ■ P F 47 4 ui ► #r s F° ^> CL ;s FUTURE BUILDING #5 JJ'ti PROD. WAREHOUSE 1 TM. 44-A-25 FACILITY f V GRAYSTONE CORPORATION — n OF ORGINM APPROX. FFE = 629.26 W I ' INST. NO. 030025588 {� _ F INSU. 51.2322 ACRES s C7 ZONE. M1 d T.M. 44-8-7 C7 CRIDER & SHOCKEY INC OF WVA _z j _ rr s f y Y 'rr r7 r7 rrr � p. ry r INST No. 020011832 <r i1 �-- ► "• �`sn i�r `+ ..r s � s" 1 r rrrrrrr-s t �-.' VJ {` :;_ ') ', �:„ , r� r� r7 r, r, 5.00 ACRES W F- BUILDING#2 � f ;} v• 3 ` 4 h Y r. v oy fr r ■# r. a e•< _ d�'r -'y 4 t?` � �:.n h i'$. ^.1 k ( ' r� r r-� r7 rr rti rn r ZONE. RA BUILDING SA F� z fir. .i'�` . ..%+ 4{.' }R { }`: - .}• •!„?., it W PROP. WAREHOUSE FACILITY ":.,, :;" :,:.. ; .as' y:;. ,:>• C�j APPROX. FFE - 631.79 � � � ' f , FUTURE`� ,� 3 � �" � U)4�'.10001� _j C) Q� � 1'� `! �j � .'r/'.� I 3 `i uo k t l• 4 I< <w -."HASE 3 ' fy{ If/' L.J 4J Ll LJ LJ LJ C.J LI LJ LJ LJ LrJ a y;'j .l ,+�. 5•. isY{F M1� j A }(•`NiS ,SY-,'"L'fF'•y}'fNa [I L..?: �i Q O Ir : "yn� C ] . ! a.,+a A S x• !t ; .r i,y •y�I'��, Q `�- Li LJ LJ I.J L..f LJ LJL :`.}. s'. �- ... .•r't` t.,/ + r�b BUILDING #1 • i [� Q ' L J L J L J L J L "a'�' t .+ t( • C" \.J ;/� JLJ LJ LJ LJ LJ LJLJ,yJ. 4,. prr`+I ' PROPFACIREIYHOUSE �'." �, //, %I' ' � ,f I'ti' �rV � 'U] • �� V��� 63,000 SF � % LJ LJ LJ LJ LJ S.J . , r _ { ®O ' CRIDER & SHOCKEY INC OF WA I T.M. 44-8-6 INST No. 0211011832 Q APPROX. FFE - 631.00 FUTURE BUILDING #4 0 PROP.WAREHOUSE / � 5.00 ACRES t FACILITY U ZONE.' RA TM. 44 A-2 1 173,500 SF RUTH PORTIO APPROX. FFE = 627.60 GRA YSTONE V► j CORPORATION OF VIRGINIA_ T Na. 030025588 4V 1140 ACRES" E" M1 .`zACC U) �_ l -- -- - - - - - -- m -M . _. -�_ ��- TM. 44-A-29 JUDITH McCANN SLAUGHTER INST No 020000469 000- LLT- -�� -.. --l� 950 15 ACRES —�-�``--_ NED A{,�` �- ZONA RA SP NUMBER: #26-19 _--- -- _ rr rr ar r -- - --._ J J fJ--jjj—jf (j'���-{/— fj`��—}�,/—�J--J�-""+f�-----� �//,L�- ..—_�.�-_ � I7 L.V 1 i ! V ROAD L.J� L.J V / 4 .�--Y.-- P -T _ - - "_,—� --�` — �----— — �� Rev. No. Date �_ `` -- _ -1' e - L J - - - ZOrVFD R4 --- - _. -- of o�2otzvza __- M H n f}+Sj h. f mss_ 4 T) Rr f i j I d.; C, RA Y KEPLER LI . P .c No 32809 POFD TM. 44 A-29 ANAL # JUDITH McCANN SLAUGHTER INST No. 020000469 DATE: 06/28/2019 150.15 ACRES ZONE.` RA SCALE: 1" = 100' TM, 44A -31A STEPHENSaN ASSOCIATES LC DESIGNED BY: TTC INST No. 030005765 386,24 ACRES FILE NO. 2760GC ZONE- R4 _,tet —� ti 100 0 100 200 SHEET 4 OF 59 �_ _ SCALE: 1 " = 100' 19-09 ., EROSION/SEDIMENT CONTROL LEGEND FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY!! \ ©$3 NO. KEY SYMBOL DESCRIPTION �O C', co a m mi C:14 Im"n m �\ ��� OC��,k� 3.01 SAF — 0 0 ©- SAFETY FENCE k -4 TEMPORARY GRAVEL 0 k -� s 0 \' 0 CE CONSTRUCTION ENTRANCE o c �Xc` ' .. �, muinv ID X , k 3.fl5 5F - X X X- SILT FENCE LO L) C M LL -X X --X X—X X SUPER SILT FENCE A 3.7 1P STORM DRAIN �. 0 OR �� INLET PROTECTION C FOO� ♦ �� G� _ 3.08 CIP CULVERT INLET PROTECTION `� Ul 0 � �� � �'- � 3.09 D�D}--�-►��►- TEMPORARY DIVERSION DIKE � �► , °tip '- 3.14 SB TEMPORARY SEDIMENT BASIN 10 Q i �, STORMWATER z W • Ps �- 3.17 SCc �- W o �\ SGC r� CONVEYANCE CHANNEL � r� We 0/ ♦ -�' 3.18 OP OUTLET PROTECTION z W 0 oly X ` GD ROCK CHECK DAMS `_� x « x x '� '.� 3.20 SILT FENCE MAY BE REMOVED AFTER/00010 x DID f STABILIZATION OF STORM CHANNEL 3.81 TS TEMPORARY SEEDING �� /, ♦♦ � 3,32 PS PERMANENT SEEDING 0/0 AREA 3-"\,, SSF ♦ 3.36 BIM SOIL STABILIZATION BLANKETS & MATTING X ,< DD \ LIMITS OF CLEARING & GRADING C A DRAINAGE DIVIDES W \ _�► ♦ - AREA OF CONCERN - CONTRACTOR TO INVESTIGATE V J 5= �► CONDITIONS FOR STABILITY AND CONSULT WITH A X ��%/ - GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL DD ♦ + REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE le `- ` - AREA TO SB #1 - ♦ NOTES: Q♦ DA= 16.45 A. C. 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL ♦ �, �► STABILIZATION BLANKETS (EC -2). LL ♦♦ \ y - 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS W \ \ S. \ ♦ ♦ ''_ AREA 2 ♦ I I-- 110, b h3�4 4 SCC ¢' �'► COORDINATE RELOCATION OF C �►� +� ` GGA \ N ITE UTILITIES A PHASE I Z \'1 \� ♦ O S U S S AS SGC [1? PS DD ,�� -? �� MEASURE (SEE SHEET 21 FOR � \ -_ - - - - f � � � [ %X \` G r - -' . „ PROPOSED RELOCATION} _� J _ r 00 �. \ BIMr 1'� _ -. _ _ ;t MI D❑ i �r . Uc, �'`., �v, x r d ! _V J ��NI � �- 1 : — PROP q �.l, ozg '_' LLI �. %1 ,� '' .� `', - \_ BOULDER r W U] \ f ♦ i �' s61 '� `.`� ` STOCKPILE x + f I J (� 0 U UJ SSF — \ W W +4,> 0 LL S d � _ °�� s CE ♦ f �- 1`� x X GV5 CE !f q °�� ar f f > f� - X x -- �E�a�iu�i�'�FX -—sem ©�+V`/ _ -- y --- x -� - MIL ROAD VA �� --_ -� ------------ x -� _ x CE CVl OP ROUTE 66.E _ Y { EX. 15" RCP TO— �. r BE REMOVED x -.,�-� � ♦ SSF - x ,1f �,,� _ �,;_ _ x( 1yy AREA 1 j� -�j 0 5 l5. �.�° ♦ . r SILT FENCE MAY BE k 0 ,rr ] \ ROUGH GRADING AND BERM MAY BE -i J f / REMOVED AFTER `� COMPLETED DURING PHASE Illi E&S, x STABILIZATION OF `�� @B/M FINAL GRADING AND PLANTS SHALL 0 STORM CHANNEL STS Irl o �`'' SCC NOT BE INSTALLED UNTIL ALL �� I SP NUMBER: #2fi-19 UPSTREAM DRAINAGE AREAS ARE � 1 � ,l t DD STABILIZED. Rev. No. Date 07 0112012D20 a SEE: SHEET Z DID FOR OFFSITE '— _ `� ' I RAI Y L. --PLER �-..,._� �\ SSF SSF x / .� � � "d Lic. hJo. 32809 BORRCJI►'ll AND � '� - - - ,� `— _ __- + � , �a �� �� - �__ - -_ BIM T =� ,� a RESPONSIBLE LAND DISTURBER � Z zP2 �w ~---_ , STOCKPILE -- — NAME: st _ _ - - � .� �; `- - - - - -- - -- _ ��- `a � scC GD s � .�_ � � 'OVAL - _ - - =� __ _ _ — - - _�. _ �_ ` - _ 1 CERTIFICATION : AREAS. � _ �► _ _ � _ `'-`��` � -� = _ �' �_ --� -� �,. � . ��, � ;�� '� �. ��' � ,; � I; •" �� DATE: � �- - - ♦ - . � � `` - -� � „� � � � _ =�- � � DATE: 06l28l2019 �•j - .►-�._-._ —� _ - = - _ IIIIIIIIr - THE RESPONSIBLE LAND DISTURBER ��. ? id - - SHEETSI SCALE. 1 -100 �- - - -IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING DESIGNED BY: TTC 4. ACTIVITY AS SET FORTH IN THE PLANS. FILE NO. 2760GC SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL 1 pQ 0 ' Qp 2aa • ,-� �-M--`••"�-` ..,,.-� , _ _� � � -. _ _ �.: _ _ _ _ __ - - -- ; \`,,� � SHEET 5 OF 59 19-a9 SCALE: _ as f { CONSTRUCTION . .1 / / / i y zQ / ' 1 1 . ICI 1 \ � � � �,-.` �� ! ENTRANCE ONTO PROP. / / / I 1 �� •-- J I 1 ��` \\\ 30 ACCESS DO NOT 1 I I E Y T N DRIVE J I ( \ J \ ,\ f "`` R .-��.\ \ ti \ WETLANDS 1 ! I 1 ,� ►, c `` -- 11 \ \ ��`` _`�:= -\\ `'�� EASEMENT ', t�\ i'�-�-- J DISTURB! ,,� / �" ,� 11! �,•'�• 1 � -.. ,�! \ � �� � -650 -� � � \ .� �. � 1 �. .� /I �' !� ! I * ' �` \ ` 1 �, t J / 1 \ / -• , / \ `�` \\ J 12 GRAVELcl, / 10 � 03 E f 0 1 1 \ \ `� `,, - - \ \�\ �\ \\ \.'e -- BORROW ROAD v cv aQ `_� CE / /..., r r/ ! 11CI L *� _ " \ y y L, •,,� r-- r \ 4 \�' \ \� *� ORANGE ! f45 645 rw N4 T N X �` ) + / �+ -.� '"� X J `tib`.\\ e,'`ti\ \ .Z • j SAFETY !I �r res CONSTRUCTION x� l ,� 1 1 `�\\1 (f�',� ,� )�, �,� �,4\� r _ ca I , ENTRANCE ONTO \' / / _ ._ _x -� �( �''�Ix `ti l �.,,\\� % 1 j \1� Q�'` `�'' = f FENCE - - z 'Q, a cam„ �, MILBURN ROAD r*-. `'ti,\ \ 11! --�, 65 " s r 1 ` y�J�/ ��`\ \r : {,n 3. 5' •, JI r- - `. �` 1 J f / / ` y y SEE NOTE � r- #2 ! 1 f /' ! \a 11 %11 l!r I f -' �- -, / �` `� -- _ - -' 1 .- -- -- `` � ,,�'� / 1111 >`` _. - - r :- _ .r ` / I 1 t\ \ . ``� L 1 �_ L- -- � w / J /� s ,� �. - I EX GAS +, Ln v �l I} . 1 �, GAS TRANSMISSION I 1 1J \ .�`�:`- -" � �- _ s J .,-. -- Y64{� 640 o � .. - � LINE WITH ESMT ' •' � - � - � � � .'�, j \ '"� - � -.� s � � r r 1 TRANS. _ ..� -,.�_ _ �_ �_ r. J .�' ..- J -,•.� � --- --0 3g I MAIN � � � LL. >I `Jr .-J.js"rJ�.J�f�/ %° ✓_ s `By fi I C 1 I 1 1 1 ! l{ 1 f r 1 1 ,� 640 - • � F - DRIVE FOR P) {✓ f } ;':' s �' ,,, !'� • ' 1 �� s r � `' �' ; r - 3 r CULVERT #3 1 _9 79!Z CULVERT #1 !� \ 1 \ ACCESS TO ! l ! 1 - _ . r ,� -- �r = _ - - , ti - {24 CMP) { I 1 1 1 /,III ��/ f / / / 1 _ j J .�'': T M 44G 1A �{30 CMP) 1 11 1 BORROW j } y f t !'� / / :,-� �- r r i` s _ l , r ZONE; R4 1 ,��`i _ -� 635 635 .. t 1 1 { f.'/ J r ,. �' r = DOWNER. STEPHENSON { / ry-r ., x r AREAS J Jl ! 1 ! \1 1� 11 ! l f / r •� ( \. a,, / / w' _ --�� -� _ J�� i ff rr CULVERT #2 - I 1 J `\ \� y 1 *� �, '` #'rte, _;,, I 1 ,' _ j �� ASSOCIATES, L.C. /�f �r1 {15" CMP 10' I 1 l \ ti x ' ." ��`� f ~SSF y - -- = r _- - USE: UNI V , . /I //l/,,�i A Ex. FARM `* `� 1�llllj 1/CIM//f�"�r �,, 1 / �, ,� / �1I l I r - ROAD WETLANDS + f 1Ij� `I ! ,� �o. / / 1 1 1� 11 C ! DO NOT DISTURB! ' - .� -40-r t . 11 //I 11111 fl/ 1//,% /�,� I 630 630 1`1 30P TEMP ACCESS \- 1 r' f_` -: ti •� -� +''� • ,,I/I/7It/ ESMT 1 ,,� .- /,� I ' ' y ,.-.- -- - .- •y -• • '�' 1,� . • .: �t • / '`! �,,%I �Il ✓� f�,�o/ WETLANDS I /' - W • I �' j 1 ! l \ . r .� _ e, WETLANDS / /// 111 f k, -1 � fj,''•,. r ORANGE I WETLANDS I -- . f • /fiI// / / I �a //,1o/ ,. DO NOT 1 LW Z / r' r -' • 1 .' ❑O NOT ,%� % J DISTURB! SAFETY FENCE, / J 1 j I ,r / DO NOT , / % • �. • DISTURB! . / I 1 / / /,r!/frj/ ,� / / r i SEE NOTE �/ I •' � � I � !� ,// / f ,I� { ) 635 _ - 635 �.�.i DISTURB! / J ` �' `� /,� SSF= - �-,": �` '' I• 1. •''• !. / ! 1 1 !!f �''/I//jor , I , / / I ��. 1 � I � 1 " `� I I 1 I f f \ \ I %' f ,, \ �r . . %• /, / / 1 I///f/ / / 1 30 /15 0 / 39 r� 60 W �--- / 1 1 } / / f ,• 1 ! .-�_ SSF /11 II/ - 1 1 ! I I }� 1 , J \ \ ff ! ! ,r r .�'� 1 / - !• • .� / / !! 11/ / / 1 1 /�/ WETLAND DETAIL ARBA 1 /J >' t \ `` \ t / �/ f \ 1 / ' .... ' �• 1 // f 1 ! llrfj l l { 1 J SCALE 1 °=3a' r 1 I !f'1 J C I 1 1 y/ �, o' 1 / c\ 11 4 �,� fBR1QW,A1+2E 1•/, •-`' �. �/'� f 1 '1 I I l 1 jf 1 / 1 11/ C�� SIAL :_ 0' / 1 / y f ! ! 1 1 1 f q �-- L /1 y \ �, . • ' 1 . / . ,r'' - i,- ! ! � -�' C 11I I I l 1 I ! 1 I 620 - 620 1 a I OF \ • •�`• i ' / r' • / • / �\\ 1 11 1111 I y 1 f f I WETLAND PROTECTION NOTE: / / 1 •,, / / 1 / f 1 `� [ f f • ✓ ` / / . jIl 1, 1 \ 1. ORANGE SAFETY FENCE TO BE INSTALLED AROUND THE PERIMETER OF THE DEMOLISH 1 CIP \ `*� ., _ J.'/ f\�� 1 \ 1 9+50 10+00 10+50 11+00 11+50 '' \�" \ . / . ' WETLANDS ''� '� / �,~ 1 \1\ \� 1 1 \ WETLANDS TO MAINTAIN A 15 BUFFER. AS SHOWN. FENCE `1 �. �-. '� • • ! , ❑a NOT �ti ' x /I�,v /\\� \\ 1 1 1CULVERT #1 DISTURB! / Z J.�/� ! l 1 / '� } I SEE INSERT ` ~ '♦ / -- '`� ` , / • J ". f/ 11 /!1 \ I -, / / 1 11✓ 1 I iii f .� J '� 645 645 645 545 xx THIS SHEET CIP / 1 �. ! `• J `� -- �'° -•-- ��� � (,, - 1 1 1 f 1 l If 1 \ -:� I ,,1/ J .-`-- . � . -�• l � � -.. -- _� � �,•/ ,,,� `'�11� fl �� 4 f I 1 I - ti ,.'r ti11 � / � ! I � 1 l / 1 � `' J / 1 1 I f / �P �' • . • -, ►' ' • � .,� - . --- �-.., �' >� '' / 1 / � \ \`�,.,��•y\ � 1 1 � I DRAINAGE �-` �I J J ! 1 / 1 // • :=� '`--�•--�� • �- -_,� �, \ 1\\ +• ,• ,,,/f/ f, _ 1``�` .�\��.�1\ l\ 11, .. DIVIDES (TYP) ,, y '►� / ! ! . -moi`. •-= . . `.` • t / / II / ,4 N 1 r' f SSF 30 TEMP ACCESS . �� . -� , •`.• • I r '' 1 �' ' -� -� \ 1 1 640 640 640 640 LlJ =ESMT • ~-:--�� •'` _� �` --- •-�' `� - C 1 - _ • 1 WETLANDS 1 IJ r • . 'BOI R01N STAG! N' G AREA DEMOLISH, . •� �` I !! 1 /f J 650. " �' _ Da NOT I 1 ! �. •�"�' -. .• ,'+..�• -, =1 �- FENCE/ 1 1 y �� -` .-//// ` DISTURB! 1 1 1 { •• • • • �` . . \ `+ \ �, / I / ''- -� J / 1 ! 635 635 635 - - - 635 10, 10 L0 Ln 1 • '� • !` SSF . ! x 1 I ! 630 - 630 RII 630 630 l z -- 1 .,•/ r'/ '� ' I '� ! f ._ { I r- s �` .-f - _ �--_- J - 625 625 � s25 00 625 U7 O 0 CD DO I OUTLET PROTECTION DESIGN // \ .11 1 /r06 � ~ ��`---`� �.�` � -- � �_ } to MINIMUM TAILWATER GOND/T/ON Plate 3.18-3, Virginia Erosion and Sediment Control Handbook �.-"� ( 1 / - ";,- ,, []C > CULVERT PIPE PIPE 2 -YEAR 2 -YEAR APRON RIPRAP `' 1 �, 1 1 ! �`.,' `` '`_,, r - �' I- z '� / �, W w- �� ! _�� / STR DIA FLOW VELOCITY LENGTH WIDTH UP WIDTH DN CLASS MEAN DIA MAX DIA DEPTH r`,� ``,� \� ti 1ti r `�-_. -'- �~, 1- !,•/ 620 - - 620 620 - - - - 520 # # Do Q2 V2out La 3Do W=Do+La C4 d50 dmax 2*dmax �• `- ` ``--- '� \ / 1IN �'� SFJ -� � `- Q ''•., .. ,. t - ` ti L r s- �. �°'`�. � r "' 1 9+50 10+D0 1(}+54 F�+Do 11+5D 9+5❑ 1fl+00 10+50 11+Q0 11+50 , IN CFS FPS FT FT FT FT FT FT CULVERT #2 CULVERT #3 -1 0 15� � 0 150 50 25 O 50 100 � 0 I NIA 24 6.6 4.7 10 6 12 Al 0.9 1. �4 2.7 m J W 2 NIA 15 0.3 1.9� 10 4 11.5 Al 0.9 1.4 2,7 GRAPHIC SCALE W � < W 3 NIA 30 23.5 6.8 10 7.5 12.5 Al 0.9 1. 2.7 SCALE. 1 " = 50' 0 W W U) z COco co cDN 00 CD CD + L` vo ti ~ 0i � 0i � r N �, r M C3� N EROSION/SEDIMENT CONTROL LEGEND 0 �` +11 + +"t � +� +� LLQ nm CD �c� + v� + �r + cs3(0 +� +er r 3 T r 7 cv -7 ? cc7 co 0o qa °r° rn cin � W Q w > Lu J -7 > W CVO. KEY SYMBOL DESCRIPTION Na. KEY SYMBOL DESCRIPTION F -J Lu �lU c� cn Lu U) wU U ? co LLI U U to w sa w w w 3.02 CE TEMPORARY GRAVEL CONSTRUCTION 3.12 DV >> a- IL >> 0-n. >> a. a S � > cL a. 1~ � � ENTRANCE S DIVERSION a. a. (L L1. a_ a_ a. CL a aL a-0. a_ a_ ria. 0 655 100.00VC 100.00VC 100.00VC 100.00VC 3.13 ST �i rH TEMPORARY SEDIMENT TRAP - 3.05 SF �-----� �� SILT FENCE 1 9.03SD - - - 813. 3SD 121.16SD 268.15SD +,.� 3.18 OP OUTLET PROTECTION U) - - 3.07 IP STORM DRAIN INLET PROTECTION 77701- o o a a o 3.20 CD ��---�►� ROCK CHECK DAMS 650 - 3.08 C9P CULVERT INLET PROTECTION 3.33 SO SO SODDING €L . - 3.09 DD DD TEMPORARY DIVERSION DIKE 3`38 TP 0-0-0 TREE PROTECTION LCO LIMITS OF CLEARING &GRADING - 3.10 FD FD TEMPORARY FILL DIVERSION 645 GRADo - -- - T DRAINAGE DIVIDES 6 ~ SAG STA.16 10.00 CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN _x.25 14 DAYS AFTER START 640 635 �I J 630 ,F11 1 ... 625 V) cv cn r to cn 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 BORROW ROAD NOTE: BORROW ROAD - PROPOSED ALIGNMENT PROFILE 1. REMAINING BORROW ROAD NOT SHOWN IN PROFILE TO BE SCALE 1"=50' (H), 1"=$' M INSTALLED AT EXISTING GRADE FROM STA 19+50 TO 27+85.82, 2. CULVERT PROFILES SHOWN ON STM PROFILE SHEET THIS PLAN SET. NOTES: SP NUMBER: #26-19 1. THE BORROW AREA ACCESS ROAD CROSSES A CORPS OF ENGINEERS DOCUMENTED WETLAND. DISTURBANCE OF THIS WETLAND SHALL BE KEPT TO A MINIMUM DURING THE CONSTRUCTION PHASE AND MUST STAY WITHIN THE ALLOWABLE AREA OF DISTURBANCE. THE CROSSING SHALL ONLY BE FOR ONE VEHICLE CROSSING AT A TIME (MAX 12` Rev. No. Date WIDTH). THE CROSSING SHALL BE STABILIZED WITH STONEfRIPRAP AND CULVERTS AS SHOWN ON THE PLANS. THE WETLAND CROSSINGS ARE CURRENTLY A PART OF AN 07 01/20/2020 EXISTING WETLAND MITIGATION PERMIT WITH THE USCOE AND THE VADEQ. THE CONTRACTOR MUST FOLLOW THE WETLAND MITIGATION PERMIT FOR THE CONSTRUCTION OF THIS BORROW ACCESS ROAD. TH Op r 2, CONTRACTOR IS REPONSIBLE FOR PROVIDING SERVICES FOR RELOCATION OF BORROW MATERIAL TO THE ROAD PROJECT WHILE STILL MAINTAINING THE BORROW AREA AS A USABLE AND DEVELOPABLE SITE. FINAL GRADES IN THE AREA SHALL NOT BE GREATER THAN 15% SLOPES UNLESS APPROVED BY THE OWNER AND PROJECT MANAGER PRIOR oTO THE START OF EARTH REMOVAL FOR BORROW. IF AT THE END OF CONSTRUCTION THERE ARE AREAS FOUND THAT ARE GREATER THAN 15%, THE CONTRACTOR WILL BE RESPONSIBLE, AT THEIR OWN COST, TO RESTORE THE BORROW AREA TO GRADES OF LESS THAN 15%. ALL AREAS WITHIN THE BORROW AREA, STAGING AREA, ACCESS ROAD RAN Y L. KEPLER OR OTHER DISTURBED AREAS MUST BE STABILIZED PER VESCH REQUIREMENTS BEFORE BONDS WILL BE RELEASED. � Lic. No. 32809 BORROW ROAD SECTION - N.T.S. I V S I B LE '�,`��C3 FULL LENGTH � E � � � LAND DISTURBER IVAL 17+50 18+00 18+50 19+00 1 50 25 0 50 SCALE: 1 " = 50' 100 NAME: DATE: 06128/2019 CERTIFICATION DATE: SCALE: AS SHOWN THE RESPONSIBLE LAND DISTURBER DESIGNED BY: TTC IS THE PARTY RESPONSIBLE FOR FILE NO.2760GC CARRYING OUT THE LAND DISTURBING SHEET 6 OF 59 ACTIVITY AS SET FORTH IN THE PLANS. 19-09 Cb EROSION/SEDIMENT CONTROL LEGEND ou f�' r NO. KEY SYMBOL DESCRIPTION N '�✓ E MATCH LINE SHEET 8EU + � SAF 0 ©- SAFETY FENCE c N urn ,--r' �---,-„ter-''` TEMP(3RARY GRAVEL 0 cu �: 3 42 CE n CONSTRUCTION ENTRANCE y , c F ua uD �+ pp ` u AREA TO SC7 � `�� f 3,45 SF -X X X - SILT FENCE ' r- X n •• a� DA= 1 6.45 A. C. -X X ---X X—X X SUPER SILT FENCE � � • o s/ 3.47 IP STORM DRAIN DD / INLET PROTECTION Ar 3.48 CIP CULVERT INLET PROTECTION 3.49 TEMPORARY DIVERSION DIKE � Y _ SCC 5]3}4} r`�- �3.14 TEMPORARY SEDIMENT BASIN PS STORMWATER --- - �'* BIM 3 17 SCC CONVEYANCE CHANNEL Lu Z V� • 3.1$ C}P @OUTLET PROTECTION � W z ��4 W / ROCK CHECK DAMS `� 1 �, 3.24 CD �► � C� I j X -S C ,'6”' r% 3.31 T5 TEMPORARY SEEDING +/ X-SECj`"5" {' 1 f 3.32 PS PERMANENT SEEDING 1- f SOIL STABILIZATION 3.36 BIM BLANKETS & MATTING AREA 2 (SEE NARRATIVE) LIMITS OF CLEARING &GRADING /� + 1 r r� DRAINAGE DIVIDES DD f AREA OF CONCERN - CONTRACTOR TO INVESTIGATE V J f CONDITIONS FOR STABILITY AND CONSULT WITH A x GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL -"rREpUIREMENTS SHOULD T BE D 1 DETERMINED AREA IS UNSTABLE T ERMI N NOTES: X- EC "S" 1. SLOPES 3;1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC -2). 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS 1 PS x .� j X -SEC "544F-- 1 + X -SEC „4" w z PROPOSED' .._. 4 } CULVERTS UJ [ [Y _ y_ SSF EX, 15"" RCP TO ��' _ U] o .- �. a �' � � r- �- ,•—� - � � DD •� + � OP CV6 BE REMOVED C� C.3 f 1 f! <L �- �``►+.� / _ �` Cl / ! ` U Lu J 0 SF :. ,% I / % �escc) ,F t w r i AREA 1 (SEE NARRATIVE) + LLw ZwBC2 ©LL X$EC BC1 y4 SEC'` ii z rSC ""1, BGG __ _-�. -' X -SEC ¢"2"" tea,, EXISTING CULVERTS ` f 4 Ncn ----- �_ PS SCC SSF =l ff . w CG CE r / Q zo -- PROPOSED __ SNOWDEN BRIDGE BOULEI/1q,+4Q -- -- ` `w- 1 CULVERT x i �--� _ �' � 'ia RIG Hr of W,r SILT FENCE MAY BE REMOVED010, p©S� SpEW 2 -- -----4 , AFTER STABILIZATION OF STORM � .� 0 •35MPM ``- ` "_ j �''�• ��' J ' CHANNEL SP NUMBER. SS #26-19 Rev. No. Date 07 01/2012020 H Op Y L. PLEB � �- Lic. No, 32809 fl + � RESPONSIBLE LAND DISTURBER /r NAME. olrrAL \+ + ,i 1 ,/r CERTIFICATION #. DATE: DATE: 06128!2019 r + THE RESPONSIBLE LAND DISTURBER -I- SCALE. 1" = 40' r� IS THE PARTY RESPONSIBLE FOR - �! �,�� ' CARRYING OUT THE LAND DISTURBING DESIGNED BY: TTC ACTIVITY AS SET FORTH IN THE PLANS. FILE NO. 2760GC 40 20 0 40 80 -TFOR PHASE I EROSION AND SEDIMENT CONTROL ONLY SHEET 7 OF 59 j s - SCALE, 1 — 40'19-09 EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION 3.01 SAF — O— 0 0- SAFETY FENCE 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 SF — X X X---- SILT FENCE SSF —X X—X X -----X X SUPER SILT FENCE 3.07 IP STORM DRAIN INLET PROTECTION 3,08 C!Py CULVERT INLET PROTECTION 3.09 DD p�-1� TEMPORARY DIVERSION DIKE 3.14 SB TEMPORARY SEDIMENT BASIN SGC STORMWATER 317 CONVEYANCE CHANNEL 3.18 OPED E&M OUTLET PROTECTION 3.20 CD► ROCK +CHECK DAMS 3,31 TS TEMPORARY SEEDING 3.32 PS PERMANENT SEEDING 3.36 BIM SOIL STABILIZATION BLANKETS & MATTING LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY lain 0 . . . . . . . . . . . . . . . . . . . .. \ ;•;•;•;••••',•,'.','..`...'.;.;..;.;,;.;.;.;,;.:•; .:;.;.;..:....... `.... ... , ,',''.'. .`.'.`..;.' - � " . ................,.,'.:. :;. :.:.:.:.:. ;. .e•• . , . . -:-' :: -• :.::.:;..... y r r .......•••................ . ,.! rr r ......• . , ;; ; v.....`.'..'.;,;.;.;.; ; ; ; ; ::.::::�•� � ' •� r r `� :':':.;:;: r r rr x PROP. BOULDER STOCKPILE 57rl�' 0000.1 'y f r r � ;•;•;• ;�� r r � T:� I, �r ,�. `. oly&oll- L X 7 �- a � � l NE SHF 7 r,� STABILIZATION BLANKETS (EC -2). 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS - — �/ HAUL ROAD CROSSING OPERATION (FIGURE TTC-51.0) x SSF _ PER CURRENT EDITION OF THE +_ � VIRGINIA WORK AREA �� " ,.� f __ — S r VEA EASEMENT PROTECTION MANUAL 30' P r ,00 ROUGH GRADING AND BERM MAY BE C� COMPLETED DURING PHASE 1111 E&S. FINAL �., GRADING AND PLANTS SHALL NOT BE DD'► INSTALLED UNTIL ALL UPSTREAM DRAINAGE (�BIM AREAS ARE STABILIZED. DD TS SCC. I31M� TS _BIM nDD �~ x SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL .,�' SF , ... -_ -SFC �,7,� - �-x CIS �• � SGC � � x 00.1_ � o++ r 4�4U Cf� OHU ou ! X 0Hu --j� � cl.�L S 7 0 • i0 0 RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS. 40 20 0 40 80 SCALE: 1 " — 40' U) cn W 0" E R1 N t J � � o C ai Ute) 0 c6 Lo C:3 r a� � � u v (D p Q} to r LL z ti W z Lu0 cm 0 w Q z CL w z w U J Q D Z SP NUMBER: #26-19 Rev. Na. Date 07 01120/2020 TH pF RAN L. KEPLER LIC. No 328079 C7,,,,1 2- DATE: 06128/2019 SCALE: 1" = 40' DESIGNED BY: TTC FILE NO. 2760GC SHEET 9 OF 59 19-09 SEDIMENT BASIN SCHEMATIC ELEI VA TIONS CREST OF EMERGENCY / SPILLWAY DESIGN HIGH WATER L.(100 -YR. STORM ELEV.) 0.5' 67 C.Y./ AC. - " DRY "STORAGE 67 C.Y./ AC, " WET " STORAGE RISER CREST D�GTEERING SEDIMENT CLEANOUT POINT I I (" TO 34 STORAGE T RAREDUCED ACRE) DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY MIN. 2.0' DESIGN HIGH WATER (100 -YR. STORM ELEV.) MIN. 3.0' MIM.0.5' MIN. 1.0' �L 67 C.Y./ AC. DRY " STORAGE RISER CREST 67 C.Y./ AC. DEWATERING " WET ' STORAGE DEVICE SEDIMENT CLEANOUT POINT ' J DESIGN ELEVATION'S WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25 -YR, EVENT) SOURCE; VA. DSWC PLATE. 3.14--2 ts92 DETAILS OF CORRUGATED .METAL ANTI -SEEP COLLAR BdTNl. COLLAR W" DDRRUGAT,O415 YERTICAL COLLAR TO BE DT MUE ORAE AS THE OPE WrTH W 0f tr IS USED cGNTINuouS WELD t/z• x z' SLOTTED HOLES MR 314r 12' MIN. ,>w�tER BAND WELD� � SLOTTED HOLES CORRUGATED METAL CONTINUOUS WELD AT 8• C.C. SECTION S -B SCHM ELDERD ELEVATION OF UNASSEMBLED COLLAR 3 UNASSEMBLED COLLARS SHALL BE MARKED BY NOTES FOR COLLARS: PAINTING OR TAGGING TO IDENTIFY MATCHING PAIRS. 1. ALL MATERIALS TO BE IN ACCORDANCE WITH 4. THE LAP BETWEEN THE TWO HALF SECTIONS CONSTRUCTION AND CONSTRUCTION MATERIAL AND BETWEEN THE PIPE AND CONNECTING BAND SPECIFICATIONS. SHALL BE CAULKED WITH ASPHALT MASTIC AT 2. WHEN SPECIFIED ON THE PLANS, COATING OF TIME OF INSTALLATION, COLLARS SHALL BE IN ACCORDANCE WITH 5, EACH COLLAR SHALL BE FURNISHED WITH TWO CONSTRUCTION AND CONSTRUCTION MATERIAL i/2" DIAMETER RODS WITH STANDARD TANK SPECIFICATIONS. L GS FOR CONNECTING COLLARS TO PIPE. DETAIL OF HELICAL PIPET ANTI -SEEP COLLAR WED 1 7 d• k 1 1/+3' X 1 1/8' ANGLES TO COLLAR OR BEND A ,t0' SIZE AND SPACING OF SLOTTED W ANGLE , i�/'- I AS SHOWR IM DRAWWO. OPENINGS SHALL BE THE SAME NOTE FOR BANDS AND COLLARS: AS SHOWN FOR CM COLLAR. t t/B' USE RODS AND LUGS TO CLAMP J� MODIFICATIONS OF THE DETAILS JI SHOWN BANDS SECURELY TO PIPE, MAY BE USED PROVIDING t rJB• EQUAL WATERTIGHTNESS IS XMAINTAINED AND DETAILED DRAWINGS ARE SUBMITTED AND 12' MIN. APPROVED BY THE ENGINEER PRIOR TO DELIVERY, MNO OF �EJCL „PE ISOMETRIC VIEW MUAL CODUR SfL BE CUT TO FIT IGNS or RDD AND LUG wtOMDDWFTH A CC=OMMAND NOTE: FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE. METAL DOLLAR ro BE NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: WELDED TO CENTER OF HEL)CAL PIPE 80TO 1. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4FT.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. PARTIAL ELEVATION 2, CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE RMIDDM F,ao MAxuAL WITH #3 REBAR SPACED 15" HORIZONTALLY AND VERTICALLY, DA -SCS PLATE. 3.t4-13 souRc: RISER PIPE BASE CONDITIONS FOR EMBANKMENTS LESS THAN 10' HIGH CONCRETE BASE FOR EMBANKMENT 10' OR LESS IN HEIGHT STEEL BASE FOR EMBANKMENT 10' OR LESS IN HEIGHT SOURCE: VA. DSWC S PLATE, 3.14-14 EXAMPLE .PLAN VIEWS OF BAFFLE LOCATIONS IN SEDIMENT BASINS D D/2 -� I NO SCALE INFLOW_- �e RISER NORMAL POOL NORMAL POOL L INFLOW SUPER SILT FENCE - FILTER FABRIC OVER CHAIN LINK FENCE Ir (SEE DETAIL, SHL C2-04) 4° L - TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. L L1 +L2 TO PREVENT SAGGING, FILTER CLOTH TO BE FASTENED SECURELY TO CHAIN LINK FENCE WITH TIES SPACED EVERY 12' AT TOP AND MID SECTION. POSTS MIN. SIZE 2 1/2- DIA. GAILY. ALUM. FENCE POSTS SET AT LEAST 3' INTO THE GROUND. ANTI- VORTEX DEVICE DESIGN PLAN VIEW {j D `1 TACKWELD ALL AROUND #6 x 12" - SPACER BAR (TYPICAL) M M W RISER DIAMETER SECTION A -A PRESSURE RELIEF HOLES 1/2 DIA. A a' MIN. SUPPORT BAR SIZE (J6 REBAR MIN.) ISOMETRIC RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT BASINS TACK WELD SOURCE: VA. DSWC TOP STIFFENER (IF REQUIRED) IS-%-X-ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS. TOP IS -GAGE CORRUGATED METAL OR 1/8" STEEL PLATE, PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS -GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE NOTES: 1, THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. RISER PIPE BASE CONDITIONS TYPICAL CONCRETE BASE SOURCE: VA. DSWC TYPICAL STEEL BASE PLATE. 3.14-3 PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED POLYETHYLENE' DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) DEPTH VARIES AS REQUIRED FOR' DRY " STORAGE WET " FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 -FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE; WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 PLATE. 3.14-15 Notes: * **Area within design high water area to remain at grades shown on E&S Phase I plan until stabilization and transition to E&S Phase II plan • Contractor to coordinate with Geotechnical Engineer to ensure wet area is stable and can hold water prior to construction �xx SC 150 LINING OR 12 - a APPROVED L L r� L� EQUIVALENT ' � r�- 3DD VO07 CLASS 1 `' � ' • • , , • ' • , , � •' . ' • ' •• •+ , , •• • •, '• , , , • `+ . , ', •• �-\ \\ \\ RIPRAP \ \ \\ V DEEP \\ \ W/ FILTER FABRIC EMERGENCY SPILLWAY \ \ ELEVATION 615.0 \ \ WIDTH 16' DESIGN HIGH WATER** . `• ' r/ '''-: t (100YR STORM) - 615.83 • • ,/ 14 �` `` �•� � , •• • , , •• • , , , • , , , • . • • • • , ' . , . ', ' • . f SEDIMENT CLEAN OUT LEVEL I,',••'.",',',••.,••.,••.,••,,•••. �, 611.9 �� �l % . TS WET STORAGE C • ' ' ' "' /� 612.9 V l DRY STORAGE 614.1], AREA TO SEE) TRAP 16.45 ACRES Temporary Sediment Basin 1 Design Specifications Project: 2760GC Principal Spillway Design Basin Number: 1 Total Area Draining to Basin: 16.450 AC. 15. Cep: 3.21 cfs 16. Assumed Available Head (h): 17. user Diameter: 1.0 ft 24.0 in. Basin Volume Design Actual Head (h): 0.3 fL Wet Storage 18. Barrel Length (I): 55.0 ft. 1. Minimum Required Wet Storage: 1102.2 C.Y. Head on Barrel (H): 8.8 ft. 2. Available Basin Volume at Elevation: 1260.5 C.Y. 19. Barret Diameter: 18 in. 612,9 ft 20- Trash Rack/Ant Vortex Diameter: 36 in, 3. Required Wet Excavafion: 0.0 C.Y. Trash Rack/Anii Vortex Height: 13 in. 4. Available Volume Before Cleanout Required: 551.1 C -Y. � (] 5, Cleanout Elevation: 611.9 ft Emergency SpilWa ry Design 6 6. Distance from Dewatering Orifice to Cleanout: 1.0 ft J © Emergency Spillway Used? yes Dry Storage Z 21. Qe: 41.8 cfs 7. Minimum Required Dry Storage_ 1102.2 C.Y. 22. Bottom Width (b): 16.0 ft 8. Total Available Basin Volume at Elevation: 2937.3 C.Y. Slope of Exit Channel (s): 0.029 ft/foot 614.0 ft. Minimum Length of Exit Channel (x): 55.0 ft. 9. Diameter of Dewatering Orifice: 7.0 in. Hp 1.1 ft. 10• Diameter of Flexible Tubing: 9.0 in. f Anti -Seel- ColllarDesign Preliminary Design Elevations 23. Depth of Water at Principle Spillway Crest {Y): 4.0 ft 11. Crest of Rser: 614.0 ft. Slope of Upstream Face of Embankennent (Z): 2.5 ft/foot Top of Dam: 617.0 ft. Slope of Barrel (Sb): 7.2% Design High Water: 515.8 ft. Length of Barrel in Saturation Zone (Ls): 36.5 ft Upstream Toe of Dam: 610.0 ft 24. Number of Collars Required: 1.0 Size of Collars: 5.0 ft Basin Shape Final Design Elevations 12. Length:Width: 2.0 Baffles Needed? no 25. Top of Dam: 617.0 ft. Design High Water: 615.83 ft. Runoff Emergency SOINvay Crest 615.0 ft. Principle Sollway Crest: 614.0 ft 13. 02: 3.21 cfs Dewatering Orifice Invert: 612.9 ft. 14. 025: 24.48 cfs Cleanout Elevafion: 611.9 ft Q100: 52.28 cfs Upstream Toe of Dam+Bottom of Wet Storage: 610.0 ft 'Principle SpillWay designed to pass IOOYR Flow, routed in HydroCAD 30 1 0 30 60 SCALE: 1" = 30' RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING CUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS, BASIN�1 SCHEMATICSEDIAIIENT MIN, 1.0' EMERGENCY SPILLWAY CREST 615.0 DESIGN HIGH WATER = 615.53 (100 -YR. STORM ELEV,) = 617.0 MIN, 0,5' MIN. 1' .10' - -- ------ 1 67 C.Y./ AC. RISER CREST = 614,0 DRY " STORAGE - . .. ... .-� 24" CMP RISER 67 C.Y./ AC, DEWATERING WET "STORAGE DEVICE = 612.9 v, , ogr,71�7r 55° - 18" CMI' d 7,27 ;v W'fr{r{}a}W LV}{5t 71175 t4V tV SEDIMENT CLEANOUT POINT BOT = 610.0 611.9 SOURCE: VA. DSWC INV = 610,0 DESIGN ELEVATIONS FOR PHASE I EROSION AND SEDIMENT CONTROLONLY T! INV = 606,0 PLATE. 3,14-2 Z P NUMBER: #26-19 ev. No. Date 07 01120(2020 TH 0pp U RAV L. KEPLER LiC. N0, 32809 Seo AL s ATE: 06/28/2019 CALE: I"= 30' DESIGNED BY: TTG FILE NO. 2760GC SHEET 10 OF 59 UJ U) U Z IY J < W W � (] Z Q 6 m �' I ♦� J © W Z W 0 LU LL LL LU U) Z O f (D P NUMBER: #26-19 ev. No. Date 07 01120(2020 TH 0pp U RAV L. KEPLER LiC. N0, 32809 Seo AL s ATE: 06/28/2019 CALE: I"= 30' DESIGNED BY: TTG FILE NO. 2760GC SHEET 10 OF 59 1U5i I25 ,'p ?SEP 5 . r ! !Ep ~ F c` 1���5^3 % �N© �� TO STR, 108 25 I� T® STR. 107 TO STR, 106 TO STR. 104 2 , FRnsinl�I.Fnlill'IFNT rnNTRn] I FC.FNn •��' �J L -P - . 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TOP - 2� - �. 4 =�- . �ra� -' DA -0.24 AC. / ,, �,,.;. 5ZN0 kka F i OP 7 r �i a: ✓ .r l Dc E 912 = --- 2s - - -- 26 �,' ��. z� �-Nr� �+ � � RANDY L �KEPL R � 23 GND D 2u _r^- -J 25 C- rD ' ~� C=01,58 2 4c "t. 3[1 3ovD 24 $1 iLnc, r I ,4 1 LCG -t7 TO STR. 112 lift- OlAu N\1 `BLDG DA=O, 9Q AC. NOTES: -,ND C=0.74 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL t� STABILIZATION BLANKETS (EC -2). � u t :lel a, r 2 0 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS PS ��,; TO STR. D13 TO STR. D11 B/M `. ` DA=0,48 AC. 3. REFER TO SHEET 51 V170T DETAILS FOR OUTLET PROTECTION COMPS DA=0,36 AC. _ _P \\\\A} ® T C-0 85 0 M1 S � r� V J Y � y •-'� Lrg LLI Z {) W 1. 'i w w� z rz li � f� C) w _j J U J wrw° w z� �. a 'B'L 31 a � � 3 I Di, 2G LDG ^p a • a• r 3t� 1 rNF7 t F_- -t IN, I 1 GND iC 31 cND 31 - _ -3 _ 3'r7".' 7Q i- F1 Iit D Ir ✓ �r e '� ! . ` . ,,.'••.. . - - RS do •.: � � e<< • , ' _ -. ..., :. .+ .,_ t -- .: -. .. .,.• .,. _ .. _. •.r+. COG ti • +.• r r. 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TOP - 2� - �. 4 =�- . �ra� -' DA -0.24 AC. / ,, �,,.;. 5ZN0 kka F i OP 7 r �i a: ✓ .r l Dc E 912 = --- 2s - - -- 26 �,' ��. z� �-Nr� �+ � � RANDY L �KEPL R � 23 GND D 2u _r^- -J 25 C- rD ' ~� C=01,58 2 4c "t. 3[1 3ovD 24 $1 iLnc, r I ,4 1 LCG -t7 TO STR. 112 lift- OlAu N\1 `BLDG DA=O, 9Q AC. NOTES: -,ND C=0.74 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL t� STABILIZATION BLANKETS (EC -2). � u t :lel a, r 2 0 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS PS ��,; TO STR. D13 TO STR. D11 B/M `. ` DA=0,48 AC. 3. REFER TO SHEET 51 V170T DETAILS FOR OUTLET PROTECTION COMPS DA=0,36 AC. _ _P \\\\A} ® T C-0 85 0 M1 V f.J 2 cN F LIC. No. 32809 101VA 1, DATE: 06/28/2019 SCALE: 1"=40' DESIGNED BY: TTC FILE NO. 2760GC >C 25 GNr `�' Cr �r i- ( D PER FUTURE ACREAGE AND :: C=D.85 - - + Q- 1 / -'. -S .V' 4 4. DRAINAGE AREAS LABELE❑ D/A) ARE SIZE 20 © 4f� 8D .. 1 ;� �+. SHEET 12 OF 59 C FACTOR WHICH IS GREATER THAN WHAT IS SHAWN ON THIS PLAN, IN :. ' J� "' I f 28 - �� �� r ' GND 25 28 ORDER TO SIZE THE INLETS FOR FUTURE FLOWS.A 3 26 25 / I SCALE. 1 ij = 40' x-09 S � Y � y •-'� Lrg V f.J 2 cN F LIC. No. 32809 101VA 1, DATE: 06/28/2019 SCALE: 1"=40' DESIGNED BY: TTC FILE NO. 2760GC >C 25 GNr `�' Cr �r i- ( D PER FUTURE ACREAGE AND :: C=D.85 - - + Q- 1 / -'. -S .V' 4 4. DRAINAGE AREAS LABELE❑ D/A) ARE SIZE 20 © 4f� 8D .. 1 ;� �+. SHEET 12 OF 59 C FACTOR WHICH IS GREATER THAN WHAT IS SHAWN ON THIS PLAN, IN :. ' J� "' I f 28 - �� �� r ' GND 25 28 ORDER TO SIZE THE INLETS FOR FUTURE FLOWS.A 3 26 25 / I SCALE. 1 ij = 40' x-09 EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION ONLY!! o LID 4tp, �. ► r �� r l �, PROP.m N �0 0 3.01 SAF - C} C 0- SAFETY FENCE BOULDER _j � 0 TEMPORARY GRAVEL �,, c' _ � '• `� � � >~ � STOCKPILE _ '� � 3.02 �E 6, �< 0- ;� ,, CONSTRUCTION ENTRANCE A �, `,,;., CSO' ct I f C s = a) X,-,'EJ� �- f`�� i''i.,f' y 3.05 SF -- X X X- SILT FENCE •/� % /`` ca_� �y'� . `� ^' C � xLID CL w rn SSF -X X—X X ----X X SUPER SILT FENCE 3.07 IP STORM DRAIN'gip cx'S}i �' - -�% u� ,S . rn •. INLET PROTECTION41, 00, 3.08 (CIP CULVERT INLET PROTECTION % �` ` 3.09 DD fi-►- TEMPORARY DIVERSION DIKE '. / (} �' "'�r ' /� C� VIP 3,14 SB TEMPORARY SEDIMENT BASIN, 3.17 STQRMWATER it %__ SCC CONVEYANCE CHANNEL � �a ?�; ,� `p � �Q ��, T�� �/� ° /' �'--- X Z r 61 3,18 OP OUTLET PROTECTION • k� , ,- `-:ry ,, �,. ��k . .,�s LIQ `, -� - - � / •' -4 i h"moi _•- a va9`,, � L/\i _ t-' ✓_ t. f 3.20 CD � ` ROCK CHECK DAMS .,.` { , ' k V 3.31 TS TEMPORARY SEEDING , 3.32 PS PERMANENT SEEDING # SOIL STABILIZATION k �'.. �Q end �o -' ^� iT DRIVE �� �� � 1 r �, - -Y x 3.36 BIM BLANKETS & MATTING -�. a �If'AGCESS) ° o -.,� LCG p� `� _ � CE -� �•-I a� � axv LCG LIMITS OF CLEARING & GRADING - �`ap_-�G- SSF CIP a>tiu�— x x �- P - DRAINAGE DIVIDES �' 2;? 22 v� AREA OF CONCERN - CONTRACTOR TO INVESTIGATE \� 2. xt -_ _-fir x �� x -r~ V J CONDITIONS FOR STABILITY AND CONSULT WITH A -- - a� y� - x GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL �+:- 4 (� 1 �� S r �_ - REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE ' - fMA `-' _- -; } NOTES: `' CE 1, SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL -•�A '�; � �x - Y - •-- -.. -- STABILIZATION BLANKETS (EC -2). r ~~ 2. REFER TO SHEETS 44-45 FOR DITCH SECTIONS AND COMPUTATIONS _ ��� � �•- - 11 1 3. REFER TO SHEET 51 - VDOT DETAILS FOR OUTLET PROTECTION COMPS - �• � 1..1..11 y p •/)� - .. ,,�/ p T �-+^^';,_Clio v�SF -- � _ f-• � s'a i Vr- , y� }.'""`� �p t'�j;'r ti�c.i..?`•i c",+r*,iP, �'.,,,,',-' '"rL,,, ..a`a'" - - - ,l�f'--,'` n 'ff Xl _ V � - - - - _ N _ X +Yi♦/ [� (�'] s •_ rjI IR �1�11�11 �'' F�',.SS Y' SF�3 #,..0. t 4 P. M.4r .t1;} 'tY _•_N YSi t.._ -'- �'li lfl�1. -- - - _ r y — �II 01 - — — :•. _777 f y 30 �`.✓ ,"� l y�3 1 Cit {: 1 I; } i , • i -� t2 . w f 1 LCG f I U 1 1 of :',C. _ - .:S.iL *!. - .ti: u A "14 - •� ''—� - ,rr, , 1 r=r, .'i k w x 1 W ' s - _ a 1m , • .. , ... � _ . . ..... w ' ... ... - -x(15-- LL r • _ — w � if .. ;n I I rti I - Clj �c $ 6 _ l :•u: u Q.. i- +t_ { ti I qr 1 w•' y'L �-.. ate. Y .J t- w 1 1 I •,����,_ --_ -�_ -':' ROUGH GRADING AND BERM MAY BE�--., :" COMPLETED DURING PHASE 1111 E&S. FINAL _ L I _ - 60 �,- GRADING AND PLANTS SHALL NOT BE ......''-- E INSTALLED UNTIL ALL UPSTREAM DRAINAGE } AREAS ARE STABILIZED. j 9 i 5 f ,• ti y. , z5 / 4 41. CD 1 y `. L\- esAA�ADALNL��O- AL1 w E 91, SP NUMBER. #26-19 ©AALa! AAA 'n' AAL'IG r_� /fib � �ZTAAbA,A.,OAAA A64603 A / © L. A A L� d L L< L Lr Rev. No. Date A AA©AAA t, LAA+�AdAAA 6,AL 03.E �1 j 07 0112012020 `'- -_.... ,� '--�_ - � � � '•,`.,�. � - A -A A a A A A A A A � � �na-� ��� �' . z•.. , N, 06 ✓ / ,, G} '... „4 �� -\ -•, ,� - --�'d7 N. NI X 'u LIC. NO 32809 DATE: 0612812019 SCALE: I"=40' DESIGNED BY: TTC FILE NO. 2760GC - -- I 40 20 0 40 80 SHEET 13 OF 59 _ SCALE: 1 " 40' 19-09 EROSION AND SEDIMENT CONTROL NARRATIVE _Description: The project development proposes construction of five industrial warehouses, with related utilities, parking, and private roadways which shall be completed over three separate project phases. This plan consists of phase I which proposes the construction of two industrial warehouses, (Buildings 1 & 2) with related utilities, parking and the construction of approximately 1,477 feet of private drive which ties into the existing stub road connection to Snowden Bridge Boulevard. Water and sanitary sewer connections are located off Snowden Bridge Boulevard. All proposed buildings will utilize a private sanitary force main and grinder pumps to meet sanitary demands. Offsite drainage areas will be bypassed around the disturbed areas by diversions, channels and culverts to isolate the construction areas. The property, zoned M1, is located at the current end of Snowden Bridge Boulevard on the north side near the intersection of Milburn Road and is located in Frederick County, Virginia. The project is currently shown impacting two parcels, however the property line seperating the two will be vacated/relocated and a portion of one parcel is to be consolidated into the other for a total site area of 80.44 acres, of which approximately 37.87 acres will be disturbed for construction. Date of construction: Construction of Phase 1 will begin following plan approval and will take approximately twelve (12) months to complete. Phase II and Phase III will be constructed at a later date Existing site conditions: The site is currently pasture with a rolling terrain and minimal wooded areas. Majority of the site drains to the center of the property and then east. A small portion of the property drains to the north. All areas drain to Hiatt Run which are tributaries to the Potomac River. Typical slopes range between 2% and 50%. i i rt Ad acen#areas: The site s bounded on the north, b McCann's Road RT 838 and b vacant parcels I Y ( ) Y p zoned RA. Bounded on the east by Milburn Road (RT 662) and to the northeast by residential property zoned RA and to the southeast by vacant property zoned R4. To the south is Snowden Bridge Boulevard and vacant parcels zoned M1. The site is bounded on the west by the CSX Railroad and vacant properties zoned OMRA & M1. Offsite areas: Topsoil will be stripped from graded areas and stockpiled for use in final grading and permanent stabilization. Stockpiles will be kept either onsite or offsite on adjacent land owned by the developer to stay clear of all construction activities. The stockpiles will be stabilized with temporary seeding and protected with silt fence. Additional adjacent offsite area will be used as a borrow area to obtain additional fill material.. Soils: The existing soil conditions were obtained from the USDA Soils Survey. The soils on this site consist mostly different types of silt loam as shown on the map on this sheet. Areas of Concern: There are areas of concern associated with this plan. There are several depressions on site that may be pari of Karst areas or sink holes that will require a geotechnical analysis on how to remediate. Additionally there are wetland areas that have an existing permit at the offsite barrow area. Impacts at those crossings should be kept to a minimum. Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion and sediment control measures shall be constructed and maintained according to the minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook. co c• M"--- I. During phase I there are 4 areas that need to be constructed first before installing the sediment basin prior to clearing and grubbing operations. This is necessary to divert as much offsite water around the construction areas as possible. The twin elliptical culverts and associated ditch that cross Milburn road need to be installed first (Area 1). Second the beginning of Graystone Drive needs to be constructed up to the proposed box culvert crossing and the box culvert needs to be installed (Area 2). The road, ditches and diversions need to be stabilized immediately after construction. After installing the road and box culvert complete the diversions and ditches shown as area 2. Next complete the ditch and diversion shown as Area 3 and then the channel bypass shown as Area 4. Install Safety Fence (3.01) as shown on the plans to prevent access to critical areas. Install Temporary Construction Entrance with Wash Rack (3.02) at the entrance to the site on Snowden Bridge Blvd. Install Silt Fence (3.05) and Super Silt Fence as shown on the plans to intercept and detain small amounts of sediment from disturbed areas during construction in order to prevent sediment from leaving the site. Smart Fence may be used in lieu of Super Silt Fence and compost filter sock in lieu of silt fence. Culvert inlet protection (3.08) shall be located at culvert entrances as shown to prevent sediment from entering, accumulating in and being transferred by the culvert prior to permanent stabilization of the disturbed area. Install temporary diversion dikes (3.09) as shown on the plans to divert sediment -laden runoff to the sediment trapping structures. Install Temporary Sediment Basin (3.14) as shown on plans to detain sediment -laden runoff from disturbed areas in "wet" and "dry" storage long enough for the majority of the sediment to settle out. Consult Geotechnical Engineer to ensure stability of denoted critical areas and there ability to hold water Install Stormwater Conveyance Channel (3.17) as shown to provide for the conveyance of concentrated surface runoff water to a receiving channel or system without damage from erosion. Outlet protection (3.18) shall be installed on all outlets as shown on the pian sheets. Install rock check darns (3.20) as shown on the plans to reduce the velocity of concentrated stormwater flows and to trap sediment generated from adjacent areas or the ditch itself. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Soil stabilization blankets & matting (3.36) shall be installed over steep 3:1 or greater cut and fills slope which have been brought to final grade and seeded to protect from rill and gully erosion. Phase I controls shall remain into Phase II for the duration of the project or until drainage area is stabilized. Phase I sediment basin grading must remain as shown on E&S phase I plan until stablization to ensure adequate volume is provided. Install storm drain inlet protection (3.07) as shown on plans to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. Install inlet and outlet protection measures as stormwater structures are installed. Fill slope surface shall be left in a roughened condition to reduce erosion, see Plate 3.29-4. Contractor shall redirect the concentrated flow away from the fill slope by installing diversion dike and divert the runoff to sediment traps or sediment basins. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. * BMPs shall not be installed until their respective drainage area is completed and full stabilized. Vegetative Measures: Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not be at final grade but will remain dormant for longer than fourteen (14) days. Permanent soil stabilization shall be applied to all areas that are to be left dormant for more than six (6) months. Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or temporary vegetation immediately after grading. All earth berms, diversions and sediment trap embankments are to be machine -compacted, seeded and mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately after construction Erosion control mats shall be installed over steep (3:1) cut and fills slope which have been brought to final grade and seeded to protect from rill and gully erosion, Management Strategies: Construction shall be sequenced such that grading operations will begin and end as quickly as possible. The site superintendent shall be responsible for the installation and maintenance of all erosion and sediment control measures. Maintenance of these measures throughout the project is critical to the effectiveness of the program. After areas above controls have been stabilized, the controls shall be cleaned up and removed. Electric power, telephone, storm, sanitary, water & gas supply trenches are to be compacted, seeded and mulched within five (5) days after backfiilin . No more than 500 feet are to be open at any one time. g p All cut and fill slopes are to be seeded and mulched within five (5) days of completion of grading. Drainage swales shall be stabilized with check dams until vegetation has been well established, at which time the check dams shall be removed. Devices listed above are considered minimum erosion and sediment controls. control measures may be necessary due to contractor phasing or other unforeseen conditions. ti is the contractor's responsibility to provide additional measures to those shown, as needed, in order to control erosion and contain sediment on site. All measures shall be installed according to the standards and specifications In the Virginia Erosion and Sediment Control Handbook. Stormwater Management: Increased runoff from this development will be controlled by the Project's stormwater management facilities (See sheets 31 - 35). Maintenance Program: All control measures shall be inspected daily by the site superintendent or his representative and within 24 hours after any storm event greater than 0.5 inches of rain per 24-hour period. Any damaged structural measures are to be repaired by the end of the day. Seeded areas shall be checked regularly to ensure that a good stand of grass is maintained. All areas shall be fertilized and re -seeded as needed until grass is established. Trapped sediment is to be removed as required to keep below the clean out level specified disposed of by spreading on site. Inlet protection shall be checked regularly for sediment build-up. If the gravel outlet is clogged by sediment, it shall be removed and cleaned or replaced immediately. The contractor is responsible for keeping existing public roads in a clean, dust and mud free, condition at all times. Erosion and sediment control program: Phase I 1. Hold pre -construction meeting on site with inspector. 2. Install construction entrance. 3. Install areas 1 - 4 in consecutive order 4. Clearing and grubbing for placement of sediment control devices only, 5. Obtain inspector's approval prior to beginning grading operations. 6. Clear and grub main area of site protected by installed E&S controls. Phase It 7. Rough grade remainder of site. 8. Install drainage devices with sediment control. 9, Final grading. 10. Restoration and stabilization of disturbed areas. 11. Remove erosion and sediment control measures with the approval of the inspector, Note: The Frederick County Public Works and Engineering Department retain the right to add andlor modify these erosion and sediment control measures during the construction process, within reason, to ensure adequate protection to the public and the environment. Seeding schedule (soil stabilization): 1. All permanent seeding shall be in accordance with section 3.31 & 3.32 of the VESCH. 2. Spread topsoil at a minimum depth of four (4) inches. 3. Incorporate pulverized agricultural limestone into the topsoil at a rate of 92 lbs, per 1,000 square feet (2 tons per acre). 4. Fertilize with 10-10-10 fertilizer at a rate of 23 lbs per 1,000 square feet (1,000 lbs per acre). 5. Seed all areas with a seed mix consisting of 67% Kentucky 31 Tall Fescue and 33% Red Top Clover. 6, Mulch all seeded areas with straw mulch applied at a rate of 3,500 lbs per acre anchored with cutback or emulsified asphalt applied at a rate of 200 gallons per acre. Dust control 1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic. 2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface is wet and repeated as needed to control dust. VARIANCE REQUEST- SMARTFENCE & COMPOST FILTER SOCK: We are requesting the use of an alternative erosion and sediment control measures that is not listed in the Virginia Erosion and Sediment Control Handbook. 1. ACF Environmental - Smartfence: Smartfence is an perimeter erosion control device equivalent to super silt fence, see detail on sheet 15. 2. Filtrexx - Compost Filter sock: Compost filter sock is equivalent to silt fence, see detail on sheet 15. This will allow for less disturbance since it can be Installed on the surface and requires no excavation. MINIMUM CONSTRUCTION STANDARDS An erosion and sediment control program adopted with this plan must be consistent with the VSECH for 9VAC25-840-40 minimum standards: 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. 2. During construction of the project, soil stock piles 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. 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. 4. Sediment basins and traps,peri meter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any Iand di sturbing activity and shall be made functional before upslope land disturbance takes place. 5 Stabilization measures shall be applied to earthen structure s such as dams, dikes and diversions immediately after installation. 6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin. 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. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 100 -year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized, 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. 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.. 9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 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. 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. 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. 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. 14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. 15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. 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 this chapter. f. Applicable safety requirements shall be complied with. 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. 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 VESCP 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. 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 following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged direct/ into an adequate natural or man-made receiving channel, pipe or storm sewer Y q g pP system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be analyzed by the use of a 10 -year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a 10 -year storm to verify that stormwater will be contained within the pipe or system. c. If existing natural receiving channels or previously constructed manmade channels or pipes are not adequate, the applicant shall - (1) Improve he channels condition - { p t c Anne s to a Gond t on where a 10 ear storm will not Quarto the Y p banks and a two-year storm will not cause erosion to the channel, the bed, or the banks, or (2) Improve the pipe or pipe system to a condition where the 10 -year storm is contained within the appurtenances; (3) Develop a site design that will not cause the pre development peak runoff rate from a two-year storm to increase when runoff outfalls into a natural channel or will not cause the pre -development peak runoff rate from a 10 -year storm to increase when runoff outfalls into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP authority to prevent downstream erosion. d. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project. f. if the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. SOILS MAP GRAYSTONE INDUSTRIAL PARK Feet 600 0 600 LU I� Q Z 06 LU UJ Q z ry UJ F___Z W 0 U! Z W Z O Q CD 14420LI ■1AMNIC1 FPO • 0 i� Z W F_ �_ Z CQ :D C7 0 Q � Q LLJ� O W LU aLL CI] Rev. No. I Date � �07 01/20/2020 H C].�; ® RA DY L. KEPLER ' Lic. N0. 32809 )2 - )rA'2-lam' , ;lIONAL � DATE: 06/2812019 SCALE: AS SHOWN DESIGNED BY: TTC FILE NO. 2760GC SHEET 14 OF 59 19-09 N C E g. Outfall from a detention facility shall be discharged to a receiving channel, and c N 'r N o energy dissipators shall be placed at the outfall of all detention facilities as necessary to N Lo J CO provide a stabilized transition from the facility to the receiving channel. c"i a h. All on-site channels must be verified to be adequate. i. Increased volumes of sheet flows that may cause erosion or sedimentation on Y 70 CD C, 4 ,n �v (D v adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe , system, or to a detention facility. n Q r j. In applying these stormwater management criteria, individual lots or parcels in a m residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. 1. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made �Gh Z channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected I� 64W rainfall resulting from the one year, 24-hour storm, and (iii) reduce the allowable peak flow W l - - rate resulting n from the 1,5 2 and 10 ear 24-hour storms to a level that is less than or � Y LL: Z equal to the peak flow rate from the site assuming it was in a good forested condition, r� U achieved through multiplication of the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any 0 flow rate capacity and velocity requirements for natural or manmade channels as defined In any regulations promulgated pursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act. m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (§ 62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land -disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulation or are exempt pursuant to subdivision C 7 of § 62.1-44.15:34 of the Act. n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed to satisfy the requirements of this subdivision 19. SOILS MAP GRAYSTONE INDUSTRIAL PARK Feet 600 0 600 LU I� Q Z 06 LU UJ Q z ry UJ F___Z W 0 U! Z W Z O Q CD 14420LI ■1AMNIC1 FPO • 0 i� Z W F_ �_ Z CQ :D C7 0 Q � Q LLJ� O W LU aLL CI] Rev. No. I Date � �07 01/20/2020 H C].�; ® RA DY L. KEPLER ' Lic. N0. 32809 )2 - )rA'2-lam' , ;lIONAL � DATE: 06/2812019 SCALE: AS SHOWN DESIGNED BY: TTC FILE NO. 2760GC SHEET 14 OF 59 19-09 Loudoun County, nty, Virginia SUPER SILT FENCE www•loudoun.goy CONSTRUCTION OF A SILT FENCE Department of Building a Development T NS' STONE CONSTRUCTION ENTRANCE I Harrison strea:y S. E,P.. Box7000,Lt�b�g, VA 20177-700 DefinitionY�} 03)777t2 Fax N=bers:'Pealts003)77I-5523-Fa$im S(703)737-8993 c2" 01 3 1. SET POSTS AND EXCAVATE A 4"X4" 2, STAPLE WIRE FENCING TO THE POSTS. ZooinfAdmr+i5ftalioa(7D)771-5215 A temporary barrier of Geotextile Class F over 2 -inch wire fabric mesh (chain link) used to control sediment- CO S TRENCH LIPSLOFE ALONG THE LINEladen runoff from Small drainage areas. C N -f N ci 70' UKA 1 OF POSTS. - - -- M CD L r3] ■ONer ani Su Silt Fence .�. . r P To reduce runoff velocity and allow the deposition of transported sediment to occur. Limits imposed by RLTER eco]]+ s circ A itov7vr+ ,FaFRU ultraviolet light stability of the fabric will dictate the maximum time period the silt fence may be used. _ (D 1) Super silt fence (SSF) provides a barrier that can collect and hold debris and soil, preventing the material � = r SIDE ELEVATION l f from entering critical areas, streams, streets, ctc. r D 0 _ G /�`/ _ 2) Super silt fence can be used where the installation of a dike would destroy sensitive areas, woods, wetlands, c� 3 a EXISTING GSSOUND CMM eP 1IFEN 1:=H RTCdC$'i6 70 rd' M FABRIC etc. 8- 1 l MCK a) LL f�• I II %'� f �� cxals rnvx� RisB arra 3) Super silt Fence should be placed as close to the contour as possible. No section of silt fence should exceed a so 70' i1IN. rade of 5% for more than 50 feet. ...� ......,�:' .• _, : ;-t, , � .:.. ; , :- } • - , a MIN _ � at] £ 4} Super silt fence is not intended t0 replace primary ry contrp S such a5 sediment traps or sediment basins. ... , ' B wASfNA4,t A.- (OPnO1141) I Design Criteria + 10' MIN. FLOW T Length of the flow contributing to Super Silt Fence shall conform to the following limitations:nNG PAY MEW 4" / R]uiR4 PetmaR• ' osoTrree TA-=Vum ROU" Slope _ Slone Steepness Slope Len h (Max.) Silt Fence Length (Max) 0-10% 0.10:1 Unlimited Unlimited S. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE a ELEVATION _VIEW 10-201a 10:1-5:i 200 feet 1,500 feet � v+ r MOT /I POsr DRAT MW ,o" uIN. FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SCI[_. 20-33% 5:1-3:1 100 feet 1.000 feet r� PERSPECTIVE VIEW COURSE AGGREGATE $ � moi*� � 33-50% 3:1-2:1 100 feet 500 feet r, z FULL 50%+ 2:1 + 50 feet 250 feet 0v must FXi�NFULLWIQIN ,'"° EPLAN VIEW SECTION VIEW Construction Spec]f]estlnns Z x ,z MIN, SUPER SILT FENCE 04 UJ No sc= 1) Fencing shall be 42 inches in height and constructed in accordance with the latest Virginia Department of I --t -i �i:•. r r II ,� , • Transportation Road and Bridge Standards for chain link fencing. � W Ii FENCING 2) Chaise link fence shall be securely fastened to the fence posts with wire ties or other suitable means, The 3_UK � ✓�. � M��' • Chale link lance shall be 34' abewo `rade with 8" e:ubedded lower tension wire, brace and truss rods, drive anchors and post caps are not required except on the ends of Ws the fence. tar a tatet fabric width ad' 42'. The poet shelf] be 42 Y+t ��*,"' y�s: � s ar' •rr ✓`�,a� -�•�` �'S '.�'�✓•¢ : .x.' _ above i+ada with 8a' placed bo2aw Bade fwlihani oancrota) ti Ar;Y ,y. FN rxoTx FL for a total 1ehgth of '• 3) The silt fence fabric shall be securely fastened to the chain link fence with ties spaced every 24 'Inches at SECTION A - A NOTES the top and mid-section. 4) The silt fence fabric shall be embedded a minimum of S inches into the ground, ! 8•-�" III � yy „•- w s - rw o III i, Chefs UmAr fence when be fastened womwely to Lanae parts with ,sire uee. 5) When two sections of silt fence fabric adjoin each other, they shall be overlapped by b inches and folded. B. Filter fabric OWR be fastened meaura]y to eAAin link f=ca with ties apaaed wo�nmmna �,� y. r A •• EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. a porbaan rtl,a the etkv top And fabric shall nonfarm 6) Maintenance shall be performed as needed and silt build-up removed when the silt reaches one-half the toththa 3A a aaitt of TM 'i WM SON do tnrr7laDM C'ONMOL HANDBOOi height of the fence, ,aa,r ,,,J� alam us ,, 4. rife rqa 9s of filter fabric �� each other• then eh -ll be 7) The silt fence falls"sc shall meet the following requirements for Geotextile Class F. ora appsd IY_ond folded. 5' MIM. ' FILTER FABRIC 5. aim f �mnbaabapar�a ql° {jye heightdumthcauporelit laAemaved when Tensile strength 50 lb/in (min) ASTM Test Method D- 4595 PERSPECTIVE VIEW PERSPECTIVE VIEW Tensile Modulus 201b/in(min) ASTM Test Method D4595 PLASTIC FENCE METAL E E N C EII Flow hate 0,3 gal/cu.ft. /min. (max) ASTM Test Method D- 5141 RONFORCM CONCRETE pgNN ,Acs-�.f;s: WIRE I Filtering Efficiency 75 % (min) ASTM Test Method D-5141 - _ SOURCE: CONWED PLASTICS SECTION B -B F!(GURE3Section 7.600 References: VDDT Road and Bridge Standards 'Vol. 1 1993 VOOT ROAD AND BRIDGE STANDARDS PLATE. 3.1-1 SOURCE: Adapted from Installation of Straw and Fabric Ritter Barriers for Sediment Control, PUTS. 3.015-1 Maryland Department of Environment Water Management Administration SME AWED from 1983 Ills nd Standards for Soil erosion and SBdiment Colo f. and Va, DSWC Plate 3.02-1 7 � Adoption Date: o2f l 1,2015 v9ielPaad � 1<ylltl LS Department of Agriculture Soil Conservation Service SF11 FENCE ryRV� 1NLGfi POST TENSIONING TIE �TYP OF �J nr77 �f ,may � T GRAVEL CURB INLET SEDIMENT SILT FENCE CULVERT INLET I I , 5 FT, METAL T -POST PR V �[ I � T IO1 V �I �n LJJ 8' TYPICAL {1.25 LB/FT MINIMUM) FILTER '�` R PR 0 T C TION 2" X 2' X 36' WOODEN STAKES PLACED 1D' O.C. FILTREXX0 SOXX- (f 2" TYPICAL) 2 X e WOOD FRAME DROP INLET BLOWN/PLACED FILTER MEDIATM WITH GRAM ENDWAI.L -- T WORKAREA A EAT BEPROTECTED T 42' 1.5' MAX. FRAME TOE OF Fl!!. CDLVERT 3MIN. -Lit ATTACHMENT POINTS (USING ORANGE TRENCHING SECTION NTs - UJ GATHER NYLON TIES OR METAL WIRE] INDICATOR LINE EXCESS I f - LOCATED AT REINFORCED POST AT CORNERS TENSIONING CABLE CHANNEL ATTACHMENT NYLON TIES OR V Vr `r �f C) (TYP AT EACH T -POST) METAL WIRE FOR POSTS SHALL 2° X 2" X 36" WOODEN STAKES PLACED 10'0.C. < CTHLWERG TIE LOCATION BELOW PERSPECTIVE VIEWS W � Z 1 INCH OF REINFORCED POST GRAVEL FILTER ° a TOE OF FILL POST TENSIONING CABLE CHANNEL ® 12" � N TENSIONING STAKE RUNOFF WATER WIRE MESH a IrLf- TIES REINFORCED POST TENSIONING AREA TO BE I SILT FENCE ° � ^ CABLE CHANNEL PROTECTED FILTERED WATER DISTANCE IS 6' MINIMUM IF FLOW r/ry� 7 IS TOWARD EMBANKMENT V ) J < FABRIC L Iv1 � FLOW J FILTREXX(DSOXXT,,, () 12"TYPICAL "} Lu - I- -5 FT. METAL T -POST Z � `;-•-A..q.., ,.r � (1.25 LB/FT MIN.) WATER FLOW " , 1' MIN. :: ° LU U) D 10 INCHES FABRIC+IIII I OPTIONAL STONE Cf� •.$1r�' A TION o ANCHORAGE DEPTH < U n WORK AREA ® SEDIMENT �II II '}A;Mil 06 IU) NOTES: rpt y� 7�7 4: TI 1.O' 1.5 W 1, ALL MATERIAL TO MEET FILTREXX�I SPECIFICATIONS. ELEVATION OF S STAKE AND -PUT- 2. FILTER MEDIAT" FILL TO MEETAPPLICA-NONCONCRETEGUTTER 12" � � _3 REQUIREMENTS. FABRIC ORIENTATION DETAIL ISOMETRIC VIEW 3. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS CURB INLET' PLAN ws DETERMINED BY ENGINEER. FLOW LLI LU SPECIFIC APPLICATION SPECIFIC APPLICATION 0 LL Orn€nac»:sARttNncuEs ADD TRIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE FRACAArAML'Aa6 IA:7f6 EW4Cn'At AacuAarwwrr etaa INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS //�/ W IWORACEntCIM"n. ftJ(iXYR0. - SMART /1 QT �Cj� I L,J D F I LTI�E G'R SEDIMENT + C IMIIT RC} L THAN 5%`) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE PROPNt iARt AWaCQNF90€xlnw [wR[[EIACI ntGWrAI ura,.pvr. +'j AI\ I E 11 j I ' � �VGAT �3, /357, yIS, /'S6 OR /57 COARSE AGGREGATE CLASS I RIPRAP ME OFMVAJON COWAtliED IN I We �.nru- - - - - - °A INSTALLED WITH T -POSTS - EXCEEDING 1 C,F.S.) ARE TYPICAL. THE METHOD SHALL NOT INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED TO T f 3,CE SILT FENCE IN " HORSESHOE " WHEN FhVWM"NTEcAW RWviarot N - - NTS APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS AREAS. HIGH VELOCITY OF FLOW IS EXPECTED _ Od €Nd W27NhYri7W.lwY REYRC7nOGFgN FARrOR MA une„�ir uniQu+N ,W ,, ,K,,. IN STREET' OR HIGHWAY MEDIANS. WRP€EN PERMSeiDN Of AO Ean�untewteeeEaoNwt�. ArrtOAurrr Dc iron ecu€ aEAwWc * A - ' GRAVEL SHALL BE VDDT #3, #357 OR 5 COARSE. AGGREGATE. 9W tt bit SOURCE: N.C^ Erosion and Sediment 99nkol Planning and Rmda 1998 PLATE 3.07-1 SOURCE: VA. DSWC PLATE 3.07-6 SOURCE: ADAPTED from VDDT Standard Shoats and Va. DW PLATE. 3.08-1 0 PIPE OUTLET CONDITIONS ROCK CHECK .DAM �n A A VJ TEMPORARY DIVERSION DIME 2 ACMES OR LESS OF DRAINAGE AREA: ado 1 do 1 Compacted 3011 PIPE OUTLET TO FLAT AREA WITH NO DEFIM 3' CHANNEL IV min. FILTER CLOTH PLAN VIEW jtl Harr (OPTIONAL) L a - - _11111R1111011111 I (DOWNSTREAM VIEW) 11111011111 milli 121111101111� 0111101111110 VDDT #1 4.5' min. COARSE AGGREGATE d SP NUMBER: #26-19 FLOW' p 3' Rev. No. bate SECTION A -A STM CL01rH KEY IN a"'9": REC4MMWDED FOR ENT= PFMMM 04 09117/2019 SOURCE: VA. DSWC PLATE 3.09-1 A SPA CIN+ BETWEEN CHECK .DAMS SH of A ado (MIN.) 2-10 ACRES OF DRAINAGE AREA: 1 do a RA t L PLER PIPE 01J13.ET TO WELL L = THE DISTANCE SUCH THAT POINTS 6" +-0 LIC. NO. 32809 PLAN VIEW DEFINED CHANNEL A AND H ARE OF EQUAL ELEVATION 3r 0 2-')A/r -�� FILTER CLOTH L $ (OPTIONAL) (DOWNSTREAM VIEW) q x A L B DATE: 06/28/2019 cl -� VQOT # 1 SECTION A -A mlm�_F�f r COARSE AGGREGATE j FILTER CLOTH KEY IN t]" -B"; RECOMMENDED FOR ENTME P1� f NOTES: 1. APRON 041310 MAY BE RIPRAP, GROUTED RIPRAP, GABION FLOW 2- f 3' SCALE=: N/A BASKET, OR CONCRETE. 2. let IS THE LENGTH OF THE RIPRAP APRON AS CALCM ATED USWG PLATES 3.18-3 AND 3,18-4. DESIGNED BY: TTC 3. d = 1.5 TiME3 THE MAXIWUM STONE DrA]fP:TW.R, BUT NOT LESS THAN 0 INCHES. Source: Va. DSWC Plate 3.18-1 SOURCE: VA, DSWC PLATE, 3.20-2 CLASS 1 RIPRAPPLATE 3.20-1 FILE NO. 2760GC SHEET 15 OF 59 19-09 TYPICAL ORIENTATION OF TFCEA TMENT — 7 (SOIL STABILIZATION BLANKET) SHALLOW ON SH 1raw SLOPES, STRIPS OF NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE BERM WHERE THERE 1S A BERM AT THE TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND ANCHOR IT BEHIND THE BERM. BRING MATERIAL DOWN TO A LEVEL AREA BEFORE TERMINATING THE INSTALLATION. TURN THE END p UNDER 4" AND STAPLE AT 12' INTERVALS. ON 511E SLOPES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. IN DITCHES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH IF AT ALL POSSIBLE. SOURCE: ADAPTED FROM LUDLOW PRODUCTS BROCHURE PLATE: 3.36-1 TOPICAL TRLL,ATlr1VT-2 SOIL STABILIZATION MATTING INS TALLA TION SOIL STABILIZATION MATTING SHALL BE USED IN CONJUNCTION WITH RIPRAP AT OUTLET END OF PIPE. —i CHECK SLOTS TO BE —11177 CONSTRUCTED AS PER MANFACTURERS RECOMMENDATIONS, TRANSVERSE CLOSED CHECK TRANSVERSE ~ OPEN CHECK SLOT SOURCE: VDQT ROAD -AND _BRIDGE STANDARDS IIAY ENTRENCH EDGES OF MATERIAL 6" 1, UPSTREAM AND' DOWNSTREAM TERMINAL PLATE: 3.36-4 TABLE 3,31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS' Planting hates Species Rate ((bs,/acre) Sept, 1 - Feb, 15 50/50 Mix of Annual Ryegrass (Lolium multi-florum) & 50 - 100 Cereal (Winter) Rye (Seca[ cerea[e) Feb, 16 - Apr, 30 AnuaL Ryegrass 60 - 100 (Loliium rlu(ti-florum) May 1 - Aug, 31 German Millet 50 (Setaria italica) Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep, Grasses and legumes shall be planted with no less than 1/4" soil cover, 2" TYPICAL TREATMENT — I (SOIL STABILIZATION BLANKET) INS TALLA TION CRITERIA ANCHOR SLOT NOTES APPROXIMATELY 20D STAPLES REQUIRED PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS do CHECK SLOTS TO BE BURIED 6" TO 12'. 12' MAX. 4:1 OR FLATTER S' MAX. STEEPER THAN 4:1 JUNCTION SLOT EDGE AND END JOINTS I I I I I I I f I CHECK SLOT* TO BE SNUGLY ABUTTED {JUTE MESH WILL HAVE I I I TERMINAL FOLD STAPLED LAP JOINT IN L[EU OF EDGE JOINT ) LAP JOINT 2' MIN. I I I I .TAMP FIRMLY (JUTE MESH ONLY) ANCHOR SLOTI I 5' MAX, 4:1 OR FLATTER 3' MAX. STEEPER THAN 4.1 I I I I HER I I 6" i0 12" T1 I I I I I I t 1 I I l I 1 +r I ¢CHECK 51LOTI r I I I 1' To 2" 1 I I I I I VAR. VAR. 6' TO 8" MIN. PLAN VIEW STAPLING DIAGRAM STAPLE FORMED FROM NO.11 STEEL WIRE. `CHECK SLOTS AT MIN. 8" STAPLE MIN, LENGTH FOR SANDY SOIL SO' C—C INTERVALS; 6" STAPLE MIN. LENGTH FOR OTHER SOIL NOT INATIREO.D BLAHWITH ALL 'COMBINATION"BLANKETS JUNCO TAMP 2" FIRMLYY 6' TO 12" 12' TERMINAL FOLD F TAMP FIRMLY r 2" TABLE 3,32-C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA 3-1/4” Imo— 2" DIA. WASHER 18" 10" MIN. +s— 3/16" DIA. �I 1" STEEL PIN STAKE VI j- PIN 11 GAUGE STEEL 1) 1x4 TRIANGULAR SURVEY STAKE - MINIMUM 6"x1"x6" STAPLE 10" IN LENGTH. PLACEMENT OF THE STAKE ACROSS THE FLOW OF THE WATER IS THOUGHT STAPLE TO PROVIDE A "PINBALL EFFECT' TO HELP SLOW THE VELOCITY. 2) 11 GAUGE STEEL - MINIMUM 1" WIDE BY 6" IN LENGTH STEEL STAPLE - 2"x8" STAPLE MAY BE REQUIRED IN CERTAIN SOIL CONDITIONS. 3) STEEL PINS - 3/16 DIAMETER STEEL PIN BY 18" IN LENGTH WITH A 2" DIAMETER WASHER ON TOP. (SEE ILLUSTRATION) SOURCE: VDOT ROAD AND BRIDGE SIANDARDS PLATE: 3,36-2 SOURCE: PRODUCT LITERATURE FROM GREENSTREAK, INC. TYPICAL TREATMENT — 2 SOIL S TABILIZA TION MATTING SLOPE INS TALLA TION FILL SLOPE SECTION-, SOIL STABILIZATION MATS SHOULD BE INSTALLED VERTICALLY 5' N 1 SLOPE SURFACE DOWNSLOPE FOR BEST RESULTS. SHALL BE SMOOTH AND FREE OF ROCKS, LUMPS OF DIRT, GRASS AND Q S. STICKS. MAT SHALL BE PLACED FLAT ON SURFACE FOR PROPER SOIL CONTACT. 2 DIRT SHALL BE ^� TAMPERED PRIOR ~' TO LAYING TOP LAP OVER TOE BERM MAINTAIN SLOPE ANGLE TRENCH INTO BERM AND PROGRESS DOWNSLOPE SLOPE LINING SLOPE LINING TOP CUT SL SLOPE WET SLOPE}(DRY SLOPE) TREATMENT -- 2 POLYPROPELYENE NON—WOVEN 2' (NEEDLE(( PUNCHED} CwOE LE FILTER TREATMENT — 2 CLOT"7REATML NTHIND a- ��upJIFVER� SOIL----- BOTTOM OF FILL SLOPE— BOTTOM OF CUT SLOPE �� yp Lp BOTTOM OF CUT SLOPE gREA1CSPt11NT ER SOURCE: VDQT ROAD_ AND BRIDGE STANDARDS PLATE: 3.36-5 PLATE: 3.36-3 STAIR STEPPING CUT SLOPES DEBRIS FROM SLOPE ABOVE IS CAUGHT I _I _ BY STEPS—� I—I I III X—im -�1 - 40"-50" SOURCE: VA. DSWC WATER, SOIL AND FERTILIZER ARE HELD BY STEPS PLANTS CAN BECOME ESTABLISHED ON THE STEPS. PLATE 3.29-1 GROOVING SLOPES W1. GROOVING IS CUTTING FURROWS ALONG THE CONTOUR OF A SLOPE. IRREGULARITIES IN THE SOIL. SURFACE CATCH RAINWATER AND PROVIDE SOME COVERAGE OF LIME, FERTILIZER AND SEED. SOURCE: VA. DSWC DOZER TREADS CREATE GROOVES PERPENDICULAR TO THE SLOPE, 5 111 TRA CKING SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTATION GUIDE PLATE 3.29-2 PLATE. 3.29-4 04 LO o aE ID N T �INCqV) J C� S 04 z CM Cq �r >`o U) LM to X T�WT. WLL. 75 z w 164% z LV Z Lu 0 Total Lbs, Minimum Care Lawn Per Acre - Commercial or Res}dentlal 200-250 tics, - Kentucky 31 or Turf -Type Tall Fescue 90-1007 - Improved Perennial Ryegrass w 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia, 125 Lbs. General Slope (311 or less) --- Kentucky 31 Fescue 128 lbs, -- Red Top Grass 2 lbs, - Seasonal Nurse Cropw)w 20 lbs, 150 lbs Low -Maintenance Slope (Steeper than 30 - Kentucky 31 Fescue 108 lbs, - Red Top Grass 2 lbs, - Seasonal Nurse CropwAE 20 lbs, - Crownvetch wxw 20 lbs, 150 lbs Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed, J < 0iN Yuk Use seasonal nurse crop in accordance with seeding dates as stated below[ Z March, April through May 15th Annual Rye May 16th through August 15th Foxtall Millet August 16th through Sept„Oct, Annual, Rye November through February Winter Rye www If Flatpea is used, increase to 30 lbs,/acre, All legume seed Aust be properly inoculated, Weeping Lovegrass may also be included in any slope or low-maintance mixtures during Warmer seeding periods; add 10-20 lbs/acre in Mixes, STAKES, STAPLES, 'c PINS W 0 FOR 0 INSTALLATION OF z 0 TREA TMENT — 2 SOIL S TABILIZA TION MATTING 3-1/4” Imo— 2" DIA. WASHER 18" 10" MIN. +s— 3/16" DIA. �I 1" STEEL PIN STAKE VI j- PIN 11 GAUGE STEEL 1) 1x4 TRIANGULAR SURVEY STAKE - MINIMUM 6"x1"x6" STAPLE 10" IN LENGTH. PLACEMENT OF THE STAKE ACROSS THE FLOW OF THE WATER IS THOUGHT STAPLE TO PROVIDE A "PINBALL EFFECT' TO HELP SLOW THE VELOCITY. 2) 11 GAUGE STEEL - MINIMUM 1" WIDE BY 6" IN LENGTH STEEL STAPLE - 2"x8" STAPLE MAY BE REQUIRED IN CERTAIN SOIL CONDITIONS. 3) STEEL PINS - 3/16 DIAMETER STEEL PIN BY 18" IN LENGTH WITH A 2" DIAMETER WASHER ON TOP. (SEE ILLUSTRATION) SOURCE: VDOT ROAD AND BRIDGE SIANDARDS PLATE: 3,36-2 SOURCE: PRODUCT LITERATURE FROM GREENSTREAK, INC. TYPICAL TREATMENT — 2 SOIL S TABILIZA TION MATTING SLOPE INS TALLA TION FILL SLOPE SECTION-, SOIL STABILIZATION MATS SHOULD BE INSTALLED VERTICALLY 5' N 1 SLOPE SURFACE DOWNSLOPE FOR BEST RESULTS. SHALL BE SMOOTH AND FREE OF ROCKS, LUMPS OF DIRT, GRASS AND Q S. STICKS. MAT SHALL BE PLACED FLAT ON SURFACE FOR PROPER SOIL CONTACT. 2 DIRT SHALL BE ^� TAMPERED PRIOR ~' TO LAYING TOP LAP OVER TOE BERM MAINTAIN SLOPE ANGLE TRENCH INTO BERM AND PROGRESS DOWNSLOPE SLOPE LINING SLOPE LINING TOP CUT SL SLOPE WET SLOPE}(DRY SLOPE) TREATMENT -- 2 POLYPROPELYENE NON—WOVEN 2' (NEEDLE(( PUNCHED} CwOE LE FILTER TREATMENT — 2 CLOT"7REATML NTHIND a- ��upJIFVER� SOIL----- BOTTOM OF FILL SLOPE— BOTTOM OF CUT SLOPE �� yp Lp BOTTOM OF CUT SLOPE gREA1CSPt11NT ER SOURCE: VDQT ROAD_ AND BRIDGE STANDARDS PLATE: 3.36-5 PLATE: 3.36-3 STAIR STEPPING CUT SLOPES DEBRIS FROM SLOPE ABOVE IS CAUGHT I _I _ BY STEPS—� I—I I III X—im -�1 - 40"-50" SOURCE: VA. DSWC WATER, SOIL AND FERTILIZER ARE HELD BY STEPS PLANTS CAN BECOME ESTABLISHED ON THE STEPS. PLATE 3.29-1 GROOVING SLOPES W1. GROOVING IS CUTTING FURROWS ALONG THE CONTOUR OF A SLOPE. IRREGULARITIES IN THE SOIL. SURFACE CATCH RAINWATER AND PROVIDE SOME COVERAGE OF LIME, FERTILIZER AND SEED. SOURCE: VA. DSWC DOZER TREADS CREATE GROOVES PERPENDICULAR TO THE SLOPE, 5 111 TRA CKING SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTATION GUIDE PLATE 3.29-2 PLATE. 3.29-4 04 LO o aE ID N T �INCqV) J C� S 04 z CM Cq �r >`o U) LM to X T�WT. WLL. 75 z w 164% z LV Z Lu 0 SP NUMBER: #26-19 Rev. No, Date 04 09/17/2019 H 04p, 9 WA RANDY L. KEPLER Uc No 32809 CJ ;1u� OVAL ^� Veil-Oji-11P411E SCALE: NIA DESIGNED BY: TTC FILE NO.. 2760GC SHEET 16 OF 59 19-D9 0� W z W LL F- < < Z W J < 0iN W Z Lu 0 06z D 30 � W Q ��- W 0 0 z 0 w LL W LL 0 SP NUMBER: #26-19 Rev. No, Date 04 09/17/2019 H 04p, 9 WA RANDY L. KEPLER Uc No 32809 CJ ;1u� OVAL ^� Veil-Oji-11P411E SCALE: NIA DESIGNED BY: TTC FILE NO.. 2760GC SHEET 16 OF 59 19-D9 Al 04 10 Zp� a all a` " HORIZON NOWDDN BRIDGE � �' OWNER, LLC TM. 44A -26A r \� f ' \ N a .. rn INST. NO 190005744 \.� �, o ` ZONE. M 1 A _ L a M u- , R� f TM. 44A-25B26.4[0(ACRES.�- JUDITH McGANN SLAUGHTER &ELLEN L MARSHALL TRUSTEES y 25 Q `! A ♦ ``+ INST No. 020000470 G •' ;� 5 % �/�/ 60.88 ACRES �, L) :,� ZONE- OMRA ►�7 —`- , GOP do dr 00, cl 46 4 h do -- -1 "x �� ce, z 4 N';F, ;4 'o -7:�X- / V - Jh`-aPrJ.' - ...•J'_'_r-y� A. —` v x GRAYSTONE CORPORATION - eJ`C ' ,,, .� ♦♦� O - �^✓} . h OF WRGINIA x r j T M. 44-A-26--------- y --. (NORTH PORTION) f'� / � �► "- ♦ / .� _ _ INST NO. 030025588 X '---tax - - - INST. NO. 190005125 (PLA )�► / .,;.,,: � { � t� % INSU. 29.2058 ACRES `r 1'.. ,� TM. 44-A-25 % `�+, GRAYSTONE CORPORATION ' J p - 1, � ` N OF WRGINIA I \ ! 1 \'► E _ INST. NO. 030025588 1 �` �,�.'� � � ♦` N-,� INSU. 51.2322 ACRES L � � � 1 ZONE.- M 1 \ r .N I► - i l L Y r� 0.7 C7 m r Q iii N } BUILDING #2 \ "* o o a �..{.. X PROP. WAREHOUSE FACILITY \ �% J ry �'' � 'h- ,. ``• '�/� � � � XR1 X, FFA '�'. '.� �``- \ _ _ \\ ' j\` \ -, - (A? Li rx C2,4 _ _ %_ _ 06 \ i1 - BUILDING #1 M► % �; i]_` Q) >4 ti 5 0 T 44-A-26 PROP. WAREH©USE '" �' �, . i 1 �7 �r; U SOUTH PORTION) FACILITY ��, �� � � f` poi � +`-.� •. �. � ,� . � - � � � - � � � l \ o �► r� x RAYSTONE � 63,000 SF w U) I C) RPORATION \ i i gyp, APPROX. FFE - 631.00 d '� �c, I 1 0 _j — F VIRGINIA ► `' 1 ► �� ., f W -i pi %INK><No. 030025588 6 .1140 ACRES 1 ' \ r I iii -`'` - ! C� J ❑ \ \, w Ill 0 LLs W oc '-"�_ a► \ \� 'rte �,/�� W � ��._ _' � � � --1 } -- + Q')X ii ` - R _ -- nai _ - �SHU - X 0 x ---, - 25 CT1�= 1UFFER— _ - - -4, -� -. x - - _ = _ _- I _? X � ZON'£D �yj 75' INACTIVE e_ wk MILBURN ROAD � � - ROUTE TE 6 6 - _ - _ , - -- - - _ zQ ED ,� --- -- - _ x ---- r= -- --- ''_ �- _ - ` 1 • a r ,% I �%µ ,y �,�.?,'k'i e, Via; k � y +,. i J � � I,,r - ",, J f w p I! � � - � k ' l:.' t 14 ` � � .: Y p. '�,. " p + n ` �.. •,., . �V' ' ,„��j ...111 � I /' SP NUMBER. #26-19 I f a Rev. Nu. Date •;� ..! 1 ...,: � � � '�. as T M 44-A-29 a�f�oiao2n j Xh*, j •. ,� d Gd ;. "+-n " -, JUDITH McCANN SLAUGHTER Na. Q20000469 `' ea !NST . ,r TH Q 4'° 4° f f y` /' / '` 150.15 ACRES 0 •/ l . R �. \ e 4 4 CZONE' RA �. �` tiadaA4°°nen I ti I ♦ f do d n 6 g d 4'7A 4 p A GG Ad . / —^y .� GAA - dAd n G ! I TM 44A -31A `• �� -- __ --r,`� STEPHENSON ASSOCIATES LC '� i ' _ , ^ _ = �� r -- j ( /�' RAY L. PLER' . x % INST No. 030005765 .. �, \l, 1 _ f r J ,,{' �' ./ ,� LicN o. 32809 f,f i 386.24 ACRES` �� f / f �► 1 ZONE. R4mom not 2-k,Z2 ".mmrr. !� � �: yy �l r — -' DATE, 06/2812019 on /J 4 r jl' 11 e am I s 4,�.�.���.� -_a�► _` - i -- �C IJP ��•`I'�, am , ��{� / ( SCALE. 1�� = 100'_ V - - - - DESIGNED BY TTC Li - / �� 40, FILE NO. 2760GC 100 0 100 200 SHEET 17 OF 59 •►. --4 - - --_ -- - - - — _ -- SCALE: 1" — 100' 19-09 " 31'!f Y r TYP i #.. ►r N u� 12' CONIC DOLLY PAD (SEE NOTE)�r N E MATCH LINE SHEET 19 149\ M 13C 1111 1011111 11M am 11M 1111 0 IN �ikb 0 am ME am 111111 11M am 11011 11111 ME1 1111111 am 1111111 11011 11111 1111111 1111111 1=01 1111111 11M 11011 am 11111 M111 10111111 11101 om 111M 1111111 1111111 MW mn 111111 1111111 -50 °} �7'cs I C 6Tco 7 - - C 6T �'.,• c 011 aj LL av sit In 3.9 92.58' CG -6T♦ —00u1'�rME PROP ACCESS STAIRS zo '� �, �y- �.•;:�. •�,'. (TYP) DUMPSTER BBOOLLARD 5.5X5.5 CONCRETE LOADING DOCK r ,% r ° . �:. •'.'y ., PAD(TYP) DOOR (TYP) �✓ '� %' ,... '• .,'' `' /J//J / 3 l V LIGHT FIXTURE `- 0 V , •�r // ✓ 4;L\i i' q k"! s 1 :1 '�, (TYP) LID r s t x � �t+xa60' TYP r,%� f �' : f Vz W • `v 55° TYP { % Ley t7- BUILDING#1[74.17'1YP ,, W z Oppi ! y . - PROP. WAREHOUSE FACILITY a c W 63,000 5F Sir ,. ,; • :y ;� a> .::. Q FFE - 631.00 G Q J a. .'.' r RETAINING /� �QQ of .,' ` i...:.. DRIVE IN DOOR 4 LIMITS OF DISTURBANCE !Du � TYP _ TF (TYP) MAIN ELECTRICAL /// C41a ROOM �~ V HICLE ZLI 1-r r --a AMP / r FIRE PUMP ROOM =� REVISEDS.F.)- rr OFFICE SPACE (470 TREELINE (TYP) PROPOSED PICNIC AREA 'S _ a 1 21.0'x 22.4' -LQ -`; '�.• k i 4" CL A3 CONCRETE PAD LLJ WMIELDEb WIRE FABRIC 30' PRE SCR1PTfVE w,;�y (SEE NATE 6) ' ` J ' L/'� EASEMENT = ' '�+' 211.75 ' SHOULDE �•'! { ,� '• x_ ! 4 GRAVELf • '. 4' GRASS MAIN OFFICE SPACE ' (TYP) (2,560 S.F,) �� 18.02` GC -126 _ ,. A 53.48 63,5' LIJ _' 75' � CURB TRANSITION CURB CG -6R TO CG -6 TRANSITION �- CG 611 © CG -6R TO CG -6 d �` '" ,,►' — P, , tis rti t• 1 /1'+ f 4 3 + L TYP - J — CJ6 R=25'10000, " RAIL e T. CQNC SCUPPER SEE `; ,�" '- OlefX CO Z) DETAIL SHEET 48 5' CROSSWALK'S -` ,% "* ~ [rj a .0001* 1100, -^t..i✓,!' r tR �� �� `` Yi pl. ;` 10 .000,Lij 0 LL 10000, ".. _ // ♦ / 1.0010 z 1000, i .01 3 PRE-SCRIPTIVE , - `�, 1000'NaTES: .. `' ` ' 1. CONTRACTOR SHALL CONFIRM LOCATION OF TRACTOR TRAILER CONCRETE DOLLY PADS WITH THE � �/' OWNERIDEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. SNiWpEN �� _ lH `�a' 1 TIE INTOE " / s`' �rsc 2. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK BRIDGE 1�DU1 E1��1RD � _ s w_ � -- F}E 4F+� � � PAVEME - - - - t'1RIA BLE tNIDTH� RICH,,�Q,� -�-� � B�IFFER 'E'' PER MA � �, � COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE -- - IrvST `� - fJC RAIL �% pEl/ELC�P�iEfVT P = �r � REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. NQ. 15 WA �YAY !� 4 ��JS�EJ SPEED i 35'',;,v MP,j------_ � �w� ��' � `�` . f GRAYSl��NE CO � _ ter.,, 3, POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN _ %�1015COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY -- -- - MATCH EX '� C,NTER £.SATE � � COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY PAVEMENT COMPANY PLANS THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE -4� - - ► ' `c �/T TIE INTO r r�'f �. THICKNESS ..' �' EX. TRAIL , `� -- -�� ,�` - .:_ ; OF ACTION. ``-•P' ,r 4, CROSS WALKS SHALL BE TYPE A CLASS I WHITE PAVEMENT MARKING. LONGITUDINAL LINES SHOULD BE ENTRANCE WIDENING, MEET�?, �, 12 TO 24 INCHES WIDE AND SEPARATED BY GAPS OF 12 TO 60 INCHES. THE DESIGN OF THE LINES AND MATCH EX PAVEMENT, r M;� "'`*. ,4 /` SHOULD AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT SP NUMBER: #26-19 MILL AND OVERLAY PER DETAIL EXCEED 2.5 TIMES THE WIDTH OF THE LONGITUDINAL LINES. ON SHEET 52 5. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED RevNo. Date 11 CROSSWALK = .y oz 0112612020 r CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND - •�;" SHOULD MATCH THE EXISTING CROSSWALK MARKINGS IN THE INDUSTRIAL CENTER IF APPLICABLE. 6. OWNER TO INSTALL 4 PICNIC TABLES PER A BUILDING WITHIN 30 DAYS OF OCCUPANCY FOR EMPLOYEE TH op USE. -1 y,. INSPECTION NOTES 1, Buildings shall comply with The Virginia Uniform Statewide Building Code (VUSBC) Sections 311, S Storage of the International Building Code/2105 VUSBCIRAY L EPLER' �. International Fire Code.. Other Code that applies is ICC A 117.1-3-09, Accessible and Usable Buildings and Facilities and 2015 Virginia Energy Code Lic NO. 32809� p 9 comply g p YP { g) ©� + 2. Proposed buildings shall corn I with height and area per T504 for a of construction or unlimited area facilities Section 507, Unlimited Area Buildings) and 'A maintain an open perimeter of 60'. Fire pump shall meet NFPA 20. ,•s� +i �'.� 3. All required exits shall meet ANSI A117.1-09 for accessibility and slopes. Maximum travel distance per IBC/USB to an exit is 400'. All required exits shall be accessible. Exterior area of assisted rescue shall comply with Section 1016 of the USBCIIBC. One hour rated walls with 45 min. doors shall be provided at pIVAL ' exterior areas of assisted rescue as noted. Maximum travel distance to restrooms shall be in accordance with Section 2902.3.2, (Maximum 500' unless otherwise approved by AHJ) 4- 4. Storage in racks exceeding 12' in height require a permit and shall comply with the International Fire Code. High pile storage areas require fire department DATE: 06128/2019 Jr access around perimeter of the building, Access/doors shall not be spaced further apart than 100`, r S. ANSI parking spaces shall be provided as required per T1106.1. Accessible parking and unloading shall not exceed 2% slope1:48. Accessible Route shall ( ) `�,, ,,,� , "�•.� extend from parking and unloading area to accessible route to main entrance. Curb ramps shall have a minimum 3' landing at the top and bottom of the landing.. SCALE: 1"=40' Vans aces require minimum unloading area T with 8' of parking or a minimum of 11' wide parking with 5' of unloading space is required. No enlargement provided. Accessible route with max 5% slopes shall be provided from parkinglunloading to main entrance. Accessible parking and unloading access to main entrance appears to meet ANSi A 117 for slopes. DESIGNED BY: TTC 6. Public entrances into spaces larger than 3000 sq ft shall be provided with a vestibule as detailed per ANSI A 117.1-09. 7, All structural plans submitted for permit application shall be sealed by a VA Design Professional. FILE NO. 2760GC $© 20 0 40 80 8, Special inspection requirements of Chapter 17 of IBC shall apply to this type of structure. (Soils, compaction, concrete, steel etc.) :� + \ 9. Light poles require permits and inspections. Retaining walls with more than 3' unbalanced fill require permits. SHEET 18 OF 59 —_s-- \10. No gutters of other water shall discharge over walkways. r s� SCALE: 1 = 11. A geotechnical evaluation shall be performed and submitted with application as required USBCIIBC Section 1803. 19-09 / A. .. I "X . � I I& eoo`�- �)�gl - I� ``P fo,y r E I \ � '� N U -1c, I rdsr !/ CQ � dq-! 1"r`tiO� 'Vy ry Cn 6) i � i t-> -yo ire gyp` .1 . 't ,q ),11 . o o <: 5, � �, \ I I rl�-, 6 L) CL Cu C/ �FfT� % ©n /--�) �.>l , G S. -�Al� -r ID, \ r A ,Cl s/ r', r-T;N cl "L 7 A,: 5 .Og JL C'I '10 t.:% <C X04 owe -10 Co. V* U )45r,/� �. o J-� � .. 40 � A C C1 ' ,r rl C C9 0 _y0 4 Cj qhs \ ���010, y/ ` /�'p .'o <� ��`C' �i£-9 R'. ��`P 1 ,3> 1 \�%, � ' 1 T �'Q *, Ca,- I�:&C o ;300 P4 � 'A'�'ps ,# %. Z W ' c00 , / J 1pb �A l / A * ��'l, /r % I W Z W0 Q ` R= Q' �W t9 I/ \�v V s - --- - -- • r�G . '� ry� `r �'r �C. t - "; 0,pI" t y C, - - - .,r �c�ry . 74 i Q - - �0 � Q �� X 52 �,aJ4 Q � - ,�t�� ,,p - - , t �� O P�' - r � C� �`� GOA � '�' 1 � -'f - _� - ---- - � .,'�' G- °" f ` ~ . W FEF BUF >1 -p I I VY, ,zl +,*. -, I \ 4 S O , ti '�A oC ' ° �g�',`�° � , .� a - f , +' AS7 FR � BRA- ' 1 e - BUFFER P� � .�'s r� 49 � - -_ 75' TINA r' if VE cr+ r r✓ �/ � � �,�• *=� ' c' BUFFER DE-''E�- C MERCE ./" cMu ca�C� Y� + Y ' ♦tf �� .1 .M1 e% �� k CENTER DATEO 0HU _-- �] r ,t� I '�f'� f ma y - ,r�P 5 f fl �i'" /'y - �_ r�C 8 iiUL �' � �{ �� � - - - 4 ------- loom, © -- dFER �l -- � '_ CC�� _ _� -f " �e S 4+� 2,C w � _ - -' ASPHALT TRAIL` �MATCHL� � � -�i � �UFR�NE ` - -- - 0 --- PER C© __ - -- - \ - '� �� �,- -" �4 y F ,� Y c t i Y Via' ""� t t. y' GRASS ACCESS' f c y six..' 4 �,�L •{� „y f s a son wo owe �v- _ 9 'k c.i 1 Jx �1 91! 4 4 i �rF' n >A' ! W '. 4 x \ i _ _ 2 -, �' '�.. -+^'^ i r r `' i '' - i t �,'� f'i i; i' d} • AF t { 3 " b i • as ti \ t �-. i.'=" •. ,--��".. p,, i � •; _" r A ys son r • ■� LT TRAIL e - r Q� TO SWM/BMP - --- GL y z u` ; F, � �. ;,-, ., f ' of , r 1 1 J- it T Y yti! a .����, }k $�` �'RL - $ ASPF'IA �� VA "' � ��T FACILITIES -�-� � � s.,`�' { p n 'IIf� -777 L'~ t {.9 �" 1. F 1 Y. w t �, f .11 - _ ��� `_ �rM v _� r 6ORIw � OP Itjl� {4} «i. ����-=x ,:,5. __1.1..: ' " ,fir �y.a .. }. �' fF1 :,"..", -�,,, ----- - -------- - ----- -� '" u U /L :� S yt'✓la Y �- 7�Dcc---�::sC1 r G 1,;. � . . - - C'�1. .. .. .. C1h ti s ii+ , .. - FOI ESAY (j�� '�®/� w- 11 . . - - - >- }•�O - 4 t '� X ;.";�� / = *'1. � � U j �` �+y�, WE`.[A F N =�' T I� ,EL . ' *d, ,' V „y . w - .r -� _V ~.:` r W J w, - / ,.,�� .v " li:: J �' v R iii G� e71 SL Y �_' - k h 1 _,,::: k 0 �. �� :� [� �T } vELEV sr,�... �, - W W - i Y� U' I ~ .._ y, 41. '. W' L. 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PROP 20' WIDE ova POWER POLE -ry :. 11 4° BEND WATER ESM'T. m TO BE • t = o EL AT D PROP 1 8" TELE / � MATCH LINE SHEET 22MM -. 4 - r 1 .1 � 2-12 G� r: - 18 PREP 8x6 F2EI�UCER � ,.. •• .. - � � : :.� 143 ., . • ''-i• _ 1 •`Y.�T �" px. �' 656 RA S •�. 040 c� C'3 C004 10 MM MM gMg gMp MM Maa MM MEN 111111 111111 111111 ME 111111 11110 111M 1111111 a&- 1111 Hv I � - � 11111 11111 ME 1110 OF m MEN 0 am 1111111 MM MM Mhl ME laws MIN am Mll Man a llll§10100 11110 ME 11111 1111111 MM MM 1110 11111 all MEN ME =M • J �a J Lc 1 107 �] 16 , �► +� 1.f y PROP FH ASSY, �u-.i=' ,_ i,.+ 1. �..',' .Y �J �:O -Y vI` cW T3 n08 r X `s' PROP AS r ; y — - -- — - - - - f�,, LINE ( Y ° r iL — QS NVPC POLE LINE ESMT cuss OTH E RS} POWER POLE TO :.• - ? f f ✓r 0�u BE REMOVED PROP BOLLA D ` = y (TYP} —20 1 �� O /"yr �. •� PROP . x /, `V� ULF 200 PV 546 4.4 547 �S ROWER LINE TO FREDERICK �,.- � + .'t � • I . WATER /+xj'/ DB .301 PG 77 \ %AU BE REMOVED-_ 1 .. rs , ESM'T. �'L � �� ; � � _ .. .. C�v {/'jam] v �. t _ .�`.' � l(.y - +./ � V _ -.� W -- BUILDING #1 l - - - / 669' RADI S �,.' _ �- PROP. WAREHOUSEU�' -- f �, Lu • FACILITY / �`i {//yr / w, { %� •r r/1 t ftT �'411 as J rc F PRF ATE / r► `. ,r >E . / j + FORCE SEW R ERAL ( '^ a •.._ 's J, . _ .1� .. .. PROP -- ° 'Iy' �� 1 /LATERAL V' s, D13 22 z° BEND. r: ! �°�• � M1J �r jj Ar - ' PROP .. „ - PROPIN11r - i FH ASBY P' P 8 x 6 TEE, "IleO + - FDCf' , i', R RIECEASENAG U 4 METER AND BACK FLOW 7x00 �' VALVE + PREVENTION INTERNAL TO ►. f BUILDING (SEE NOTE 2) �''• />'fi i 4 y + END OF PROP 20 FREDERICK .h: -'^i.. - 111 79 124 • aBEND- r\ WATER ESM T. � ...� POP 1211x8'" TEE'l. EX. DRAINAGE ESA4T ✓' 2-12" G.V.; E -ONE PUMP ,' - INST.Na. 7500045.42 � 1-8 G.V. + TD BE RELOCATED STATION (SEE DETAIL SHEET �� a3 1 2B9 RADIU � : - 014 PRIVATE 37 & 38) �x©. PROP GAS LINE •r' FORCE SEWER 61 SCH 80 SLEEVE (BY OTHERS) LATERAL (FSL) WITHIN WIL - - A EASEMENT - r-+ s PROP 8"x6" -A REDUCER .r04 X PR`O. A BY 5° BEND" 1 rrr' WATER LIN B " C,-'....' PICAL FLUSHI G L- - ----- - - - - - _ G. '_• ---; w --` /CONNECI"ION ' 441-12'" SCH _ G.V. i, / (SEE DETAIL HEE,T 49) i 80 SLEEVE `'" • "� > 45"BENDS CV4 f INV 619 (GAS ROAD .., CROSSING ,-� >-' xF � - 4° EX. DRAINAGE 11 BEN }� ' BE T ,J�, ESM. TO ,' a �-= DEMO EX CULVERT. �'` / U.7 45 BEND -- 1 VACATED 450 BEND, : + I I 1 1 $" TEE, r ,/ r� — _ s o O 1, REPAIR ROAD SURFACE ,, .... �/ 12 1-$ G.V. C TO EX CONDITIONSCO '-` C) PROP 10 WIDE/ :' ` q; /F-1 EX. 15" RCF' E "� `--- VEREZON ESM'T. PROP. STORM �j �/f INV IN=679.87 � " / ; DRAINAGE �,T gY INV OUT=s1, s8' RELO AT 6" H 80 SLE E WITHIN WIL S6C ; ' 1', � W � a �� �pASEMEN BEND� ;= �C,1: PROP. 40' ,V;. 11101 ,/� �, � ' ` I�OT 8 / `' STORM ESM"T. i■ E-1 � �Tl '�• � c APPROX,; LOC. PROP. / IVI'T. a /'� REROUTING OF OHE ` " - 5Q -- - -''r- - -°°'- --►. EX. TWIN 29'h45 ELLIPTICAL RCP W� ENDWALLS INV IN= 25.2 ' RlP " , / .� (DESIGN AND 1000,EX. RAPPROF 20WEDE ' rf � CONSTRUCTION BY REC) % 'FREDERICK WATER ESM'T. P- --Z"; f APPROX. LOC PRP coJ �•*• 'V OUT= 624.921 UTLETIY POLE 'S'aWDEN B►4ADGE eoll - --- - _ I / 11 a° VERT 75 CONSERVA- IAR148 wrD ARD -- - -- -- ��� � � � � BEND ESM'T, RIGH 4=� - - -- -- - JfNSr. No. �`vF wAr ----_ -�_ ��,, rso 004542 PQ -p SPEED = MfPH ----- �__�- �'`� ©� {� CONNECT TO WATER LI.N � `w --- ._ — — - - -- --- -� �- ----- ---- -_ --� ----- J� �c SLEEVES FROM EXTENSION SNOWDEN �� o BRIDGE BOULEVARD PLAN --- __ --- - - -� � �4 EX. ONE FUL DATED 6-22-15,, CONTRACTOR TO , JOIN I OF Plf',E` 'y FIELD VERIFY ASBUILT WITH CAP CONDITIONS OF WATER LINE kp EX. G PRIOR TO START OF .�'' SP NUMBER: #26-19 CO.N RUCTION. EX. 16x72 = ..v.' r ` "µ' ms EX. F/I ate Rev.08 05 �f HYDRANT 2020 H op j t 1 NOTES: 1. POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN \ ! COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY + EX. TWIN 29 "x4.5 COMPANY PLANS, THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE A TI OSI. `Y {BLDG A DY L. �CEPLER ELLIPTICAL RCf' WIENDWALLS' O , 2, 1-1/2" #1 2 BL 7bG 2 bOh11EStlC 1NATER ER^ AN"'j BLDG #1 & #2 F]'RE PROTECTIQ /NAT R O kJ } ( ) ( } , METER AND THEIR ASSOCIATED BACK FLOW PREVENT'I'ON DEVICES ARE LOCATED WITHIN THE FIRE LIC. NC7. 328{79 -I- ¢ INV IN=626.00 INV OUT=625.46 ti PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. f � � � - + SEE MEP PLANS FOR DETAILS. BOTH METERS, BACK FLOW PREVENTION DEVICES, AND 1110BEND i 4 \y\\ AMR(AUTOMATED METER READERS) DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS, 7 � �� T P X. E INSTALLATION SHALL BE PER FREDERICK INSPECTORS REQUIREMENTS. WATERS 0 I 2 ' `tis' 1+t�,ijAj, + PROPOSED 20' FREDERICK WATER EASE49ENT SHOWN PER SANIT ARY SEWER , PRIVATE f .�-15" GVs, � STI�1S;+�TV1'!'A�+ APQU`EA�E1VI7'SI-�C7LNN"�'ER`�PtAN- S�•C�JPi"`p"iRYE�G''�Rf Ol�`G1�A�5�°C�I� FORCE J �l COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 11/24/2017 AND DATE: 06/28/2019 4- I PLAN FOR GRAYSTONE & STEPHENSON 'VILLAGE SEWER 4 -REVISED DATE 1013/2018. � LATERAL � \ `. + (PLAN BY OTHERS) f ,/� � 4. EX. UTY SLEEVES SHOWN PER STOWEIRACEY '"SNOWDEN BRIDGE BLVD EXT' PLANS 6122/15 (FSL) / / } CONTRACTOR TO FIELD VERIFY PRIOR TO START OF CONSTRUCTION y{j %. SEE NOTE 4 SHEET 21 - ELECTRIC (WEST) �'`•'•' SCALE: 1"=40' DESIGNED BY: TTC - 9-4" SCH 80 IN 3X3 BANKS INV:V676.27 x- $` ►,;� //f// GAS (MIDDLE) + + ���rr f/j + -I' 1-12" SCH-80 INV 620.67 FILE NO. 2760GC SHEET 21 OF 59, J _• sr _ .- FORCE MAIN (EAST) 40 20 © 40 80 1-12" STEEL ``�� \� INV 616.85 r � ------------ „ N. SCALE. 1 = 4D, (y �}[y 19-09 T .I NOTES: /_ i Feta 9'�i 1. POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN '\J (9 �>11, J `0 COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY :: 1 /0 \ 'O.p O _,P�,ANS cv Ln COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY w / rte, a,0 �\ �C�' 2O� o �2 E COMPANY PLANS, THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE r `�= - O,?,N ¢A� 1 C-4 'I N U w ,. 2. 1-11 " BLD #1 2" BL G 2 O ES IC AER ME ER AN 8' BL G #1 #2 FIRE PRO EC IO ATR . -, <. „f ,- '' `� ` o � _ -- °' METER AND THEIRASSOCIATEDBACK FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE �'',' x' r�a,4 _El �' `� PUMP ROOM, THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. R " `�� GU " C , SEE MEP PLANS FOR DETAILS. BOTH METERS, BACK FLOW PREVENTION DEVICES, AND \11 SAO _ ' <r I&,,T � I , so AMR(AUTOMATED METER READERS) DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS./,� 4 G INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS �FA�� �� rx r ,' G%,A�� c �Y - ; CL f � �'/ OZ Gni °Q, 101i� � ,, `0 j - , COMMERCE CENTER AND STEPHENSON VILLAGE BY STOWE ENGINEERING, PLAN DATE 11/2412017 AND _k_ J 'S� F� b -9�,'0 REVISED DATE 10/3/2018. `'"11 ° ��° ,� 1� ,Do, i` �% {� '� ,-, . 0- I \\ I t� li /1, " - -�, ... 6 / / 'V /X � I ,_ \, \ - �,� - , 61 T F'r N 2 ° ", ,/ / _Y„ ` � � ' C3 �` ' ga} T `� rte., J ° �^v �F 1414N ., \ %", "�. � ". ..." 1-1 nl,!<� 00, / ---.,,,j ;. , - �T, '� :� /11 � `.%� 6\Zl_,�,,�'l SC• ,•'' " `b' "7,, �Cj / d 'i I .10C , r, �' a+" ■ <711 . 1 QO ,pp ti� L' ti �a T D, • ,4J ls0 G' ,�. / -�01 / f.% of- Lu Z . , ;. f '' 4 • yNJ, �A `p-�� alb `4 �,6 �'5�, °,61 / y ��/� Ce p/O �/,p ,-,p Ab ' W U I 11 ���Q`, . ,�a .".ZZW/ f's, �cz '.a e %�,^} , S 1 a• • Y - V V 4 rl � _ 4- 06 I'" 1% �� O I \ 61- ��Q1P© _� C- w 12"-WA I ER LINE-L'A- � Y oo � ^j gk00 --- 22}04 '� `� `��' ��/L� l — I� ° oS�,­01O! ' - _ o- 21+00�Q -` Cz - - d'. oWu nrr 01 �" ``' , }416 rn - + •. k P 4 011, Q SAG �� Off ' x ��_�^-- �� �m �` : _, I' ps ]i*1 i� - �' i `� .1 11�r ' a / ,0 'i'O yv f /// O,,?+ �{ - , L� ` '"� � �f _ _ �- -G D 71 C�`n � X x y , �k� _ r �gk�i Vis, Gt;7Cry•. '� � '? �__ ��� r � j� � �� �� x �r y �� 7C A L u -�� x x �`'� ~ � — W — _ - — -- O p�/, �O� 4r -11:9" v. 1 �'"' — _ 'Olt ago__ per �� `� — r� ! � _ �— V ) aii w 11 I '� s. �- 4 ,.A„ `_ �-� - �� O ytt`', `S1 _ -- x --�� 11111111 f_ f� '`4 75' CONSERVATION ... 17#0 1, I - , . . b6, - q__.___ X_� ..__ - ,� �� wm�� mo� �� ESM'T. i L' . I _�� K\. '7,�, 0 <�, ll�b ___:7__�, ______�-1- , - I ANWLO.�.W� I _____ \ 0. `i5' Ir Z_ �' ow �" APPROX. LOC. PROP. f -7 �� `�F"' �� i_� REROUTING OF DHE ,�r�� �__ � ��rs ,� � L�..l — U ! __ - — ` (DESIGN AND y ^" `., `Yr, �` �1.�,; 'Sw�1 }�'' .��'�'' .t ,� 4 a, ;ti, � E-a >� GRASS ACCESS ►NAY > --, it , h kir �',, �,;, •c, ;. ? `'. ° _ �on � - f l 662 TO SWM/BMP CONSTRUCTION Y RECj �� f, v,. s---, rs 4�s, x+i . ���� ft . -gid ,,T� pAry'' y{ z '•y t 5 R .. �r — t �-` _ pV4/ r ^^- Y + a - yvix t Le;r t nt,e y, j.,{ A �N� FACILI I IES w� [� �� x",� r ; ", , .y,. �'--�S„-'_'_._ 4�i ' -11 ® V - i.I. y1 '.4 5 w `� F � \,7'F r ti;��xt'^L' +"Y"�L: ,..;�b+. ' "%i4'�� c 3 , , , �"`S r�/ ! /y R� P 5+.7 7 1.L.i s {j..b r + i f� >x R :.+.: ' t } ..li r.. ! i „u• �j�'�� MT ` } 1 h�', S Y t Y' A. r M1 / Ty i .[ { v„i.�4 • �`y - a'� i Z 's 'n /�'�i , � ��� �LV * 1 y ^ "'k. 1;11? a �,u'1 'x _'+ .�, ��-�,..:a � IL;:4 a r 1UV �'. fV! N1 ".;,.. () X-L �� -�� �� ~ ,,,f = -+' L �..: -a:, - . 3 , :. CJ S i. ,z � 'r. , 7` rt� Fh -I . �_ � APPRox. Loc. PROP. �0 , - __ • �� { k �,[,� N ,_ I 0 A UTLITIY POLE 11 , ,°q _: r _ p I.p k`'"t' p-s T-1 S4� Q.Q /,;';'�' = J �' c -' r, , w iti. . o G �� J'-_�;'.. .r. 7�• fl. L',' =n/ ,;, .,-fr i ° "/ >__�7 cf^ 4 i,. }r S t' AA-- Y C' �' 6' F& �/ PROP. VARIABLE : ; £ .,' = -_� L- ... - WETLANDS ELF , ;;� . „7• O .9 �. ,r �. �,>t G 'A WIDTH SWM ESM t. �,�"` , • .' x r's,. ZONE 2 4 P:.r,.• :a �--y rr � YQ ti (_ ,. @_ _ ... y , ya ::r;. .� 1. I_ `WETLAI�1[}SI LF ELEV,G()2.5 rx � r� ;,' -.r .' E, �' l u 0 ,4 Q4 T s G, ,-n /�+� n. t F., .1 w.. . ,j- u 6— �I I=� = �2I.w 'V:1. `'i s`tii v � 1' "`' � / / -\- o w � ,, `f,a:,,, \..x '1 •',s.S+..stink 1'. .iff.- .v. '� - .. Vr- .. .. 4x�.+•.": i`.. 7 ti c. .,*Y w.. •,. r r, +:',ti-.. . e• _ .vim .- •1: _ i s - F-� ,...,, + .t'�' .� ) u:"k. L' =i .• 4 Sam • S- f n-nom : fH '.Yy +� _.Y ,.Y.,, 8a= "' ri. ',±, _ _ •,,(y.h,0 `r! FTI yysa,`:_}n���'-"fig'.-�;�` 11 },R v'-_.'� },l..;is,. i. _�,- :;. WETLAND'SHELF _. 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C � � a) 2 21O c'4 ccs �}�' 0 U-)- - Q m � C N Ll. �� 1 % �4 W w LLI Z W 0 1w W 0 W Z W U z ;� < Z 0 9 u) C9 0 z w z 0 >- < (D SP NUMBER: #26-19 C) U- Z vJ 0 0 W1 < �� U) Z) 0 Q U 2 5e J Of0 W In W W 0 LL Rea. No. I Date 07 1 0112012020 _ H 0,? t, ., U R/t Y L K LER �' Lic. No. 32809 1114 K'�O,., ;V' DATE: 06128/2019 SCALE: 1" = 40' DESIGNED BY: TTC FILE NO. 2760GC SHEET 26 OF 59 19-09 CONTRACTOR TO FIELD VERIFY ASBUILT CONDITIONS OF INTERSECTION PRIOR TO START OF CONSTRUCTION, ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANY CONFLICTS ARISE MEET AND MATCH EX PAVEMENT WITH MILL AND OVERLAY n r , TYPICAL PAVEMENT SECTION #1 K NOT TO SCALE EMPLOYEE PARKING LOT` - MAIN DRIVE ISLE �, co r C (N T N U E 1.5" SM -12.5A SURFACE COURSE -ETC:) � a) 2" IM -19.13A INTERMEDIATE COURSE I, �^ 6.0" SUBBASE VDOT STD. 21 B ai R 1IISII I 1 Ti tI I II�Ii G--! I1=kI I I I1= COMPACTED SUBGRADE _Ii1 h I r-1 I h-11 �I [_I i �I I I-1 11_ h (COMPACTED TO 95% DENSITY U AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) I, PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4k SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION - BUILDING #2 0 TYPICAL PAVEMENT SECTION #2 NOT TO SCALE MAIN DRIVEWAYS & DOCK AREAS -ASPHALT AREA 2" SM -12.5A SURFACE COURSE 3.0" BM -25 BASE COURSE ,77 8.0" SUBBASE VDOT STD. 21B AT OPTIMUM MOISTURE CONTENT 71611N IE111`IITIIVl113IiIli�IV1V1�161� COMPACTED SUBGRADE (COMPACTED TO 9514 DENSITY VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION, TYPICAL CONCRETE PAVEMENT SECTION #3 NOT TO SCALE WAREHOUSE LOADING DOCK / DOLLY PAD 8" 4,000 PSI REINFORCED CONCRETE WITH 6x612.912.9 WWM 8" SUBBASE VDOT STD. 21B U_IIiII 11,11111 r li 111 ISI 11 II I I, 11 irCOMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4, SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. TYPICAL TRAIL SECTION #4 NOT TO SCALE 2," SM -9.5A SURFACE COARSE 4" COMPACTED #21A AGGREGATE BASE COURSE h1�1i111��i�hl�lhih�IT�1�11�1�1�911hiI�I�111�1i COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4, SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PAVEMENT MARKING LEGEND LANE LINES (BROKEN) - WHITE, TYPE B, CLASS I MARKINGS, 4" WIDE x 10' LONG, SPACED 30' EDGE LANE LINES (SOLID) - YELLOW, TYPE B, CLASS I MARKINGS, 4" WIDE LENGTH AS SHOWN ON PLAN. (OPTIONAL) CHANNELIZING LANE LINES (SOLID) - WHITE, TYPE B, (K) CLASS I MARKINGS, 4" WIDE, LENGTH AS SHOWN ON PLAN EXTENDED LANE LINES (DOTTED) - COLOR AS SHOWN, TYPE B, CLASS I MARKINGS, 4" WIDE x 2' LONG, SPACED 6'. (OPTIONAL) 8" WIDTH TO BE USED FOR EMPHASIS AT ROUNDABOUT. (OPTIONAL) f rte, STOP BAR (SOLID) - WHITE, TYPE B, CLASS I MARKINGS, 24" WIDE CROSSWALK LINES - WHITE, TYPE B, CLASS I MARKINGS, 12" WIDE x 6+' LONG, SPACED 18 SOLID WHITE TRANSVERSE LINES PLACED PARALLEL TO ONCOMING TRAFFIC. l l L - I ,I. I . I •I- I. I I- II `•�1� ��, . i p�G G� : 0 C QQU�eVc�i(J e 1 ! 1 0 / 0 0 / 6 TYPE III TRAFFIC BARRICADE NOTE: Standard: Stripes on barricade rails shall be alternating orange and white retroreflective stripes sloping downward at an angle of 45 degrees in the direction road users are to pass. Barricade stripes shall be 6 inch wide and shall be made of sheeting meeting the requirements in the Department of Transportation's Road and Bridge Specifications. The minimum length for a Type III Barricade shall be 48 inch. Each barricade rail shall be 8 to 12 inch wide. Barricades used on freeways, expressways, and other high-speed roadways shall have a minimum of 270 sq. inch of retroreflective area facing road users. (Ref. VVAPM 6F.63) NOTE: CONTRACTOR SHALL COORDINATE WITH VDOT INSPECTOR FOR ANY DFMIDM TDAMP rru"Tory iu Arrncrtnurr Tn in Dr`IMIA w Dv AREA PROTECTION MANUAL TRAFFIC CONTROL DEVICES *STOP SIGNS SHALL BE 30"X30" R1-1 *STOP BARS SHALL BE 24" WIDE WHITE THERMOPLASTIC *EXACT LOCATION OF STOP SIGNS AND STOP BARS TO BE FIELD CHECKED BY VI]OT INSPECTOR DURING INSTALLATION, INFORMATION TAKEN FROM: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES 2009 EDITION 3a"x3O" NOT LESS STOP R1-1 THAN 2 NOT LESS 0 THAN 7' @TYPE B, CLASS I WHITE PAVEMENT MARKING, 6" 'l��I WIDE PARALLEL LINES SPACED 6 FEET APART, SIGNAGE AND PAVEMENT MARKING NOTES 1. ALL PROPOSED SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERETO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS.. D. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS. 2. ALL SIGNS SHALL BE CONSTRUCTED FROM ENCAPSULATED LENS SHEETING. 3. PROPOSED SIGN LOCATIONS ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER OBSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE #1. 4. FOR COLOR COMBINATIONS AND/OR LETTERING SIZE, REFER TO THE VIRGINIA SUPPLEMENT TO THE MUTCD. 5. ANY EXISTING PAVEMENT MARKINGS WHICH WILL CONFLICT WITH PROPOSED PAVEMENT MARKINGS SHALL BE COMPLETELY ERADICATED. 6. LIMITS SHOWN OF PROPOSED MARKINGS ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD TO INSURE THAT PROPOSED PAVEMENT MARKINGS CONTINUE UNTIL EXISTING PAVEMENT MARKINGS CAN BE MATCHED. 7. GENERAL SIGNAGE' LOCATION: MEDIA /SHOULD N ER SIGNS SHALL BE PLACED 12' FROM EP TO LEADING EDGE OF SIGN. CURB SIGNS SHALL BE PLACED 2' FROM FACE OF CURB TO LEADING EDGE OF SIGN. IF SIDEWALK IS PRESENT, LOCATE EDGE OF SIGNS 2 FEET BEHIND EDGE OF SIDEWALK. S. UNLESS OTHERWISE NOTED, EXISTING SIGNS SHALL REMAIN IN EXISTING LOCATION. 9. TYPE T" MARKING TO BE INSTALLED AFTER TRAFFIC LIGHT INSTALLATION. 10. ALL SIGNS AND MARKINGS SHALL BE REVIEWED IN THE FIELD WITH THE VDOT INSPECTOR PRIOR TO INSTALLATION. z J z W Li LL. z 2 � 0 W 0 S C7? LLJ J C0 FD 0 2 � J C) W LLI �W 0 LL V SP NUMBER: #26-19 Rev. No. Date 07 01/201202a TH 0p; a � RAN L. KEPLER" LIC. NO 32809 DATE: 06/28/2019 SCALE. 1"=60' DESIGNED BY: TTC FILE NO. 2760GC SHEET 27 OF 59 19-09 -{ TYPE B, CLASS I PAINTED YELLOW DOUBLE LINE PAVEMENT MARKING, 4" WIDTH, SEPARATED BY A 4" SPACE, LENGTH AS SHOWN ON PLAN ( j TYPE B WHITE PAVEMENT MARKING, 24" WIDTH, LENGTH AS SHOWN, SPACED 6'. PLACED TO POINT TOWARDS ONCOMING TRAFFIC. TRIANGLE YIELD STRIPE (OPTIONAL) TYPE 3 BARRICADES - RETROREFLECTIVE RAIL K FACES WITH R11-2 "ROAD CLOSED" SIGN. TYPE B, CLASS I WHITE PAVEMENT MARKING, ELONGATED TURN LANE ARROW, TYPE B, CLASS I WHITE PAVEMENT MARKING, ELONGATED TURN LANE ARROW. SIGNAGE AND PAVEMENT MARKING NOTES 1. ALL PROPOSED SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERETO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS.. D. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS. 2. ALL SIGNS SHALL BE CONSTRUCTED FROM ENCAPSULATED LENS SHEETING. 3. PROPOSED SIGN LOCATIONS ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER OBSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE #1. 4. FOR COLOR COMBINATIONS AND/OR LETTERING SIZE, REFER TO THE VIRGINIA SUPPLEMENT TO THE MUTCD. 5. ANY EXISTING PAVEMENT MARKINGS WHICH WILL CONFLICT WITH PROPOSED PAVEMENT MARKINGS SHALL BE COMPLETELY ERADICATED. 6. LIMITS SHOWN OF PROPOSED MARKINGS ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD TO INSURE THAT PROPOSED PAVEMENT MARKINGS CONTINUE UNTIL EXISTING PAVEMENT MARKINGS CAN BE MATCHED. 7. GENERAL SIGNAGE' LOCATION: MEDIA /SHOULD N ER SIGNS SHALL BE PLACED 12' FROM EP TO LEADING EDGE OF SIGN. CURB SIGNS SHALL BE PLACED 2' FROM FACE OF CURB TO LEADING EDGE OF SIGN. IF SIDEWALK IS PRESENT, LOCATE EDGE OF SIGNS 2 FEET BEHIND EDGE OF SIDEWALK. S. UNLESS OTHERWISE NOTED, EXISTING SIGNS SHALL REMAIN IN EXISTING LOCATION. 9. TYPE T" MARKING TO BE INSTALLED AFTER TRAFFIC LIGHT INSTALLATION. 10. ALL SIGNS AND MARKINGS SHALL BE REVIEWED IN THE FIELD WITH THE VDOT INSPECTOR PRIOR TO INSTALLATION. z J z W Li LL. z 2 � 0 W 0 S C7? LLJ J C0 FD 0 2 � J C) W LLI �W 0 LL V SP NUMBER: #26-19 Rev. No. Date 07 01/201202a TH 0p; a � RAN L. KEPLER" LIC. NO 32809 DATE: 06/28/2019 SCALE. 1"=60' DESIGNED BY: TTC FILE NO. 2760GC SHEET 27 OF 59 19-09 SIGN TYPE "IG" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "A" SIGN TYPE I'D" �F✓ � Snowden Bridge - - -� -- -w- ~ 80u�EVc3r- EX H` *THIS VIEW FOR FIRE LANE MARKINGS & SIGNAGE ONLY SIGN TYPE I'D" SIGN TYPE "Dr' PROPOSED f STABILIZED GRASS / PAVEMENT SECTION ; (SEE DETAIL THIS SHEET) d. rr Y Y SIGN TYPED 0 r�e� SIGN TYPE PROP. "MOD Vet / 1' HYDRANT W° w SIGN TYPE "C's 12" #57 AGGREGATE COMPACTED IN SIGN TYPE % I • / / v PLACE rr©" -S� COMPACTED SUBGRADE (COMPACTED TO 95% % DENSITY AT OPTIMUM MOISTURE CONTENT J NOTE: VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 5. THE SIGN TYPE f / CONTRACTOR SHALL OBTAIN A CBR TEST OF THE COMPACTED SUBGRADE AND D" / SUBMIT FOR DETERMINATION OF THE REQUIRED PAVEMENT SECTION PRIOR TO //♦ PLACEMENT OF ANY PORTION OF THE PAVEMENT SECTION. FIRE LANE - STABILIZED GRASS PAVEMENT SECTION N.T.S. f/jj ff Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS ' D103.6 Signs ' Where required by the fire code official, fire apparatus access roads shall be marked with permanent NO PARKING --FIRE - : n ion 0f 12 Inches (305 mm) wide b 18LANE signs complying with Figure 13103.6. Signs shall have a minimum dime ed letters on a white reflective background. Signs shall be posted on one or bath sidesinches (457 mm) high and have r ! , of the fire apparatus road as required by Section 0103.6.1 or D103.6.2. f SIGN TYPE "A" SiGN TYPE "C" SIGN TYPE "D" SIGN TYPE M 69 NO NO NO til PARKING PARKING PARKING PARA _ T FIRE LANE FIRE LANE LANE NE FiRE l 60 30 0 60 120 SCALE: 1" = 60' 12'12- �t2�� f 12s� FIGURE D103.6 FIRE LANE SIGNS D103.6.1 Roads 20 to 26 feet In width Fire lane signs as specified in Section D103.6 shall be posted on both sides of fire apparatus access roads that are 20 to 26 feet wide (6096 to 7925 mm). D103.6.2 Roads more than 26 feet in width Fire lane signs as specified in Section D103.6 shall be posted on one side of fire apparatus access roads more than 26 feet wide (7925 mm) and less than 32 feet wide (9754 mm). SECTION D104 COMMERCIAL AND INDUSTRIAL DEVELOPMENTS 0104,1 Buildings exceeding three stories or 30 feet In height Buildings or facilities exceeding 30 feet (9144 mm) or three stories in height shall have at least two means of fire apparatus access for each structure. 0104.2 Buildings exceeding 62,000 square feet in area Buildings or facilities having a gross building area of more than 62,000 square feet (5760 m2) shall be provided with two separate and approved fire apparatus access roads, Exception: Projects having a gross building area of up to 124,004 square feet (11520 m2) that have a single approved fire apparatus access road when all buildings are equipped throughout with approved automatic sprinkler systems. Frederick County, VA Local ordinance referenced from http://ecode.,�o.com/87o.tig4q §90-4 General requirements The following requirements shall apply to all construction or land development activities in areas of the County to which this article applies: A. Means of access for Fire Department apparatus. (t) The means of access for Fire Department apparatus and personnel shall consist of fire lanes, private streets, streets, parking lot lanes or a combination thereof. (2) Parking in any means of access shall not be permitted within 15 feet of a fire hydrant, sprinkler or standpipe connection or in any other manner which will obstruct or interfere with the Fire Department's use of the hydrant or connection. (3) "No parking" signs or another designation indicating that parking is prohibited shall be provided at all normal and emergency access points to structures and within 15 feet of each fire hydrant, sprinkler or standpipe connection. B. Fire lanes. (1) The Fire Marshal or his/her er Best Hated representative, in concert with the local volunteerr fire company, may designate both public and private fire lanes as required far the efficient and effective use of fire apparatus. Said fire lanes shall be marked in a manner prescribed by the Fire Marshal or his/her designated representative. Parking in a designated fire lane shall, be controlled by Chapter 158, Vehicles and 7Yaffic, of the Frederick County Code. (2) Fire lanes shall be at least 20 feet in width, with the road edge closest to the structure at least to feet from the structure, be constructed of a hard all-weather surface adequately designed to support any fire apparatus likely to be operated in such fire lane or be of subsurface construction designed to support the same loads as the above surfaces and be covered with no more than three inches of soil or sod, or both, and be designed with radii of sufficient length to allow for safe turning by any fire apparatus likely to be operated on such fire lane. (3) Fire lanes connecting, to public streets, roadways or private streets shall be provided with curb cuts extending at least two feet beyond each edge of the fire lane. (4) Chains or other barriers may be provided at the entrance to fire lanes or private streets, provided that they are installed according to the requirements of the Authority Having Jurisdiction. C. Parking lot lanes. Parking lot lanes shall have a minimum of 15 feet clear width between rows of parked vehicles for vehicular access and movement - Guidelines referenced from the 2012 Frederick County Fire Prevention Code G APPENDIX D FIRE APPARATUS ACCESS ROADS SECTION D101 GENERAL D101.1 Scope Fire apparatus access roads shall be in accordance with this appendix and all other applicable requirements of the International Fire Code. SECTION D102 REQUIRED ACCESS D102.1 Access and loading Facilities, buildings or portions of buildings hereafter constructed shall be accessible to fire department apparatus by way of an approved fire apparatus access road with an asphalt, concrete or other approved driving surface capable of supporting the imposed load of fire apparatus weighing at least 75,000 pounds (34 050 kg). SECTION D103 MINIMUM SPECIFICATIONS D103.1 Access road width with a hydrant Where a fire hydrant is located on a fire apparatus access road, the minimum road width shall be 26 feet (7925 mm), exclusive of shoulders (see Figure D103.1). �•y� � +-26' R R TYP. TY TYP. 20- - 20' g6•FOOTOIAMETER aQ.F00T'Y' MINIMUMCLEARANCE CUL-DE-SAC AROUND A FLRE HYDRANT 6a'I •+f ^'F It�16Q• 28' R i I I TYP.� aa•-¢ � gra•+. 28'R 5 TYR , 120kFOOT HAMMERHEAD ACC EP7A9 L E ALTER NATIVE TO t'M1'O�F00T HAMMERHEAO For 51'. 1 root _n30_4_,S_ mm. FIGURE D103.1 DEAD-END FIRE APPARATUS ACCESS ROAD TURNAROUND D103.2 Grade Fire apparatus access roads shall not exceed 10 percent in grade. Exception: Grades steeper than 10 percent as approved by the fire chief. Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS D104.3 Remoteness Where two fire apparatus access roads are required, they shall be placed a distance apart equal to not less than one half of the length of the maximum overall diagonal dimension of the lot or area to be served, measured in a straight line between accesses. SECTION DIOS AERIAL FIRE APPARATUS ACCESS ROADS D105.1 Where required Where the vertical distance between the rade lane and the highest u a est roofs dace exceeds 30 feet 9144 mm approved g p 8 ( 1. pp aerial fire apparatus access roads shall be provided. For purposes ofthis s section, the highest roof surface shall be determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of parapet walls, whichever is greater. 0105.2 Width Aerial Ore apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of shoulders, in the immediate vicinity of the building or portion thereof. 13105.3 Proximity to building At least one of there required access routes meeting this condition shall be located withinminimum of 15fe et (4572 mm) and a maximum of 30 feet (9144 mm) from the building, and shall be positioned parallel to one entire side of the building. The side of the building on which the aerial fire apparatus access road is positioned shall be approved by the fire code official. D10S.4 Obstructions Overhead utility and power lines shall not be located over the aerial fire apparatus access road or between the aerial fire apparatus road and the building. Other obstructions shall be permitted to be placed with the approval of the fire code official. SECTION D106 MULTIPLE•FAMILYRESIDEWIAL DEVELOPMENTS D106.1 Projects having more than 100 dwelling units Multiple -family residential projects having more than 100 dwelling, units shall be equipped throughout with two separate and approved fire apparatus access roads. Exception: Projects having up to 200 dwelling units may have a single approved fire apparatus access road when all buildings, including nonresidential occupancies, are equipped throughout with approved automatic sprinkler systems installed In accordance with Section 903.3.1.1 or 903.3.1.2. D. Locatiionofstruetures. (1) At least three perimeter walls of all industrial, commercial, public or semipublic or residential structures with three or more dwelling units per structure shall be within Zoo feet of a street, fare lane, or private street. (2) Structures exceeding 3o feet in height shall not be set back more than 50 feet from a street, fire lane or private street. (3) When any combination ofprivate fire -protection facilities, including but not limited to fire -resistive roofs, fare separation walls, space separation and automatic fire -extinguishing systems, is provided, and approved by the Fire Marshal or his/her designated representative as an acceptable alternative, Subsection D(2) shall not apply. (4) The Fire Marshal or his/her designated representative may, in concert with the local volunteer fire company; require at least two means of access for fare apparatus to all commercial and industrial structures. `chose access ways shall meet the requirements of Subsection B(3). (5) Landscaping or other obstructions shall not be placed around structures or hydrants in a manner so as to impair or impede accessibility for fire -fighting and rescue operations. E. Water supply. (1) Water supply systems shall be designed so as to be capable of supplying at least 1,0oo gallons per minute at 20 pounds per square inch. Water supplies shall be matte available and operational before combustibles are on site during construction. (2) In areas developedwn`th single-family detached or ttlex dwelling units them shall be a fire hydrant within 400 feet of all units. In areas developed with three to five dwelling units per structure, there shall be a hydrant within 300 feet of all units. In areas developed with sax or more dwelling units per structure, there shall be at least two hydrants within 30o feet of all units. In areas developed with industrial or commercial evelo ment s there shall be a hydrant within 3 00fe t of all portions ofany Where Vhere ane hydrant is dedicated to the operation of a standpipe s tem there shall at least 5 f�y'$ be one other hydrant meeting g the distance requirements set forth above.rhe hydrant dedicated to the operation of the standpipe system shall not be farther than 50 feet from the standpipe. Distance measurements under this section shall be at center -line roadway s rfaces r along surf g m w y u a o g s aces meeting the requirements of a fire lane (designated or undesignated.) where appropriate, but in all cases access to each hydrant shall be directly from a roadway and/or fire lane. (3) Fire hydrants shall be marked in accord anoe with the Frederick County Sanitation Authority policy. (4) Fire hydrants located in parking areas shall be protected by barriers that will prevent physical damage from vehicles. (5) Fire hydrants shall be located within three feet of the curb line of fire lanes, streets or private streets when installed along such access ways. (6) Fire hydrants shall be installed in accordance with the standards of the Frederick County Sanitation Authority. (7) Threads on fire hydrant outlets shall conform to Frederick County Sanitation Authority policy. (8) Fire hydrants shall be supplied by not less than a six-inch diameter main. +:V Guidelines referenced from the 2012 Frederick County fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS .4 D1D3.3 Turning radius The minimum turning radius shall be determined by the fire code official. D103.4 Dead ends Dead-end fire apparatus access roads in excess of 150 feet (45 724 mm) shall be provided with width and turnaround provisions in accordance with Table D103.4. TABLE (3103,4 REQUIREMENTS FOR DEAD-END FiRE APPARATUS ACCESS ROADS LENGTH(feetl WIDTH Ifeetl TURNAROUNDS REQUIRED D103.5 ICC IFC -12 international Fire Code [done Required a -iso xo UL325-02 Door, Drapery, Gate, Louver, and Window Operators and Systems, with Revisions through D103.5 February 2006 120•foot Hammerhead, 6D•f,,t "Y" or 151-500 20 96 -foot diameter cul-de-sac In accordance with Figure 0101-1 120 -foot Hammorhead, 60 -Fool "Y" or 501-750 26 96 -fool diameter cul-de-sac in accordance with Figure D103.1 Over 750 Special approval required rnr ��: 1 rope = sw.a mm- DSD3.5 Fire apparatus access road gates Gates securing the fire apparatus access roads shall comply with all of the following criteria: 1. The minimum gate width shall be 20 feet (6096 mm). 2. Gates shall be of the swinging or sliding type. 3. Construction of gates shall be of materials that allow manual operation by one person. 4. Gate components shall be maintained in an operative condition at all times and replaced or repaired when defective, 5. Eiectric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. 6. Manual opening gates shall not be locked with a padlock or chain and padlock unless they are capable of being opened by means of forcible entry tools or when a key box containing the key(s) to the lock is installed at the gate location. 7. Locking device specifications shall be submitted for approval by the fire code official. 8. Electric gate operators, where provided, shall be listed in accordance with UL 325. 9. Gates intended for automatic operation shall be designed, constructed and installed to comply with the requirements of ASTM F 2200. Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS ' .ter D106.2 Projects having more than 200 dwelling.units Multiple -family residential projects having more than 200 dwelling units shall be provided with two separate and approved fire apparatus access roads regardless of whether they are equipped with an approved automatic sprinkler system. SECTION D107 ONE- ORTWO-FAMILY RESIDENTIAL DEVELOPMENTS 0107.1 One- ortwo-famll dwelling residential developments Developments of one -or two-family dwellings where the number of dwelling units exceeds 30 shall be provided with two separate and approved fire apparatus access roads, and shall meet the requirements of Section D1D4.3, Exceptions: 1. Where there are more than 30 dwelling units on a single public or private fire apparatus access road and all dwelling units are equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1, 903.3.1.2 or 903.3.1.3 of the International Fire Code, access from two directions shall not be required. 2. The number of dwelling units on a single fire apparatus access road shall not be increased unless fire apparatus access roads will connect with Future development, as determined by the fire code official. 0109 REFERENCED STANDARDS ASTM F 2200-05 Standard Specification for Automated Vehicular Gate Construction D103.5 ICC IFC -12 international Fire Code D101.5, D107.1 UL325-02 Door, Drapery, Gate, Louver, and Window Operators and Systems, with Revisions through D103.5 February 2006 rl to 0 co N U J .ca fD CD d1 -0 -0 C D (D U0 W N 0) r X N CL tt r Qr 1L I_ z CL UJI IL U_ J W z 0 a �c c� rI- V _ 0 © �J ryW J �W,�-� W W 0 LL U) SP NUMBS R: #26-19 Rev. No. Date 07 D112012020 U RAN L K LER 'd Lic. No. 3280 1YLiU _ DATE: 06/28/2019 SCALE: 1"=60' DESIGNED BY: TTC FILE NO. 2760GC SHEET 28 OF 59 rr , �1 a� 1 dm X' Tq to ► 1 ti �f, s _ i --__ 4 �- TIE INTO 1 EX. TRAIL t �v 6 626- --626 G) --628 .626 28 - - \ 628- __r UV 650 -_ M1 h - V f F ry - _ _ rT, f L 30 - C9i) - S ECT F%I faTO [PRIVATE ACCE55} 875' 4'. GRAS�_ 624-x, 8' ASPHALT TRAIL - a •r. .S w a , .4 f. 4- 6 .. '41• 1 w � r �C f, / r• .. TYPICAL ROAD SECTION PROSPECT DRIVE - PRIVATE ACCESS (GS -8 URBAN ULS LOCAL STREET) 30 MPH DESIGN SPEED (TO BE POSTED 25 MPH OR LESS) 60' WIMM FM _ - -- sza END PHASE I ROAD CONSTRUCTION 24+76.67 1Z110' _ 626 5 - 'r3N 17 - - _ - W-- -2T-� RR SHOULDER- I'�EGRESS ESM'T _ o2g PROP. 66'ING-RESSI - Ej(8j 622(TYP4 24- - 61&---4-1 `,4�-0EL_24 � MB#624 630� (T�630 8ASPHALT TRAIL 2 628 -0- 2 [ 2 62 16� �-- �- 81ASPI•iALTTRAIL - T VARIABLE WIDTH STORM EASEMEN +.- r ' 7 � _ . N �'a..A�-rY . y'•g~rl-Ye-i-i,A• 'T S fi L {' 1 v T - -S^ .A. i r i �4 •y... 4 4 r'x.. h•• h 1 '4 S 9 Js , 7: .r < •,. f/ 2 l.A .;;� .! h. y,7 5y ��� �4 i�, �:' ; $� �`. i..Lca�.d yrs 1y5 �i� t ,�� ,ori - t>;.` • .�,;..t R, `j+ CF'4�#{�... r��.�3 �. M ;�'i�X i�}uf. iok6�° J'Vt �s �„M�'i �7 �J§ �Y.J°. Uf+[A•r •35zA. 3�1i ,✓F1 �'Y {tw,�3.�.•y 7T•i L PROSPECT DRIVE - DESIGN VALUES PROJECTED TRAFFIC DESIGN MIN. CIL STOPPING INTERSECTION VERT. VERT. 2161.6 SPEED RADIUS SIGHT SIGHT 'CURVE MIN. CURVE MIN. VOLUME (MPH) (ULS) DISTANCE DISTANCE SAG K CREST K (VPD) IN 15.03'10" W Station Station VPD VALUE VALUE 1,351 30 273' 200' 335 37 19 PAVEMENT DESIGN ANALYSIS DATE: 6125/2019 Greenway Project No.: 2760GC OWNER'S NAME AND ADDRESS: Graystone PROJECT NAME: Graystone Industrial Center CBR DATA Sample No. Preliminary Trip Generation Data Source Station ADT Growth Rate TimefirameDesign Street Name Trips Value 4 N 05"00'31" E 1,361 3%, 20 yrs 2161.6 170.09' L3 Total Pavement Design Trips 143.59' 2161.6 N 12"41'12" E 65.64" PAVEMENT REDESIGN DATA N 23°56'30" E Begining To End N 30°55'06" W Street Name L7 IN 15.03'10" W Station Station VPD Private Road A 51.71' C4 10+00 --- - End {*} 2161.6 Average Design 64.05" C5 275.00' 263.39' CBR: 0.000 CBR: 4 R.F: 2 SSV. 8 DREQ: 16.4 DESIGN CALCULATIONS 75.98' N 22"59'38" VII 15°52'56" 3836' 87 1.5 SM -12.5A Surface @ 2,25 3,4 1116.25' 2 IM19A Intermediate ICT 2.25 4.5 W z 5 BM -25.0 Base @ 2.25 11.3 6 21 B Subbase @ 0.6 3.6 14.5 U) D PROVIDED 22.8 > D REQUIRED * For Full Build out * UJ co co UJ Uf c.� U1 cn w rr PLAN VIEW ill ! 501 NOTES: 1. TYPICAL SECTION BASED UPON VDOT ROAD DESIGN MANUAL - GEOMETRIC DESIGN STANDARDS URBAN LOCAL STREET SYSTEM (GS -8). 2, STOPPING SIGHT DISTANCE AND INTERSECTION SIGHT DISTANCE BASED ON VDOT ROAD DESIGN MANUAL APPENDIX F - ACCESS MANAGEMENT DESIGN STANDARDS FOR ENTRANCES AND INTERSECTIONS. 3. FOR TYPICAL PAVEMENT SECTION SEE SHEET 27. PAVEMENT DESIGN SHOWN IS PRELIMINARY, FINAL PAVEMENT DESIGN WILL BE BASED ON ACTUAL FIELD CBR TESTS AND EXISTING PAVEMENT CORE DATA SUBMITTED FOR REVIEW AND APPROVED BY ENGINEER OF RECORD PRIOR TO CONSTRUCTION. 50 25 0 50 100 SCALE: 1" = 50' STREET CfL TANGENT TABLE LINE BEARING DISTANCE L1 N 05"00'31" E 92.51' L2 N 39°43'25" E 170.09' L3 N 23°08'03" E 143.59' L4 N 12"41'12" E 65.64" L5 N 23°56'30" E 165.79' L6 N 30°55'06" W 212.94' L7 IN 15.03'10" W 170.03' L8 N 60°52'54" W 225.66' 50 25 0 50 100 SCALE: 1" = 50' 0r 01 o. S'! Lei J Vn O Co rC N iU 2 N � 2tlq 6 U)a) Ln LL c� w STREET CIL CURVE TABLE CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE TANGENT C1 275.00' 153.42' 161.03' N 22'01'58" E 34°02'54" 84.20' C2 275.00' 76.42' 76.18' N 31'05'44" E 15°55'22" 38.46' C3 675,00' 123.08' 122.91' N 17°54'37" E 10°26'50" 51.71' C4 650.00' 127.68' 127.48" N 18'18'51" E 11"15'18" 64.05" C5 275.00' 263.39' 253.44' N 03°2948" W 54°52'36" 142.78' C6 275.00' 76.23' 75.98' N 22"59'38" VII 15°52'56" 3836' 87 275.00' 219.96' 1214.15'-----t4-375&02" W 45.49'44" 1116.25' 50 25 0 50 100 SCALE: 1" = 50' 0r 01 o. S'! Lei J Vn O Co rC N iU 2 N � 2tlq 6 U)a) Ln LL c� SP NUMBER: #26-19 Rev. No. Date 07 01/20/2020 �H 0'P I RA t Y L. KEPLER LPc. No 32809 .40 A DATE: 06128/2019 SCALE: V: 1" _ 5" DESIGNED BY. TTC FILE NO. 2760GC SHEET 30 OF 59 w w Z b w 0� a� _< 0 w-� J Q LL_ U ryC/) w I- D 12_3 0 d O c) 0 cl! _J0 J Df Q W z w w w z 0 U) ry to 1110% SP NUMBER: #26-19 Rev. No. Date 07 01/20/2020 �H 0'P I RA t Y L. KEPLER LPc. No 32809 .40 A DATE: 06128/2019 SCALE: V: 1" _ 5" DESIGNED BY. TTC FILE NO. 2760GC SHEET 30 OF 59 Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List. 2011 Stds & Specs project rale: urayston inaustriar tenter - mase s (tncruces ruture Site Summary Phases) Date: 43643 Total Rainfall = 43 inches Site Land Cover Summary Site Tv and Land Cover Nutrient Loads D.A. A A soils B Soils C Soils D Soils Totals I % of Total 0.00 Forest/Open [acres] 0.00 1.83 0.00 0.00 1.83 3 0.00 Managed Turf (acres) 0.00 10.92 0.71 17.25 28.88 40 0.00 Impervious Lover (acres) 0.00 26.90 2.95 11.27 41.12 57 0.00 0.00 61.12 C4 2898.17' 71.83 100 Site Tv and Land Cover Nutrient Loads D.A. A D.A. B Site Rv 0.64 U.A. E Treatment Volume fts 166,151 0.00 TP Load (Ib/yr) 10439 0.00 TN Load (Ib/yr) 746.81 Managed Turf (acres) 21.00 0.00 Total TP Load Reduction Required (ibfyr) 74.94 0.00 Virginia Runoff Reduction Method Worksheet Drainage Area Summary Drainage Area Compliance Summary r %`! D.A. A D.A. B D.A. C D.A. D D.A. E Total sad Reduced (lb/yr) 73.44 0.00 0.00 0.00 0.00 73.44 oad Reduced [lb/yr] 280.19 0.00 0.00 0.00 0.00 280.19 Site Compliance Surnmary, � I Total Runoff Volume Reduction [ft) D.A. A D.A. B D.A. C D.A. D U.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 21.00 0.00 0.00 0.00 0.00 21.00 impervious Cover (acres) 40.12 0.00 0.00 0.00 0.00 40,12 Total Area [acres] 61.12 0.00 0.00 0.00 0.00 61.12 Drainage Area Compliance Summary r %`! D.A. A D.A. B D.A. C D.A. D D.A. E Total sad Reduced (lb/yr) 73.44 0.00 0.00 0.00 0.00 73.44 oad Reduced [lb/yr] 280.19 0.00 0.00 0.00 0.00 280.19 Site Compliance Surnmary, � I Total Runoff Volume Reduction [ft) 0 Total TP Load Reduction Achieved (Ib/yr) 73,44 Total TN Load Reduction Achieved (Ib/yr) 280.19 Remaining Post Development TP Load 30,96 (Ib/yr) 10.00 Remaining TP Load Reduction (Ib/yr) 0.00 Required .S1 1.51I f �. � f � �, ice, i •, PROJECT SITE AREA FOR ° VRRM COMPUTATIONS Al I' zl / . ` ,° , � i�f r✓ Ixi �S ✓�" j GRAYSTONE INDUSTRIAL, CENTER PHASE 1 i /4 �z °f GRAYSTONE INDUSTRIAL. CENTER .. " PHASE 'I � t 1 l� i/t 11 1 Cn t t � � rJ r� I C IVE OSP CT P - - , Drainage Area A Summary Land Cover Summary BMP Selections Managed Turf A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 10.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 7.29 0.64 13.07 21.00 34 Impervious Cover (acres) 0.00 26,36 2.95 10.81 40.12 66 BMP Selections Managed Turf Impervious Cover BMPTreatment TP Load from VRRM PROJECT SITE AREA LIMITS A, B, C, D, E DRAINAGE AREA LABELS Downstream VRRM SITE AREA TREATED L2 S 61058'05" Untreated TP Load 7P Removed FP Remaining M Practice Credit Area Credit Area; Volume [ft ] Upstream to Practice (lbs) (lb/yr) (Ib/yr) Treatment to be (acres) (acres) Practices (Ibs) L6 LU W Employed 13.c. Wet Pond #2 (Sper #14 21 40.12 156,018.49 0.00 97.92 73.44 24.48 605919" BMP LEGEND Total TN Load Reduction Achieved In D.A. 280.19 Ib/ r ff 1 j 5 c <.0000 1D�PN �AD�3 SON .M ,w S + f i 4 FUTURE PHASE DEVELOPMENT Z FUTURE PHASE DEVELOPMENT -z -. h-=3 L---.1 ✓� 1 � rI /X J 1 C j jI i �r RUNOFF REDUCTION I + COMPLIANCE FOREST/ j OPEN SPACE CD Yh z r � rWrT3� -Z F+i LLJ LLIrrZ� V Cd W SITE BOUNDARY (PARCEL) -- - - - - - VRRM PROJECT SITE AREA LIMITS A, B, C, D, E DRAINAGE AREA LABELS - VRRM SITE AREA TREATED L2 S 61058'05" BY BMP DEVICES (WET 21,00 POND) M IMPERVIOUS AREA COMPLIANCE FORESTIOPEN (BUILDINGS, ROADS, ETC.) Total TN Load Reduction Achieved In D.A. 280.19 Ib/ r ff 1 j 5 c <.0000 1D�PN �AD�3 SON .M ,w S + f i 4 FUTURE PHASE DEVELOPMENT Z FUTURE PHASE DEVELOPMENT -z -. h-=3 L---.1 ✓� 1 � rI /X J 1 C j jI i �r RUNOFF REDUCTION I + COMPLIANCE FOREST/ j OPEN SPACE CD Yh z r � rWrT3� -Z F+i LLJ LLIrrZ� V Cd W W Total Impervious Cover Treated (acres) 40.12 L1 C0 E RUNOFF REDUCTION L2 S 61058'05" Total Turf Area Treated (acres) 21,00 L3 M E COMPLIANCE FORESTIOPEN L4 S 75035'08" Total TP Load Reduction Achieved in D.A. m r9= 73,44 L5 S 27020'00" SPACE FOR BMP WATER QUALITY Total TN Load Reduction Achieved In D.A. 280.19 Ib/ r ff 1 j 5 c <.0000 1D�PN �AD�3 SON .M ,w S + f i 4 FUTURE PHASE DEVELOPMENT Z FUTURE PHASE DEVELOPMENT -z -. h-=3 L---.1 ✓� 1 � rI /X J 1 C j jI i �r RUNOFF REDUCTION I + COMPLIANCE FOREST/ j OPEN SPACE CD Yh z r � rWrT3� -Z F+i LLJ LLIrrZ� V Cd W ' -fa IU OfqLf r,. 0HU _ SP NUMBER: #26-19 QHU f t % Rev. No. Date ,,Z Z, x f r! / / r r�r ; J WET POND LEVEL 2 DESIGN MW 0 r I LINE W ARC LENGTH DISTANCE L1 C0 E 86.35' L2 S 61058'05" E 42.07' L3 M E 171.96' L4 S 75035'08" E 188.07' L5 S 27020'00" W 19.70` L6 LU W 168.76' FL-7--FN-62049'28" Z W 171.96' 12045'40" LLI 605919" C4 2898.17' 21.15' 21.15" C7 I 0025105" 10.58' 1058'37" IL M 10086.34' W co 46.32' S 27012'07" W 0015'47" 23.16' 0034'05" rn vJ 2 U 1201.11' Q J _ � LU 0 1101.18' z W z� 20164.29' 403.40' 403,40' o W 1100814611 201.71' 0017'03" z 0 F- U) rn ' -fa IU OfqLf r,. 0HU _ SP NUMBER: #26-19 QHU f t % Rev. No. Date ,,Z Z, x f r! / / r r�r ; J WET POND LEVEL 2 DESIGN MW 0 r I LINE BEARING ARC LENGTH DISTANCE L1 N 36021'35" E 86.35' L2 S 61058'05" E 42.07' L3 S 62049'28" E 171.96' L4 S 75035'08" E 188.07' L5 S 27020'00" W 19.70` L6 N 75035'08" W 168.76' FL-7--FN-62049'28" 182.22' W 171.96' CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD SEARING DELTA ANGLE TANGENT DEGREE OF CURVE C1 1602.35' 47.34' 47.34' S 610017'17" E 1041'34" 23.67' 3034'33" C2 20079.29' 300.22' 300-22' S 62023'46" E 0°51'24" 150.11' 0017'07" C3 819.83' 182.60' 182.22' S 69012'18" E 12045'40" 91.68' 605919" C4 2898.17' 21.15' 21.15" S 27007'28" W 0025105" 10.58' 1058'37" C5 10086.34' 46.32' 46.32' S 27012'07" W 0015'47" 23.16' 0034'05" C6 904.83' 201.53' 1201.11' N 69012'18" W 1204540" 1101.18' 6019'56" C7 20164.29' 403.40' 403,40' N 62015'05" W 1100814611 201.71' 0017'03" • s 07 0112012020 f � TH op I RA L. PLEB' ,� IC. 0.3280 Y d1'�AL DATE: 06/28/2019 �r7 NOTES: SCALE: 1"= 100' /I COMPUTATIONS WERE BVASED UPON PROVIDING WATER QUALITY FOR BOTH PROPOSED - ° V_EI-PQ, -,�Z 1v.R... ? l�R . ' 19� IF�v A Sk �? N.ZHJ E. � 2. SUMMARY OF PROPOSED DEVELOPMENT AND FUTURE DEVELOPMENT LAND COVER AREAS: DESIGNED BY: TTG / I FOREST 1.'83 C, TURF 28.88 AC, IMPERVIOUS 41,12 AC, SEE VRRM COMPUTATIONS THIS SHEET, J THCEVL-C 2' *& 0190 IS �XTTTTTT FSS T O A C ARC L . i IS STI]R13E A WAS FILE NO. 2760GC PROJECT SITE AREA FOR 100 o 100 200 ENTERED IN THE PROJECT SITE VRRM COMPUTATIONS, VRRM COMPUTATIONS 4. THE RUNOFF REDUCTION COMPLIANCE FORESTIOPEN SPACE AREA SHOWN HEREON SHALL BE SHEET 31 OF 59 SCALE: 1 = 100' MAINTAINED IN A FOREST/OPEN SPACE MANNER UNTIL.. SUCH TIME THAT AN AMENDED SWM PLAN IS APPROVED BY THE VSMP AUTHORITY. 19-09 1 I � `�•. �► TC FLOW PATH EX SWM BASIN 1 �! j13 7.64 AC CN=93 EX SWM BASIN 2 REACH 1 R 10 `BEGIN 127.71 AC ►^ CN=75 � l TC FLOW PATH �. f �TC FLOW PATH 9 33.74 AC CN = 79 EX SWM BASIN �R EACH y BE 1 CN2 81 ,� i TC FLOW PATH REACH 2R BEGIN REACH 1 R � 8 END l N AC � 5 1 CN = 80. / 4.57 AC 14 e 3 86 CN -� 1' 1 9.88 AC LJ. / TC FLOW/ 87.05 AC ,= PATH ! CN = 61 ` .46 A 5R 6 C =67 AC / rr77 GIN � C � 81 / 1 - j G { 15.76 AC � 11.89 AC REACH 5R REACH 2R TC FLOW PATH CN = 75� SND END REACH 4R '`� 8.56 AC 1 C 7 9 ! .� 35.50 AC y CN = 79 PA 1.81 AC CN=76 REACH 4R END NOTES: 1. EXISTING SWM BASIN 1 DATA TAKEN FROM "GRAYSTONE IND. PARK- 900K WAREHOUSE" SITE PLAN DATED 12-18-2018. 2. EXISTING SWM BASINS 2 & 3 DATA TAKEN FROM "CONSTRUCTION PLAN FOR SNOWDEN BRIDGE BOULEVARD" DATED 06-22-2019. 5.75 AC CN=70 t STUDY POINT #1 STUDY POINT #2 ## # 400 Z## SCALE:•## I � EX BASF / TC FLOW PATH 1 a I \ EX SWM I ti BASIN 2 l 1 " -- _i_1 N, REACH 1 R 10 1 1 � 7.97 AC .�- j �BEGVN 107.1 �C CN = 82 '� 7.64 AC CN = 93 7 i► TC FLOW PATH !•. .�. [ 44.2 AC f TC FLOW PATH � CN 81 REACH 2R 0000• . '�. BEGIN TC FLOW PATH ! --_ _ REACH �.� - H 1 R v -� � END 14.0 AC REACH 2R -_ CN = 8Q, / �.� 5 END - r 7C FLOW - ; _ _`� � 4.57 AC-- l PATH / CN REACH`3R = 6 BEGI 2.47 ACI ' _j�- 9.88 AC.~. 1I=`CN = 78 87.05 A ,= 86 - FUTURE AC 1 F'f iASE 2 CN = 61 33:74 AC .CN 79 EX SWM. h:. BASIN 3 48.62 AC �-TC FLOWCN 91 EACH 5R [j PHASE 1 PATH FUTURE BEGIN 9 AC PHASE 3 4.24 AC C = 81 1.33 AC TC. FLOW CN=B CN=63 PATH 2.53 AC 2.32 AC CN = 85 CN - 78 ` 1 _ H 3R REAL ---._ 2 .56 AC END 5.75 AC "+ Cf� = 83 REACH 4R CN = 70 STUDY REACH 5R i' `` �., B 35.50 A0__ _ END - 1 4 PATH ®W POINT #2 CN = 79.. 1.81 AC STUDY CN=76 REACH 4R POINT #1 END STORMWATER MANAGEMENT & BEST MANAGEMENT PRACTICES SUMMARY THE WATER QUALITY REQUIREMENTS WILL BE MET BY THE PROPOSED WET POND AND UTILIZING FOREST/OPEN SPACE AND PURCHASING OFFSITE NUTRIENT CREDITS. THE STORM WATER REQUIREMENTS (CHANNEL AND FLOOD PROTECTION) WERE MET BY THE PROPOSED WET POND FOR STUDY POINT 1. STUDY POINT 2 HAS REDUCED DRAINAGE AREAS TO MEET STORM WATER REQUIREMENTS. SIMM LEGEND --- SITE BOUNDARY 1-9 DRAINAGE AREA LABELS DRAINAGE DIVIDES ONSITE DRAINAGE AREAS TREATED BY SWM DEVICE OFFSITE DRAINAGE AREAS TO SWM DEVICE (UNCONTROLLED) 400 ### :## SCALE: 1 '## N Lf? 0 00 1= (D 00 0 N � J -E C _ ci 0 ti Ute' �j C fl] N LoN c: r NX C x r N LL w Q z W Z W U J c/) D 0 z w z 0 Q SP NUMBER: ##26-19 Revs. No. Date 07 01/2012020 RAt Y L. KEPLER ' LiC. No. 32809 -toNAL DATE: 06/28/2019 SCALE: I"=400' DESIGNED BY: TTC FILE NO. 2760GC SHEET 32 OF 59 19-09 14 z 64, ZW LAJ Z W to z w Q z W Z W U J c/) D 0 z w z 0 Q SP NUMBER: ##26-19 Revs. No. Date 07 01/2012020 RAt Y L. KEPLER ' LiC. No. 32809 -toNAL DATE: 06/28/2019 SCALE: I"=400' DESIGNED BY: TTC FILE NO. 2760GC SHEET 32 OF 59 19-09 Elevation Surf. Area Inc. Store Cum. Storage (feet) (SF) (CF) (CF) 601.00 747 - - 602.00 2,618 1,683 1,683 604.00 9,073 11,691 13,374 605.00 1.4,279 11,676 25,050 606.00 17,117 15,698 40,748 607.00 20,112 18,615 59,363 Elevation Surf. Area Inc. Store Cum. Storage (feet) (SF) (CF) (CF) 607.00 689 - - 608.00 3,130 1,910 1,910 609.80 5,433 7,707 9,617 610.00 6,933 1,237 10,854 611.00 8,847 7,890 18,744 612.00 13,652 11,250 29,994 613.00 22,319 17,986 36,730 08 --roll -�� Do U RANDY L. KEPLER Linc. No 32809A. ' \ tOlVAL Acres of Impervious = 36.92 Acres Convert Acres to SQ.FT. = 1,608,366 SQ.FT. Acres of Impervious = 7.2.6 Acres ~--�� 00 ° �� RIP -RAP CL Il Ideal Volume* = 33,508 CU.Ft. Convert Acres to SQ.FT. 316,2.46 SQ.FT._ � DATE.: 06128f2019 Provided Volume= 59,363 CU.FT. !deal Volume* = 6,588 CU.Ft. 'N a$ fl r �- 50' WHOP ;SPILLWAY *!deal volume is 0.25 inches per impervious acre. Provided Volume= 36,730 CU.FT. - r �! CL 1ARM1 RIP- WITH SCALE: 1°=30' -�-.',� *,� �' --- - -- � - �� C L f I RIP -RAP *Ideal volume is 0.25 inches per impervious acre. DESIGNED BY: TTC PILE NO. 2760GC SWM BASIN 1- PLAN VIEW - - -``- - j 0 1 o a 60 SHEET 33 OF 59 HOFIZ. SCALE: I' - W f, SCALE: 1" - 30' r 19_09 R i I 60`° PIPE I l TOP TRASH RACK NOT I SHOWN FOR CLARITY 4: .y < 4': J, 00 10' - o v .:.. 5.5'W -WEIR 2.3'W - WEIR ,• d PRECAST RCP BASE AND ❑❑❑❑❑❑❑ ❑❑ ❑❑❑❑❑❑❑ 1E1E10EJE1EJLJL�qEj1 100000E IR STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10' x 8' 8" PIPE Y PLASTIC SOLUTIONS TRASH RACK OR APPROVED EQUAL STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER PLAN VIEW NTS 5' 30' WEIR WIDTH 5' 1.0' PROPOSED, GRADE -� 2.0' I l 2.0' I 40' LENGTH I CONCRETE WEIR (VDOT CLASS A3) RIP -RAP (VDOT CLASS 1) NOT SHOWN FOR CLARITY OF WEIR WALL FRONT VIEW WEIR WALL #1 NOT TO SCALE CONCRETE WEIR WALL (8" VDOT CLASS A3) 2.0%- 2 * 0' .012.0' RIP -RAP CL. I #4's, 24" O.C. (V.) 12"x2411 FOOTING 2" (VDOT 21A) Anti -Flotation Desian - Riser Buovancv Check NOTE: RIP -RAP TO BE FLUSH WITH TOP OF CONCRETE WEIR WALL. WEIR WALL TO BE LEVEL. RIP -RAP FLUSH WITH TOP OF WEIR WALL NON -WOVEN GEOTEXTILE FABRIC SIDE VIEW WEIR WALL #1 NOT TO SCALE PROPOSED GRADE #4's, 12" O.C. (H.) NOTES: 1. REINFORCING STEEL ASTM A615, GRADE 60. MINIMUM BAR LAP 20". 2. MINIMUM SOIL BEARING 2,000 PSF TO BE FIELD VERIFIED. 3. COMPACTED SOILS, AS NEEDED, TO BE MIN. 95% OF ASTM D-6981VTM-1. SWM Pond 1 - Primary Riser 1. Volume of Water Displaced 11.34 ft. x 9.34 ft. x 25.00 ft. - 2. Weight of Water Displaced TOP OF WEIR WALL 2647.89 cu.ft. x 62.40 Iblcu.ft. _ 3. Volume of Concrete �12 -`� Concrete filled base 11.34 ft. I I---S'-----� 9.34 ft. x 9.50 ft. _ Wall 38.68 ft. x 15.50 ft, x 0.67 ft. - minus Orifice 8" -- ft. x 0.35 sq.ft. x 0.67 ft. - minus Culvert 60" -- ft. x 19.64 sq.ft. x 0.67 ft. - minus weir 2.2'x 5.5' 2.20 ft. x 5.50 ft. x 0.67 ft. minus weir 2.3'x 2.8' 2.30 ft. x 2.80 ft. x 0.67 ft. - 2.0' ! Totai Volume minus openings 4. Weight of Concrete 1382.47 cu.ft. x 150.00 Ib/cu.ft. 5. Safety Factor Mire. 1.25 GEOTEXTILE 207311.24 lbs ! 165228.34 Ibis - 2647.89 cu.ft. 165228.34 lbs 1006.20 cu.ft. 401.69 cu.ft. -0.23 cu.ft. -13.16 cu.ft. -8.11 cu.ft. -4.31 cu.ft. 1382.07 cu.ft. 207311.24 lbs 1.25 Safety Factor TERMINATE LINER @10YRWSE PRECAST RCP BASE AND -- RISER STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10' x 8' CONCRETE FILL FOR BUOYANCY TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL. 2' CLAY LINER WITH 6" TOPSOIL CAP 8" DIP DRAIN WITH VALVE (NORMALLY CLOSED) UPTURNED ELBOW (90° BEND) "THE 100 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL OPENINGS BELOW THE TOP OF THE RISER ARE CLOGGED AND THE STARTING WSE IS AT THE TOP OF THE RISER. STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER SECTION NTS TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL PRECAST RCP BASE - AND RISER STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10'x 8' CONCRETE FILL FOR BUOYANCY LEV =607.00 RIP -RAP FLUSH WITH OPOSED !GRADE (EZEV=6�0700 CONCRETE WEIR WALL TOP OF WEIR WALL 3:1 (811 VDOT CLASS A3) �12 -`� PROPOSED I...-5�..1 I I---S'-----� 4' WEIR'' GRADE r WIDTH 2.x`'1-� I 2.0' 32' L PROPOSED #-4's, 12" O.C. (H.) 6.0' l ! 2.0' I GRADE 3:1 I 2.0' l I 2.0' ! 2.0' . RIP -RAP CL. I NON -WOVEN ----- GEOTEXTILE 27' LENGTH CONCRETE WEIR #4's, 24" O.C. (V.) FABRIC r� (VDOT CLASS A3} fELEV =605.00 1Z"x24" FOOTING 4- -a 2` NOTES: 1. REINFORCING STEEL ASTM A615, RIP -RAP (VDOT CLASS 1) (VDOT 21A) GRADE 60. MINIMUM BAR LAP 20". NOT SHOWN FOR 2. MINIMUM SOIL BEARING 2,000 PSF TO CLARITY OF WEIR WALL NOTE: RIP -RAP TO BE FLUSH WITH SIDE VIEW BE FIELD VERIFIED. FRONT VIEW TOP OF CONCRETE WEIR WALL. 3. COMPACTED SOILS, AS NEEDED, TO WEIR WALL TO BE LEVEL. BE MIN. 95% OF ASTM D-698NTM-1. WEIR WALL #2 WEIR WALL #2 NOT TO SCALE NOT TO SCALE SIDE TRASH RACK NOT SHOWN FOR CLARITY STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER FRONT VIEW NTS NOTES: 1. CONSTRUCTION TO COMPLY WITH RECOMMENDATIONS FROM GEOTECHNICAL REPORT. oc E ca AN LO QS J �O0CV N Q} 3 (SDS C lCi N []} LO f LL SP NUMBER: 26-19 Rev. No. Date 07 01/20/2020 l 1666 �> v RA6Y L KEPLER Lic. N o. 32809 DATE: 06/28/2019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 34 OF 59 19-©9 My Commission expires: State of 'Virginia SWia(-DR 10' WIDE AQUATIC�`�`� FOREBAYS BENCH o� FOREBAY#2 ONLY p� rTO OF BERM = 611.00 VARIES n rr - (43I "e ADH SELF rtc HEX. SWM � >K 1/12 D a _ n S, FLAT WASHERS Nat less than 30 4% j - - - WATER n0 p� I QRIy 1 501- )K{IFf 1% (SEE FLOW FLATTER DO NOT� /.\ REQUIRE A SAFETY f�`.'` 5' WIDE AQUATIC <6 % BENCH ( FOR SAFETY FOR SIZE) I BENCH PURPOSES) CONCRETE CRADLE - (4' DIA. HOLES AQUATIC BENCH DETAIL-FOREBAY #2 NOT TO SCALE NOT TO SCALE `r PIPE SIZE CRADLE CRADLE CRADLE INCREMENT, IN SWM DAM M P E DETAIL S INCHES BWrTTH (INCHES) TOP WIDTH OUBIC PER LINEAR (NOT GAL IZ z (INCHES) FOOT OF PIPE SWI DAM ROUND OR SQUARE 12' MAX. g" )MnI. 12 34 14 32 O.D93 15 3a 15.75 35.5 0.110 a� OPENING THROUGH SWI( DAM. 18 42 t7.5 39 0.129 w 24 50 21 46 0.168 O 30 58 26 53 4.233 36 66 31 60 0.307 _ 42 74 35 -- 67 - - _0.390 E CONCRETE Si- L LASS A3 IO X BUT NOT LESS THAN 6" OI BOTTOM TOM) OF BASTHE X )K IF THE PIPE IS LAD IN AN EXCAVATED TRENCH. THEN SIDE WALLS MAY CONFORM TO THE TRENCH SHAPE - - - - - - - - - - J (E THE TRENCH MAY BECOME THE CRADLE FORM). D AIL FOR METAL PLATE AND SIDE VIEW OF M c rE CRADLE IS To IE INSTALLED UNDER WE ENTRE WATER QUALITY ORIFICE DAM WITH DEBRIS LENGTH of CULVERT AT EACH STORMWATER MAHAGEMENVT BASIN. CONCRETE CRADLE IS TO BE PAID FOR AS MSCE f SOUS TYPICAL SWM DAM CONCRETE AND SUMMARIZED IN CLIBIC YARDS FOR EACH PIPE LOCATION METAL PLATE MUST BE CURVED TO FIT CIRCULAR CONC. SWM ROUND OR SQUARE .S UNITS WHERE APPLICABLE. PPE OR 12" MAX. 6" MIN. 0 OPENING THROUGH WALL dR TURF V 2�" " DEBRIS [47 �z'x4°' I I I I RACK ADHESIVE � I I I �TS,� ELF e a I o r �- R I HEX.FLANUTS, I / - I BOTTOM! I H La 4" UALITY WASHERS - - - ' 1 (SEE PLANS I I I° PLACE I l I r I�-METAL TE F(4 L L - $ Y, " DIA. _j _j_ - -- �l �I HOLES DETAIL METAL PLATE AND SIDE VIEW WITH DE RACK METAL PLATE DETAIL ER QUALITY ORIFICE (NOT GALVANIZED) TYPICAL SWM DRAINAGE STRUCTURE 1' DOT STORMWATER MANAGEMENT (SWM) DETAILS AIS REFER ROAD AND BRIDGE STANDARDS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE SHEET 3 OF 5 REVISION DATE (FOR SWM DRAINAGE STRUCTURESSWM RISER PIPES AND SWM DAMS) 302 114.06 1 1 VIRGIIMA DEPARTMENT/ OF TRANSPORTATION 620 0 Lnw 615 ri O TOP OF BERM- E LEV.=611.00 610. HOMOGENEOUS FILL, COMPACTED TO 95% DENSITY 6'' TOPSOIL - 605 COVER CONTROLLED FILL - EMBANKMENT TO BE CONSTRUCTED WITH CLAY CORE PHREATIC- 600 _ _ LINE 108'- 6a" RCP ASTM G-361 (RUBBER GASKETS W.T. .JOINTS) @ 1.67% 595 CONCRETE CRADLE----.-, !� 590 585 j 40' - CLASS II RIP -RAP I 580 I I i 575 570 I I 565 9+50 63.8' 10' WIDE AQUATIC�`�`� FOREBAYS BENCH o� FOREBAY#2 ONLY p� rTO OF BERM = 611.00 & DEEP cq/�rrfri 6"ro �'> SWM U) 41 12 a � � ELEV - 608.70 Nat less than 30 4% Not less than 30 n0 p� 1 501- v `��%f!ti POND SLOPES 5:1 OR FLATTER DO NOT� /.\ REQUIRE A SAFETY f�`.'` 5' WIDE AQUATIC <6 % BENCH ( FOR SAFETY BENCH PURPOSES) EMERGENCY SPILLWAY AQUATIC BELCH DETAIL AQUATIC BENCH DETAIL-FOREBAY #2 NOT TO SCALE NOT TO SCALE NOT TO SCALE C] (Oa iV Lu 0 + C) 10 0 0 OD 0 C) CONTROLLED FILL -- EMBANKMENT TOP OF BERM 12,0' ELEV,=613.00�`, 12.0' EMERGENCY PROP. FOREBAY #2 ���` SPILLWAY =608-70 GRADE � 100YR WSE=609.85" EX, GRADE :::::::::tea M /1 10+50 615 TOP OF BER ELEV,=604-D 610 CUT-OFF TRENC 4.0' MIN. DEPTH WITH 1:1 SIDE SLOPES OR FLATTER r uj I- C) Eo v] C (1j Lo co li LO fY n � II' o O z 11+00 605 ' I- ___ y. 595 CLAY LINER- TYP. I \11'�DEEP POOL - I - I POND DRAIN NOTES: 1. CLAY LINER NOT SHOWN FOR CLARITY. SEE PLAN VIEW & SCHEMATIC FOR LIMITS, 2. THE 100 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL OPENINGS BELOW THE TOP OF THE RISER ARE CLOGGED AND THE STARTING WSE IS THE TOP OF THE RISER. 3. ALL STORMWATER MANAGEMENT FACILITIES TO BE CERTIFIED BY A GEOTECHNICAL ENGINEER OR CONSTRUCTION INSPECTOR. 4. EMBANKMENT CONTROLLED FILL (SOIL MATERIALS) TO BE CERTIFIED BY A GEOTECHNICAL ENGINEER. 5. REFER TO GENERAL NOTES - PERMANENT SWM EMBANKMENT NOTES ON SHEET 2. 6, PHREATiCLiNE DOES NOT CROSS THE TOE OF THE EMBANKMENT THEREFORE NO DRAINAGE SYSTEM IS REQUIRED, 7. POND OUTFALL PIPE SHALL BE BEDDED WITH FINE GRAINED SOILS. FINE GRAINED SOILS SHALL HAVE STONE 1" OR LESS IN DIAMETER FOR A MINIMUM OF 2' AROUND PIPE IN AREAS OF BACKFILL. 8. CLAY CORE 4' MINIMUM WIDTH STARTING AT THE 10YR WSE AND 1:1 SIDE SLOPES. cn CC C) L0 fl II ,Ofl I. + �z I 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 SWM POND 1 - OUTFALL STRUCTURE PROFILE AND GROSS SECTION 'nA-An EX. GRADE 100YR WSE=609.85" 10YR WSE=607.67 D YR WSE=605.38 *-Tr, 8. BMP (1"") WSE-603.48 � - NORMAL POOL WSE=603.00 (Tv=257,910 ft) WETLAND "-WETLAND SHELF SHELF FOREBAY OVERFLOW =605.00 615 - 610 605 N��FOREBAY #1 600 PROP. GRADE CLAY LINER 595 TYP. 590 615 620 615 610 I cN in C) Co E co � N o E`�cv v L"� ru d - 3 :5_ p C L rJ_ � Xs r D LL F_ 11 1 605 z - z W 600Lu + q uj 0 z 595 i 1 590 I I I 1 f 585 580 575 i I I i 570 i I I I I 565 16+50 17+00 17+50 18+00 18+50 590 586 L 585 585 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 SWM POND 1 - CROSS SECTION "B -B" CLAY LINER NOTES: 1. A CLAY LINER SHOULD HAVE A MINIMUM THICKNESS OF 24 INCHES AND SHOULD COMPLY WITH THE SPECIFICATIONS PROVIDED IN TABLE 3.07-3. 2. A LAYER OF COMPACTED TOPSOIL (MINIMUM 6-12 INCHES THICK) SHOULD BE PLACED OVER THE LINER BEFORE SEEDING WITH AN APPROPRIATE SEED MIXTURE (REFER TO VESCH, 1992 EDITION). 3. A SYNTHETIC LINER WITH A MINIMUM THICKNESS OF 60 MIL, OR OTHER LINER TYPES MAY BE USED IF SUPPORTING DOCUMENTATION IS PROVIDED VERIFYING THE LINER MATERIAL'S PERFORMANCE. CLAY LINER TYP. 12.0' TOP OF BERM ELEV.=607.00 PROP. J GRADE 605 600 FOREBAY #1 FOREBAY OVERFLOW =606.00 595 SP NUMBER: #26-19 Rev. No. Date 07 01120/2020 i TH ©F`�� . 590 U RADY L. KEPLER Lic. No. 32809 585 -0+50 0+00 ui 1+00 1+50 SCALE: 1"= 50'H 1"=5'V 6"ro �'> SWM U) - CROSS SECTION "C -C" Nat less than 30 SHEET 35 OF 59 Not less than 30 95% of Standard Proctor Density 19-09 1 n fl�W z d r E 0 o 615 W z E, 610 0 PROP. J GRADE 605 600 FOREBAY #1 FOREBAY OVERFLOW =606.00 595 SP NUMBER: #26-19 Rev. No. Date 07 01120/2020 i TH ©F`�� . 590 U RADY L. KEPLER Lic. No. 32809 585 -0+50 0+00 0+50 1+00 1+50 SCALE: 1"= 50'H 1"=5'V 6"ro �'> SWM POND 1 - CROSS SECTION "C -C" Nat less than 30 SHEET 35 OF 59 Not less than 30 TABLE 3.07-3 Clay Liner Specificaions Property Test Method (or Unit -p -y --� equal) Permeability ASTM D-2434 cm/sec Plasticity Index of Clay ASTM D-423 & D-424 % Liquid Limit of Clay ASTM D-2216 Clay Particles Passing ASTM D-422 Clay Compaction ASTM D-2216 DATE: 06128/2019 SCALE: 1"= 50'H 1"=5'V - Specification DESIGNED BY: TTC 1 x 10", FILE NO. 2760GC Not less than 15 Nat less than 30 SHEET 35 OF 59 Not less than 30 95% of Standard Proctor Density 19-09 GRADE MUST -- SLOPE AWAY FROM STATION 4 rr SER OVER DiSCH DISCHARGE- 1-1/4 FEMALE PIPE THREAD El P T I❑@ `� S: F-] JJ H 1 t L IJ JEVE R cnNTROL El DR152-92 (4iIRELESS EVEL CONTROL GRADE - "I GRADE 0 38.8" CONCRETE BALLAST MAY BE REQUIRED SEE INSTALLATION INSTRUCTIONS FOR DETAILS r� 1 ERT L DEPTH L it 89.7" MANUAL RUN i fr. - BALLAST CONTAINMENT RING INLET: EPDM GROMMET FOR 4" DWV PIPE (STANDARD) o sA ADCAH 7/13/07 C 1/16 DR BY CHK'D DATE ISSUE SCALE St�WE=f� SYSTEMS MODEL DH152-93 / DR152-93 Patent Numbers: 5,752,315 5,562,254 5,439,180 NA0052POl Rev C General Features The model DH152 or DR152 grinder pump station is a complete unit that includes: two grinder pumps, check valve, HDPE (high density polyethylene) tank, controls, and alarm panel, A single DH152 or DR152 is ideal for up to four, average single-family homes and can also be used for up to 12 average single- family homes where codes allow and with consent of the factory. • Rated for flows of 3000 gpd (11,356 Ipd) • 150 gallons (568 liters) of capacity Indoor or outdoor installation • Standard outdoor heights range from 93 inches to 160 inches The DH152 is the "hardwired," or "wired," model where a cable connects the motor controls to the level controls through watertight penetrations. The DR152 is the "radio frequency identification" (RFID), or "wireless," model that uses wireless technology to communicate between the level controls and the motor controls. Operational Information M'olol, 1 hp, 1,725 rpm, high torque, capacitor start, thermally protected, 120/24OV, 60 Hz, 1 phase Inlet Connections 4 -inch inlet grommet standard for DWV pipe. Other inlet configurations available from the factory. Discharge Connections Pump discharge terminates in 1.25 -inch NPT female thread. Can easily be adapted to 1.25 -inch PVC pipe or any other material required by local codes. Discharge 15 gpm at 0 psig (0.95 Ips at 0 m) 11 gpm at 40 psig (0.69 fps at 28 m) 7.8 gpm at 80 psig (0.49 Ips at 56 m) Accessories ElOne requires that the Uni-Lateral, E/One's own stainless steel check valve, be installed between the grinder pump station and the street main for added protection against backflow. Alarm panels are available with a variety of options, from basic monitoring to advanced notice of service requirements. The Remote Sentry is ideal for installations where the alarm panel may be hidden from view. PRIVATE SEWER DETAILS ANDCALCULATIONS N11TD DIMENSHINS ARE FER R ❑ N E YCTumP SAIQigANALYSIS - Buildng 1 ysihstrfsrl Oerrter i ,lab Number. 276D+GC ❑ P T I H N S: H I -J H I n (HARD WIRED LEVEL CONTROLS: FIELD JOINT REQUIRED FOR MODELS ACCESS WAY VENT_ STRAIN RELIEF CORD - CONNECTOR POWER/ALARM CABLE 6 CONDUCTOR W/GND E/ONE EQUALIZER - ELECTRICAL QUICK DISCONNECT NEMA 6P (EQD) INLET, GROMMET TO ACCEPT .13- PVC PIPE (STANDARD). DUST COVER SUPPLIED FOR SHIPMENT (NOT SUITABLE FOR BURIAL) MODIFY TO \ ACCEPT 6" 42.8in 1087mm DISCH 31.5in 800mm 28.5in U04 724mm 106go1 OFF 401 L ll 20.5in 16.5in 521mm 420mm 74 gal 58 go] 280 L 220 L SEMI -POSITIVE DISPLACEMENT TYPE PUMP EACH DIRECTLY DRIVEN BY A 1 HP MOTOR CONCRETE BALLAST MAY BE REQUIRED SEE INSTALLATION INSTRUCTI❑NS FOR DETAILS N❑TE; DIMENSIONS ARE FOR REF ONLY SENTRY PROTECT PLUS H D IR1 5 LEVE (WIRELESS CRNTRpLS) GASKETED LID, HDPE DUAL WALL, CORRUGATED HDPE ACCESSWAY INTERNAL WELL VENT 2.0" DIA. DISCHARGE 1 1/4" FPT (304 S.S.) QUICK DISCONNECT ASSY. (304 S.S.) 5.5. CAST BALL VALVE 1 1/4°" DISCHARGE LINE (304 S.S.) CHECK VALVE (NORYL) ANTI -SIPHON VALVE (N❑RYL) HDPE TANK 1/2" NOMINAL WALL THICKNESS 150 GALLON CAPACITY 'Cz CIP ADCH 110120110 JE DR BY CHK'D DATE ISSUE I SCALE --OW ER SYSTEMS MODEL DH152 / DR152 DETAIL SHEET NA0052P02 DUPLEX DIMENSION FROM BACK PANEL T( EXTERNAL VISUAL & AUDIBLE ALARM FRONT OF OPE REMOTE SENTRY DRY CONTACTS FOR DOOR = 18.02" OPTIONAL POWER LOSS HIGH LEVEL ALARM (POWER LOSS ALARM FOR WIRELESS) MANUAL ALARM SILENCE MANUAL RUN STATUS LED's: NORMAL, PUMP RUNNING, HIGH LEVEL TROUBLE INDICATIONS: RUN DRY, OVERPRESSURE, BROWNOUT, VOLTAGE, EXTENDED RUN TIME DRY CONTACTS CONFORMAL COATED CIRCUIT BOARD (BOTH SIDES) PADLOCK DEAD FRONT PREDICTIVE ALARMS REAL TIME PUMP PERFORMANCE ADJUSTABLE ALARM DELAY ENCLOSURE: ADJUSTABLE RUN TIME DELAY CORROSION PROOF THERMO HOUR/CYCLE COUNTER POLYESTER APPROVED BY NEMA 4X ENCLOSURE ASSEMBLY ELECTRICAL CONTROL ENC/--,,.., YdSVAi ARI,/ TOP BOARD (PUMP 1/MASTED) iIaI�Iala lvnum, aa ��£:�.:� �ala E" ■EEM m■m■ir rn.iaMEMO L1..J L I L it 1 MANUAL RUN i fr. 2 L1 BLACK NEUTRAL PUMP N WHITE BLACK PUMP1 GND GREEN GRN/YEL 5 _- GND l�1I�1 YELLOW II2 II I BLUE BLUE 0 523 POWER zda_JJo J� zW7 Pipe C -factor SOURCE �' af �W Z 1.00 1.00 Q W ZE z i w � c c a jr SILENCE BUZZER OLD l NEW WIRE COLOR MAP LEGEND FRW cab€ -SUPPLY CAME FACTORY I14STALtE17 CONTROL CABLE: TYPE TC� DIRECT BURIAL, SIX CONDUCTOR PIN FUNCTION 2000S EXTREME 1 MANUAL RUN RED BROWN 2 L1 BLACK RED 3 N WHITE BLACK 4 GND GREEN GRN/YEL 5 ALARM FEED ORANGE YELLOW 6 1 ALARM RETURN I BLUE BLUE BOTTOM BOARD (PUMP 2/5LAVE) 0 0 0 0 WP -2 0 0 015 )QOCxJClOC " Enter information where locations are blue" calculated locations, no entry required" Must have the preliminary design of PS system prior to analysis with this spreadsheet Design clow as determined from Phase 1 -Sewer Computations 1,125 GPD- Building 1 Flow 1,125 GPD Total 1 Spm - - 2.5 pump peaking factor 1.95 gpm - pump station target design flow 13.20 gpm - pump design capacity -calculated -one pump running 9.50 gpm - pump design capacity -calculated tw o pumps running Total Dynamic Head Calculations Suction water surface elevation 624.00 feet - - Discharge watersurface elevation 620.50 feet discharge pressure'' 0.00 feet Opsi Static head -3.5 feet Pine Information Size (in) tvoe location Pipe 1 'i 1/4 PVC wetwell piping Pipe 2 Pipe 5 PVC force main Pipe 3 Butterfly Valve `- - Loss Loss Pipe 4 1 -- - - ---f- ---.. Pipe 5 _Loss (feet) 45° Bend--- -� Pipe 6 22.50 Bend -- (feet) (feet) 11.25° Bend Pipe 1 Pipe 2 Pipe 3 Pipe 4 pipe 5 Pipe 6 Pipe length (feet) _ 0 523 Pipe diameter (inches) _4 1,25 2.00 Pipe C -factor 120 120 Portion of Flow 1.00 1.00 Cross-sectional area (feet) 0,009 0.022 0.10 1 Sum of losses in fittings 6.45 Hydraulic radius 0.026 0,042 Other miscellaneous losses 0.21 0 0 Number of fittings for each oiae Ptanp comparison Chart I - Station Head Cure � Pump i s E -One Extreme Pump 190.00 180.00 170.00 160.00 150.0') 140.00 130.00 120.00 110.00 100.00 TQii 90.00 Odee() 80,00 70.00 60.00 50.00 40.00 3000 20.00 10.00 0 B 10 11 12 13 14 15 16 17 1$ Flaw {gpm } SEWER COMPUTATIONS Project: Graystone Industrial Center Calculated by: RLK tate: 5/1712019 JIM.: 2760GC Revised: 6119/2019 Flow rates per use listed below are per: Frederick Water's Sew er Calculations" Table 3 of the VA SCAT Regulations "* Factories per person/shift 11.45 acres 75 employees 1,125 gpd or 0.78 gpm Peaking Factorl 2.5 1.95 gpm Building 2 I f.571 acres 100employees 1,500 gpd or 1.04 gpm Peaking F-Worl 2.5 2.60 gpm Total Flow s Total Proposed System Flow 2,625 gpd Total Proposed System Flow 2 gpm peaking factor 2.5 5 gpm pump Building 1 w 01 gravity flow into sew er collection system Building 2 w ill flow by private pump station/RN to proposed gravity sew er system. Private stations are regulated by VA DEQ, not Frederick Water. DEC! perrrit needed if station is over 2,000 GPD, No DEQ permit required. Head Loss Calculations 9.95 aDm target 14.5 anm actual Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 Pipe 6 Gate Valve 1 Pipe 5 Plug Valve (99% open) 1 Flow Butterfly Valve `- - Loss Loss - Swing Check. Valve -- ----- -� ---- 1 -- - Loss 90°Bend 4 _Loss (feet) 45° Bend--- -� 9 22.50 Bend -- (feet) (feet) 11.25° Bend - 0 Tee (through)_ 0 0 Tee (side out) 1 Cross (through) -- -- -- --- - 1 Cross (side out) 0 - Reducerlincreaser 1 2 Discharge to air 0.10 1 Sum of losses in fittings 6.45 2.80 0 3 Other miscellaneous losses 0.21 0 0 0 Sum of minor fosses (K) 6.45 2.80 0.14 0.35 Ptanp comparison Chart I - Station Head Cure � Pump i s E -One Extreme Pump 190.00 180.00 170.00 160.00 150.0') 140.00 130.00 120.00 110.00 100.00 TQii 90.00 Odee() 80,00 70.00 60.00 50.00 40.00 3000 20.00 10.00 0 B 10 11 12 13 14 15 16 17 1$ Flaw {gpm } SEWER COMPUTATIONS Project: Graystone Industrial Center Calculated by: RLK tate: 5/1712019 JIM.: 2760GC Revised: 6119/2019 Flow rates per use listed below are per: Frederick Water's Sew er Calculations" Table 3 of the VA SCAT Regulations "* Factories per person/shift 11.45 acres 75 employees 1,125 gpd or 0.78 gpm Peaking Factorl 2.5 1.95 gpm Building 2 I f.571 acres 100employees 1,500 gpd or 1.04 gpm Peaking F-Worl 2.5 2.60 gpm Total Flow s Total Proposed System Flow 2,625 gpd Total Proposed System Flow 2 gpm peaking factor 2.5 5 gpm pump Building 1 w 01 gravity flow into sew er collection system Building 2 w ill flow by private pump station/RN to proposed gravity sew er system. Private stations are regulated by VA DEQ, not Frederick Water. DEC! perrrit needed if station is over 2,000 GPD, No DEQ permit required. Head Loss Calculations 9.95 aDm target 14.5 anm actual Velocity Calculations Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 Pipe 6 Flow Flow Velocity Loss Loss Loss Loss Loss TDH -- (gpm) _Loss (feet) (feet) (feet) (feet) (feet) (feet) (feet) 0 0 0 0 0 0 0 0 -- 1 01.01 0.03 0 0 0 0 0 2 0.03 0.10 0 0 0 0 0 3 0.08 0.21 0 0 0 0 0 4 0.14 0.35 0 0 0 0 6 5 0.21 0.53 0 0 0 0 1.83 6 0.30 0.74 0 0 0 0 0.82 7 0.41 0.99 0 0 0 0 0 0 0.53 1.27 0 0 0 0 0 _8 9 0.67 1.58 0 0 0 0 0 ---- 10 0.83 1.92 0 0 0 0 0 11 1.00 2.29 0 0 0 -- 0 14 12 1.18 2.69 0 0 0 0 0.38 13 1.39 3.13 0 0 0 0 1.01 - 14 1;61 3.59 0 0 0 0 1.69 _ 15 1.84 4.08 0 0 0 0 2.42 16 2.09 4.60 0 0 0 0 3.19 17 2.36 5.14 0 0 0 0 4.00 18 2.64 5.72 0 0 0 0 4.86 Velocity Calculations environmendone CORPOR TJOM LMO©0114 REV. A NUD E ro CZ: CN<N o 67 a) -1 a) efl 4? r x dna Qm 0 u_ z F--1 000- WzW UJ za UJ 0 � W 0 F_ W a_ D LU Q LU z w z UJ U J Q D Z U [r s f" Z !�2 0 ❑ 02 JJ 03 LLl I ­_z 3 0 z (L 0 LL F U) SP NUMBER: #26-19 Rev. No. IDate 07 1 01120/2020 THop RA Y L. KEPLER Lic. No. 32803 K-tON At DATE: 06/28/2019 SCALE: H: 1" = 50' V:1"=5' DESIGNE=D BY: TTC FILE NO. 2760GC SHEET 37 OF 59 �-d9 Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 Pipe 6 Flow Velocity Velocity Velocity Velocity Velocity Velocity (gpm)(fps) (fps) (fps) (fps) (fps) (fps) a 0 0 0 0 a 0 -1 0.26 0.10 0 0 0 0 2 0.52 0.20 0 0 0 0 3 0.78 0.31 0 0 0 0 4 1.05 0.41 0 0 0 0 5 1.31 0.51 0 0 0 0 6 1.57 0,61 0 0 0 0 7 1.83 0.71 0 0 0 0 8 2.09 0.82 0 0 0 0 9 2.35 0.92 0 0 0 0 10 2.61 1.02 0 0 0 0 11 2.88 1.12 0 0 0 0 12 3.14 1.23 0 0 0 0 13 3.40 1.33 0 0 0 0 14 3.66 1.43 0 0 0 0 15 3.32 1.53 0 0 0 0 16 4.18 1.63 0 0 0 0 17 4.44 1.74 0 0 0 0 18 4.71 1.84 0 0 0 0 environmendone CORPOR TJOM LMO©0114 REV. A NUD E ro CZ: CN<N o 67 a) -1 a) efl 4? r x dna Qm 0 u_ z F--1 000- WzW UJ za UJ 0 � W 0 F_ W a_ D LU Q LU z w z UJ U J Q D Z U [r s f" Z !�2 0 ❑ 02 JJ 03 LLl I ­_z 3 0 z (L 0 LL F U) SP NUMBER: #26-19 Rev. No. IDate 07 1 01120/2020 THop RA Y L. KEPLER Lic. No. 32803 K-tON At DATE: 06/28/2019 SCALE: H: 1" = 50' V:1"=5' DESIGNE=D BY: TTC FILE NO. 2760GC SHEET 37 OF 59 �-d9 640 635 630 625 620 615 640 11 f0 (0 II If 11 11 (!J - II 640 635 I1 11 Yqg 635 104 I -. _.- - -- - 0007 635 - I , PRESCRIPTIVE N -- 0 630 0z z z EASEMENT I , z +z i f Il EXISTING 630 z (D> +0zz- >> 7 >> 0 GRADE 630 0 C I I I Of w 101 1$„ D Q W I , PROPOSED 625 OC _ GRADE 625 EXISTING U p LL z GRADE PROPOSED co -� -� 625 I I GRADE ADS NA 2 @ 1.00 0 ca If 625 -15�R I I a QQ� ` o 615 615 610 SEE NOTE V27 ON SHEET 2 I < - Lu - 610 - - - FOR ADDITIONAL REQUIREMENTS. W Lu - Z Lu -- - - - --- 82{7 I m f F- -., 620 z W EXISTING in _ _-------- - - GRADE I X - - .. 0 100 I I 00 LU 605 Q 645 dZ z O i_.. -- - - (0 i': r ❑ W ❑ m w I I fro fro <= II II 615 11.1 Q� am0zz zi Lnma 615 - .- -. 0 o7 + b>>> + aDa - c>7 Clwzzz ry, C3�Z - - - - - - - -- - - - - - ^-- NGLir 00 r- 1 -.ti 600 9+50 10+00 10+50 11+00 a r CL r 04 i 610 f 610 RCp 141 @ 1.16% 605 221' - 3' 605 i 10' CL I RIP I RAP 600 H 600 m Lu o 0 0 cc 595 LO I LO I,': w'rc�, 595 r 0 d 'Q (q fSJ co uf3lue�'o rfl r-- uu CD C) � m'azz +� +N>>> C) z �" z z Z 590 590 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 640 635 630 625 620 615 640 11 f0 (0 II If 11 11 (!J - II 640 635 I1 11 635 i 104 112 -. _.- - -- a 0007 GRADE - 630 N -- 0 630 0z z z +z z --_- CAS z +z i f Il EXISTING 19 z (D> +0zz- >> 7 >> 0 GRADE C)zZ 0 C Q. Of w L.�.. 1$„ D Q W < PROPOSED 625 OC _ GRADE 625 EXISTING U p LL z GRADE 631 - A'%b 620 -� -� ADS N-12 620 HGL ADS NA 2 @ 1.00 0 @ 0.76% -15�R �ti QQ� ` 615 615 610 Lli - Lu - 610 - - - Lu - I Lu -- - - - --- - -�--- - F- W in _ _-------- - - UJ ' z - - .. 0 m 00 a 605 Q 645 (`o a O i_.. -- - - (0 i': r ❑ (o ❑ m w I I fro fro <= II II 11.1 Q� am0zz zi Lnma 0110 - .- -. 0 o7 + b>>> + aDa - c>7 Clwzzz ry, C3�Z - - - - - - - -- - - - - - ^-- 6q0 00 r- 1 -.ti 600 9+50 10+00 10+50 11+00 STR 104 - STR 112 v v v v — v v v v v v 640 -- D10 635 106 C'4 O0 fo f [L 630 a k 625 620 i 615 610 605 600 -0+50 l/ Y Y Y 1,/ l/ 1i/ Y Y V Y Y Y Y Y -W - - 640 640 - I D11 ca m 635 635 II -- n 124 T, 11 f0 (0 II If 11 11 (!J - II C7 - - I1 11 11 PROPOSED -- ---- -. _.- - -- a 0007 GRADE - ('10 �;a -- - -- 0 0 0z z z +z z --_- CAS z +z i f 11 04 EXISTING v�a z (D> +0zz- >> � - >> 0 GRADE C)zZ � C < Of w L.�.. 1$„ D Q W < MIN. OC _ Z (If U p LL z 631 - A'%b -� -� ADS N-12 r� '�' ) ADS NA 2 @ 1.00 0 @ 0.76% -15�R ps Lu -- - - - --- - -�--- - F- _ _-------- ---- ' z - - 0 - - a O i_.. -- - - - ❑ m w zi 0110 - .- -. 0 o7 _ _ -- - c>7 ri ry, en t Ln T- c1 0D r- - - - - - - - - -- - - - - - ^-- -- 00 r- 1 -.ti --- - - ------ -- r � CL r CL 11 11 f0 (0 II If 11 11 (!J - II -_ -_ - - - ,1 f l C0 11 11 p� [^ - - ---- -. _.- - -- r 11 r70 60 co •-- z-- ('10 �;a -- - -- (,;a 0 0z z z +z z --_- CAS z +z i f 11 04 0zz v�a z (D> +0zz- 0+00 0+50 1+00 1+50 2+00 2+50 3+00 STR 100 -124 630 630 625 625 620 620 615 615 610 610 605 605 600 3+50 -0+50 EXISTING D12 D13 N� 0 L EXISTING C0 08 o GRADE o PROPOSED GRADE Ln c„ 11 O - - - - =._ 1-1z° AD5 N-12 @ 0.50°1° 150716 ADS N-12 @ 0.50°1° w f C7 j U) �jcbv [^ - - (D IllloinlLD LO LO a}l co •-- z-- - f � FIS�10 LLJW CAS I I fro (0 i f 11 04 0zz v�a z (D> +0zz- >> � - >> 0 J C)zZ � 0+00 0+50 640 635 630 625 620 615 "C �CO L6 (0 Lf) 11 II STR 108 Z Z 1+00 1+50 2+00 2+50 - 640 D 1 4 635 630 625 620 i I 615 610 ❑I CJmi I _I CL (6 0-) 605 z (0 N II II L0 0 z +zz 3+00 3+50 0 �z '11►_ Z Lu Z UJ V 145' - 30" ADS W12 @ 0.50°1° __ . ' SP NUMBER. #26-19 610_ - 30" pas N-12 610 I -- -- - - _ 0.60° - -- 140' 77" ADS N-12 @ 94' - -- - .- -. Rev. No. Date 07 01/20/2020 30" ADS N-12 @ - - - - - ---- -- -- I I — - - Ln 605 605 -- - � [25 � � - - - V <6q5- -_ — - - t -aa�r L KEPLER Lu -- 4 --__---- Lu o�- cr)�- � _ - - Lic, N0.32809 C0 (�] M - r i� f 7 (�7 (+7 r_ L(7 N r `r' •Y - 6qq' f g� u� r' C"3 .� .y .� i v r ��_..a0d L!]cQ u] cq r r C5 r 6 m LO � LD N r- f0 1-. Ln o so 600 (0 f0 - � 0] r C'7 - - - (� [V rN (+7 r - r - rm- L0 (7 (9—p©fa 0) L-] _ co C) co .= 1- � w N ui I - i - a f0 ri � --- - - 1 ❑ cs s � ai W � 11 SAL W foo SOD co co W co LU to E w too cro i I LLl I I � _� - -- I l LLl I I ED rD I I I ct II II it 11 II d II II co f� LV F- � U3 F- co U) F- -- - ! N ff] F- I - -- CO - 11 If 0 �� fl I1 II NQS li Il p�Q= II --- - �04� II II 1f 0mpzz coa z C6 z Nff]a 1�m�zz rm0z - _ Ic�mp? -- -- -- z ©ATE: 06!2812019 +Lo ON! +777 + o» +c0>» +r�>7> +c�7> - +o> >? }' C) 7ZZ; c ZZ T(Q Z� '0CDZZZ ID �fDZZ Z 595 - _ - r _ _ - 595 u) 0' -- -z: _ - - - SCALE: H` - 5 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 V: 1" 5' STR 101 - STR 109 DESIGNED BY: TTC FILE NO. 2760GC 50 25 0 50 100 SHEET 39 OF 59 SCALE: 1" = 50' 19_09 'ice 1u U) LLJW Z U U] 1 J w (r � �.I � - -C z (D 0 J CI -cl� � C < Of w L.�.. Cid D Q W < OC z Z (If U p LL z 0 r� '�' ) 145' - 30" ADS W12 @ 0.50°1° __ . ' SP NUMBER. #26-19 610_ - 30" pas N-12 610 I -- -- - - _ 0.60° - -- 140' 77" ADS N-12 @ 94' - -- - .- -. Rev. No. Date 07 01/20/2020 30" ADS N-12 @ - - - - - ---- -- -- I I — - - Ln 605 605 -- - � [25 � � - - - V <6q5- -_ — - - t -aa�r L KEPLER Lu -- 4 --__---- Lu o�- cr)�- � _ - - Lic, N0.32809 C0 (�] M - r i� f 7 (�7 (+7 r_ L(7 N r `r' •Y - 6qq' f g� u� r' C"3 .� .y .� i v r ��_..a0d L!]cQ u] cq r r C5 r 6 m LO � LD N r- f0 1-. Ln o so 600 (0 f0 - � 0] r C'7 - - - (� [V rN (+7 r - r - rm- L0 (7 (9—p©fa 0) L-] _ co C) co .= 1- � w N ui I - i - a f0 ri � --- - - 1 ❑ cs s � ai W � 11 SAL W foo SOD co co W co LU to E w too cro i I LLl I I � _� - -- I l LLl I I ED rD I I I ct II II it 11 II d II II co f� LV F- � U3 F- co U) F- -- - ! N ff] F- I - -- CO - 11 If 0 �� fl I1 II NQS li Il p�Q= II --- - �04� II II 1f 0mpzz coa z C6 z Nff]a 1�m�zz rm0z - _ Ic�mp? -- -- -- z ©ATE: 06!2812019 +Lo ON! +777 + o» +c0>» +r�>7> +c�7> - +o> >? }' C) 7ZZ; c ZZ T(Q Z� '0CDZZZ ID �fDZZ Z 595 - _ - r _ _ - 595 u) 0' -- -z: _ - - - SCALE: H` - 5 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 V: 1" 5' STR 101 - STR 109 DESIGNED BY: TTC FILE NO. 2760GC 50 25 0 50 100 SHEET 39 OF 59 SCALE: 1" = 50' 19_09 om E RiNN� Jc CCD N _ cltC) N -0C T3> t Lo C _ CTs , ■ r ill Iy z a , a z w i t Z Lu N." Lu w 645 645 z 640 i - - -- - ---- ----- 640 115 116 117 - - 118 119 _ ! 120 �_--- -- ! ------ - ; 121 --- - 635 ! -- - 635 0 - -------._ rn ' LOI LO rn LO 00 C14 r - N- - cy EXISTING GRADE - cII CD ? II La - - -- -`IIlI W■ IL ~ a. 9114 a ! IZ a 1- � � - a 630113 ---� - _ - - - - - - -- -- � - � ROPOSEQ � I - 1630 f_ j GRADE 101LO co I N LO 61 y e } 625 l PROPOSED p GRADE w z / _ I _ , - ttGL 625 1$" 112. -15 ADS N-12 w 120° - 15" }1D5 K-12 @ 0.75°l° @ 0.50% r y - 0.750!0 MIN. 120' - 18" Ai�S N-12 @ 670 _ r f 620 z J 175°l0LLJ 1y.12 @ Z ,"'N• 120' 48 x DS V EXISTING� -- _ < U) Z w _ t GRADE Q 120' - 24" ADS N-12 @ 0.50% - k-. — --- J 0 {] Ems-' 106 - 24" ADS N-12 0.5[' % _ - - - IZ _ 615 'e_ 4 {� r @ ' 615 d u7 HGL --- - - -' LL a" �- - _ - -- -- - _ -_ - - afW - r W (13� @ 1.25°I° 610C3S N-12 163' - 24°' A -- ---- - - 610 - - 99' - 30":3S N -12-I- 0.52 v° - _ � a � < W — 605 - - - a 605 U w W I „w . z 600 w w _ - - - w -- w ul w 600 - - - - -- - i� - - L � - - _ . C) C7 — w c� w - .- - { J C7 L"i C7 i C7 0 Lu i - - ch - W -- a o w a -. --- - N- v - N r _ a a t11 J ��I c0 — - c0 r= - c0 a 00 " = in EL `n = Cn Ifs �n r rcn (0 E2, ISN rN �Nr �N r•r - _ rr r r r c0 595 (0 .__.._. r ..� - _ _- 0U `-' r r '�.}-^' '-' i 00 +.r i : LO +� — r, i r 595 i ._ h` [D cG �_ °0 hr- ,- r; T Cfi tD - �+ - CD I+ r_� ri -t� m r. _ (,j � I M _!ter ... h- r'- II ❑ (0 II [[ II — — — ! - - _--.� _._— C7 CO N I w II LD tD CD II W II © (-0 (6 fJj If 1 �I, (D 00 _ ,:w II c1D - d (0 w II cND C3 (D C -ti llj II xND (ND C'7 f Llj II coN tN0 f1J II U) I- II II coII d p" s ��. -9 N CO I- tt7 II - d� U) I- Ii N U) U] 19 d0 N U) I- �p II d� — I I N U) I- (D II d� N W H S4 II N Cr1 F- II d U) )- d� vaapzZ 0ico0Z �M0 uimpZz 1-: z r p]pz ! .-mOz .Q� `- �-mpz cliCID cJ_ CA (0 f--_ 00_ C)_ N_ tt_ Oz cD- r-- 0 + N ' b > 7 _ + c7 > > + C7 `1 >> + EO>> + c0>> - - + OD>> + bo>> + oD>> - + EO> Cm, tvZ Z Z a cQ ZZ r " _ _ N ct) Z Z r f - _ �'%tDZZZ r �. `t�T Z� r w. _ z �Z Z -� ti- ..,.._ ` - I` ZZ r .. _ �ZZ r - - - ttZZ r .__. - _ ��tZ N �. 590 �_ _ 590 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 STR 101 - STR 121 SP NUMBER: #26-19 0 Rev. Na. Date 07 01120/2020 H op U RAINY L. KEPLER LJC. No 32809 U 0 1Z C) c]`k `r0NAL [SATE: 0612812019 SCALE: H: 1„ 50' DESIGNED 8Y: TTC 50 25 0 50 100 FILE NO. 2760GC SHEET 40 OF 59 SCALE: 1" = 50' 19-09 C\2 Lr) n ao as tf] C 0 C l�.T C t3] r ■ Lo 0 f] .o Co r (D LL i a z 4--i ON ■ • .z , Lu HLu _` • z F+� W BC2 BC1 C1 3 635 635 635 635 635 635 635 635 N Ln CV2 �'4 i1 CV1 m PRESCRIPTIVE ri 0- 0)0 EASEMENT o, O 630 630 630 N 630 630 CY) 630 630 630LQ PROPOSED O CV5 GRADE EXISTING co 1i ❑ PROPOSED Uj GRADE a_ Q GRADE d ❑ F- tr r CD 625 625 �` 625 625 F- � 625 625 625 625 11 � a_625 Z m co EXISTING 1r HGL- PROPOSED GRADE a- EXISTING � GRADE � GRADE — — — EXISTING J HGL PROPOSED HGL GRADE GRADE 620 620 620 HGL 620 620 620 620 520 ss' _ 36" X 60" BOX � � - j 22' - 15" I ' l gE3L 5t 1° — � W CULVERT @ 0.B9% — — — , P� 'l°' _ ADS 41-12 1.1 B% 5' CL I RIP ' --- - - @ WIPE MAY NOT 20' DLI RAP i _ EXTEND INTO z V 615 RIF' RAP 615 61551 .34" x 63" 615 CF to 615 615 615 3 EASEMENT, TIE EX. ROADSIDE 615 4tS E 1` 3$ @ j i DITCH INTO W [/7 Z z � _ PROP. INVERT 0 20' CL I RIP _ Lr' N RAP C� Ln N - r w 0 J < �[ 610 M 0 610 610 M (o 0 610 LO � � 610 �- `' w 'r' w 610 610 - — _ _ � � 610 IrL' CL � �� �� �I - 11 II 0D IA n II 11 rr4 o� �n II v� 110 n 11 [j o LL �'�/ � LJJ 11. U) Z Z) 0 0 0> Ed Z Lf ]> a O ® "o Q> rli r> c`"vii - 00 6 O> N> ] Z 0> to> 2 � W 605 ©Z D 605 605 0 QZ 605 605 C) 605 605 a- Oz 605 U) C L -0+50 0+00 0+50 1+00 1+50 -0+50 0+00 0+50 1+00 -0+50 0+00 0+50 1+00 -0+50 0+00 0+50 1+00 2 � 0 Q © W BC1 -BC2 CV -CV2 CV3-CV4 CV5-CV+6 ; WW z z Q� — o LL W W Culvert Design Tue Jun 25 13:43:38 2019 Culvert Design Mon Sep 9 12:43:14 2019 Culvert Design Tue Jun 25 13:57:57 2019 Culvert Design Fri Oct 18 10:35:21 2019 z 0 Design Parameters Design Parameters Design Parameters Design Parameters Section Section Section Section Shape: Box Shape: Circular Shape: Circular Shape: Circular Material: Concrete Material: Concrete Material: ADS N-12 Material: ADS N-12 Rise: 36.00 in Diameter: 42.00 in Diameter: 15.00 in Diameter: 15.00 in Width: 60.00 in Manning's n: 0.0130 Manning's n: 0.0120 Manning's n: 0.0120 Manning's n: 0.0130 Number of Barrels: 2 Number of Barrels: 2 Number of Barrels: 1 i 111 Number of Barrels:. 2 Inlet Inlet Inlet (D Inlet Inlet Type: Square Edge, 30 to 75 Degree Wingwall Flares Inlet Type: End Section Inlet Type: Inlet Type: Square Edge, 30 to 75 Degree Wingwall Flares Ke: 0.40 Ke: 0.40 Ke: 0.70 Ke: 0.40 Inverts Inverts Inverts Inverts Inlet Invert Elevation: 616.200 ft Inlet Invert Elevation: 620.360 ft Inlet Invert Elevation: 619.870 ft Inlet Invert Elevation: 620.000 ft Outlet Invert Elevation: 615.500 ft Outlet Invert Elevation: 619.320 ft Outlet Invert Elevation: 619.610 ft Outlet Invert Elevation: 619.500 ft Length: 51.000 ft Length: 13.070 ft Length: 22.300 ft Length: 56.000 ft Slope: 1.37 % Slope: 7.96 % Slope: 1.17 SP NUMBER: #26-19 Slope: 0.89 % 0 Rev. No. Date Culvert Calculation Culvert Calculation Culvert Calculation `! Culvert Calculation Discharge: 126.0496 cfs Discharge: 2.2700 cfs Discharge: 2.5182 cfs 06 1012112019 Discharge: 126.4700 cfs Headwater Elevation: 620.500 It Headwater Elevation: 620.994 ft Headwater Elevation: 620.693 ft Headwater Elevation: 622.631 ft Tailwater Elevation: 0.000 ft Tailwater Elevation: 0.000 ft Tailwater Elevation: 0.000 ft Tailwater Elevation: 0.000 ft Downstream Velocity: 12.46 ftls Downstream Velocity: 8.74 ft/s Downstream Velocity: 7.91 ft/s 'tH 4� Downstream Velocity: 9.73 ft/s Downstream Flow Depth: 1.821 ft Downstream Flow Depth: 0.203 ft Downstream Flow Depth: 1.170 ft Downstream Flow Depth: 1.300 ft Flow Control Type: Inlet Control, Unsublsubmerged Flow Control Type: HY8 Inlet Control Flow Control Type: HY8 Outlet Control `O II Flow Control Type: HY8 Inlet Control - RA t Y L EPL ' Lic. N0. 32809 �01 Z -YM 1 t -z0v v /NAL DATE: 06/28/2019 SCALE: K 1" = 50' LO V:1"=5' DESIGNED BY: TTC 50 25 0 50 100 FILE NO. 2760GC SHEET 42 OF 59 SCALE!: 1" - 50' 19-09 STORM INLET CALCULATIONS Inlet (AC) (AC) C CA I Q (in/hr) (Cfs) E (°/Q} Qr (Cfs) Sag Ponding Depth Structure Length Inlet ID (ft) Prandin Depth (Ponding Depth g) De P 50% Clogged Naive ( (ft} STR 101 DI -7 -TYPE 1 3.25 0.60 0.43 0.26 6.5 1.68 1009 1.68 0.13 0.21 STR 113 DI -7 -TYPE 1 3.25 0.92 0.39 0.36 6.5 2.33 100°/ 2.33 0.16 0.26 STR 114 DI -7 -TYPE 1 3.25 0.64 0.51 0.33 6.5 2.12 100'x° 2.12 0.15 0.24 STR 116 DI -7 -TYPE 1 3.25 0.78 0.78 0.61 6.5 3.97 100% 3.97 0.37 0.23 STR 117 DI -7 -TYPE 1 3.25 0.76 0.78 0.59 6.5 3.83 100% 3.83 0.23 0.37 STR 118 DI -7 -TYPE 1 3.25 0.76 0.78 0.59 6.5 3.83 10010 3.83 0.23 0.37 STR 119 DI -7 -TYPE 1 3.25 0.76 0.78 0.59 6.5 3.83 10i70/0 3.83 0.23 0.37 STR 120 DI -7 -TYPE 1 3.25 0.72 0.77 0.55 6.5 3.60 100yo 3.60 0.22 0.34 STR 121 DI -7 -TYPE 1 3.25 0.41 0.55 0.22 6.5 1.45 100% 1.45 0.12 0.19 STR 103 DI -7 -TYPE 1 3.25 0.24 0.58 0.14 6.5 0.91 100% 0.91 0.09 0.14 STR 104 DI -7 -TYPE I 3.25 0.78 0.76 0.6 6.5 3.87 100% 3.87 0.23 036 STR 112 DI -7 -TYPE 1 3.25 0.90 0.77 0.7 6.5 4.52 100% 4.52 0.25 0.40 STR 106 Di -7 -TYPE 1 3.25 0.67 0.79 0.53 6.5 3.42 100% 3.42 0.21 0.33 STR 107 DI -7 -TYRE) 3.25 0.64 0.79 0.51. 6.5 3,30 100% 3.30 0.20 0.32 STR 108 DI -7 -TYPE 1 3.25 1.20 0.57 0.68 6.5 4.43 1009 4.43 0.25 0.39 5TR 124 NYP-12 NA 0.53 0.44 0.2332 6.5 1.52 1009 1,52 0.25 0.90 D9 NYP-15 NA 0.04 0.65 0.02 6.5 0.15 100% 0.15 0.05 0.08 Curb Cut No. Width (ft) DA (Ac.) CNICfsj Flow Slope (%) ?(slope (%) Spread (ft) Depth (i n) CC 1 3 0.11 0.77 0.53 0.70 4,00 3.85 1.9 CC 2 3 0,11 0.77 0.53 0.70 4.00 3,85 1,9 CC 3 3 0.06 0.73 0.28 0.70 4.00 3.03 1.5 CC 4 3 0.20 0.75 0.95 0.70 4.00 5.58 2.7 CC 5 3 0.20 0.75 0.95 0.70 4.00 5,58 2.7 CC 6 3 0.20 0.75 0.95 0.70 4.00 621.15 RD37 CC 7 3 0.22 0.76 1,09 0.70 4.00 6.12 2.9 Cc 8 3 0.22 0.76 1.09 0.70 4.00 6.12 2.9 Building 1 Building 2 Roof Drain Inv at Building Inv at Main Roof Drain Inv at Building Inv at Mai RD28 623.50 620.37 RD1 626.00 625.00 RD29 623.50 620.87 RD2 626.00 617.31 RD30 623.50 621.38 RD3 624.70 617.90 RD31 623.50 621.88 RD4 624.70 618.59 RD32 627.00 625.19 RD5 624.70 619.03 RD33 627.00 625.44 RD6 624.70 619.54 RD34 627,00 625.69 RD7 624.70 619.98 RD35 627,00 625.79 RD8 624.70 620.56 RD36 627.00 626.04 RD9 624.70 621.15 RD37 627.00 626.29 RD10 624.70 621.70 RD38 627.00 622.63 RD11 624.70 622.34 RD39 1627.00 622.40 RD12 624.70 622.89 0.00 RD13 627.00 623.47 7 5.74 27.81 RD14 627.00 623.67 2.00 24 37.26 RD15 628.00 623.76 ADS N-12 STR 116 STR 115 RD16 628.00 622.15 3.10 7 5.84 RD17 628.00 622,79 106.14 0.50 24 RD18 628.00 623,32 0.31 ADS N-12 STR 117 RD 19 628.00 623.89 0.59 2.49 6 RD20 628..00 624.28 616.97 120.02 0.50 RD21 628.00 624.68 0.32 0.32 ADS N-12 RD22 628.00 625.07 0.78 0.59 1.90 RD23 628.00 625.46 6213.77 618.67 119.99 RD24 628.00 625,82 9.38 0.21 0.21 RD25 628.00 626.21 0.76 0.78 0,59 RD26 628.00 626.60 8.06 622.27 621.37 RD27 1628.00 1627.45 18 STORM SEWER PIPE CALCULATIONS Inlet No. From To DA (Acres) Runoff Coef` C CA (Increm.) CA (Accum.) Tc (min) ) Rainfall (in/hr} Runoff Q, (cfs) Invert p ft ) Invert Down (ft} Length (ft) Slope {f°} Diameter (in) Capacity (cfs) Velocity (fps) Increm Flow Time (min) Flow Time (min) Pipe Material STR 101 STR 100 0.92 0.39 0,36 12.90 9 5.33 68.73 607.56 605.00 220.83 1.16 36 77.25 10.04 0.32 0.37 RCP III STR 113 STR 101 0.60 0.43 0.26 5.43 8 5.59 30.34 608.17 607.66 98.67 0.52 30 34.36 6.18 0.22 0.27 ADS N-12 STR 114 STR 113 0.64 0.51 0.33 5.17 7 5.68 29.34 611.81 609.77 162.85 1.25 24 29.51 9.34 0.29 0.29 ADS N-12 STR 115 STR 114 0.00 0.50 0,00 4.84 7 5.74 27.81 615.19 612.91 113.94 2.00 24 37.26 8.85 0.15 0.21 ADS N-12 STR 116 STR 115 0.78 0.78 0.61 3.10 7 5.84 18.13 1 616.87 616.34 106.14 0.50 24 18.63 5.77 0.31 0.31 ADS N-12 STR 117 STR 116 0.76 0.78 0.59 2.49 6 5.95 14.83 617.57 616.97 120.02 0.50 24 18.64 6.20 0.32 0.32 ADS N-12 STR 118 STR 117 0.76 0.78 0.59 1.90 6 6.02 11.46 6213.77 618.67 119.99 1.75 18 16.19 9.38 0.21 0.21 ADS N-12 STR 119 STR 118 0.76 0.78 0,59 1.31 6 6.14 8.06 622.27 621.37 120.01 0.75 18 10.60 6.22 0.32 0.32 ADS N-12 STR 120 STR 119 0.72 0.77 0.55 0.72 6 6.28 4.54 623.52 622.62 120.00 0.75 15 6.52 5.42 0.37 0.37 ADS N-12 STR 121 STR 120 0.33 0.52 0.17 0.17 5 6.50 1.10 624.18 623.62 112.33 0.50 15 5.32 3.24 0.58 0.58 ADS N-12 D6 STR 115 0 0.0 0.00 1.74 7 5.85 10.16 621.0+0 616.69 66.35 6.49 18 31.20 14.96 0.07 0.07 ADS N-12 D7 D6 0.54 0.85 0.46 1.74 6 6.01 10.44 623.20 621.10 210.14 1.00 18 12.24 7.30 0.48 0.48 ADS N-12 D8 D7 0.78 0.85 0.66 1.28 6 6.26 7.98 624.95 623.30 240.21 0.69 18 10.14 5.98 0.67 0.67 ADS N-12 D9 D8 0.73 0.84 0.62 0.62 5 6.50 4.00 626.70 625.20 199.67 0.75 15 6.52 5.28 0.63 0.63 ADS N-12 STR 102 STR 101 617.94 18 10,10 7.11 8 5.42 3855 609.33 607.66 168.78 0.99 30 47.55 7.85 0.28 0.35 ADS N-12 STR 103 STR 102 0.24 0.58 0.14 5.40 8 5.52 29.82 610.27 609.43 140.29 0.60 30 37.09 6.07 0,29 0.38 ADS N-12 STR 104 STR 103 0.78 0.76 0.60 5.26 8 5,59 29.42 610.93 610,37 93.55 0.60 30 37.03 5.99 0.20 0.25 ADS N-12 STR 112 STR 104 0.90 0.74 0.66 0.66 5 6.50 4.31 619.58 617.25 25.70 9.07 15 22.67 13.50 0.03 0.03 ADS N-12 STR 106 STR 104 0.67 0.79 0.53 4.00 7 5.74 22.99 611.75 611.03 144.61 0.50 30 33.80 4.68 0.34 0.51 ADS N-12 STR 107 STR 106 0.64 0.79 0.51 2.64 7 5.89 15.56 613.06 612.25 134.75 0.60 24 20.42 4.95 0.33 0.45 ADS N-12 STR 108 STR 107 1.20 0.57 0,68 2.13 6 6.07 12.95 613.80 613.16 128.64 0.50 24 18.59 4.12 0.36 0.52 ADS N-12 STR 109 STR 108 2.10 0.40 0.84 0.84 5 6.50 5.45 619.63 614.55 143.86 3.53 15 14.15 4.44 0.23 0.54 ADS N-12 D12 STR 108 623.30 STR 104 613.07 0.61 6 6.08 3.74 621.45 619.30 21.49 10.00 15 23.81 13.42 0.03 0.03 ADS N-12 D13 D12 0.36 0.85 0.31 0.61 6 6.29 3.86 625.31 624.56 150.07 0.50 15 5.32 4.46 0.56 0.56 ADS N-12 D14 D13 0.36 0.85 0.31 0.31 5 6.5+0 2.00 626.04 625.41 125.00 0.50 12 2.94 3.80 0.55 0.55 ADS N-12 D10 STR 106 0.83 6 6.22 5.18 619.77 618.32 42.57 3.41 15 13.89 9,95 0.07 0.07 ADS N-12 D11 D10 0.48 0.85 0.41 0.83 5 6.42 5.35 621.77 619.87 189.60 1.00 15 7.53 6.28 0.50 0.50 ADS N-12 STR 124 D11 0.76 0.56 0.42 0.42 5 6.50 2.75 622.50 622.02 63.31 0.76 12 3.62 4.77 0.22 0.22 ADS N-12 D1 STR 102 15.56 134.75 0.40 0.54 1.71 7 5.87 10.06 616.26 615.91 30.19 1.16 18 13.18 5.69 0.07 0.09 ADS N-12 D2 D1 0.39 0.85 0.33 1.71 6 5.97 10.23 617.92 616.36 138.02 1.13 18 13.01 7.68 0.30 0.30 ADS N-12 D3 D2 0.+62 0.85 0,53 1.38 6 6.15 8.51 619.89 618.02 208.00 0.90 18 11.61 6.77 0.51 0.51 ADS N-12 D4 D3 0.78 0.85 0.66 0.86 5 6.37 5.45 622,64 620.14 221.00 1.13 15 8.01 6.63 0.56 0.56 ADS N-12 D5 D4 0.23 0.85 0.20 0.20 5 6.50 1.28 623.51 622.89 82.99 0.75 12 3.60 3.97 0.35 0.35 ADS N-12 3.86 4.46 17,24 0.31 0.11 0 0.0 0.00 0.81 1.05 0.52 0.59 620.89 630.24 D13 625.56 15 3.86 150.07 0.32 0.48 4.46 0.08 2.00 3.80 7.59 0.22 0.08 0 0.0 0.00 0.16 0.20 0.10 0.58 626.14 630.50 D 14 626.21 HYDRAULIC GRADE LINE CALCULATIONS Inlet No. Outlet W.S.E. (ft) Do (in) Qo (cfs) Lo Sfo (ft) N Hf (ft) JUNCTION LOSS Final H (ft) Inlet W.S.E. (ft) Rim Elev (ft) Vo (fps) Ha (ft) Qi (Cfs) Vi (fps) QiVi Vi^2/2g Hi (ft) Angle (deg) K Hb (ft) Ht (ft) 1.3Ht (ft) 0.5Ht ('t) STR 101 1 607.67 36 68.73 220.83 0.94 2.07 10.04 0.39 38.55 7.85 302.78 0.96 0.34 86 0.7 0.67 1.40 0.70 2,77 610.44 30.34 6.18 187.53 0.59 78 0.7 0.40 618.85 STR 113 610.44 30 30.34 98.67 0.46 0.46 6.18 0.15 29.34 9.37 274.86 1.36 0,48 32 0.4 0.50 1.13 0.56 1.02 611.47 620.33 STR 114 611.47 24 29.34 162.85 1.35 2.19 9,34 0.34 27.81 8.85 246.10 1.22 0.43 84 0.7 0.85 1.61 0.81 3.00 614.46 622.87 STR 115 614,51 24 27.81 113.94 1.34 1.53 8.85 0.30 10.10 14.94 150.90 3.47 1.21 75 0.7 2.29 3.81 1.90 3.43 617.94 18.13 5.77 104.63 0.52 1 0.0 0.01 628.00 STR 116 617.94 24 18.13 106.14 0.57 0.60 5.77 0.13 14.83 6.20 91.89 0..60 0.21 0 0.0 0.00 0.34 0.44 0.22 0.82 618.77 627.95 STR 117 618.77 24 14.83 120.02 0.32 0.39 6.20 0.15 11.46 9.38 107.43 1.37 0.48 0 0.0 0.00 0.63 0.82 0.41 0.79 619.56 627.95 STR 118 619.87 18 11.46 119.99 1,06 1.27 9.38 0.34 8.06 6.22 50.11 0.60 0,21 0 0.0 0.00 0.55 0.72 0.36 1.63 621.50 627.95 STR 119 622.57 18 8.06 120.01 0.52 0.63 6.22 0.15 4.54 5.42 24.59 0.46 0.16 0 0.0 0.00 0.31 0.40 0.20 0.83 623.40 627.95 STR 120 623.62 15 4.54 120.00 0.44 0.53 5.42 0.11 1.10 3.24 3.57 0.16 0.0+6 0 0.0 0,00 0.17 0.22 0.11 0.64 624.26 627.95 STR 121 624.62 15 1.10 112.33 0.03 0.03 3.24 0.05 0.05 0.06 0.03 0.06 624.68 627.95 D6 617.94 18 10,10 66.35 0.76 0.50 14.94 0.87 10.38 7.30 75.75 0.83 0.29 76 0.7 0.55 1.71 0.85 1.36 619.30 630.90 D7 622.30 18 10.38 210,14 0.87 1.82 7.30 0.21 7.98 5.19 41.41 0.42 0.15 0 0.0 0.00 0.35 0.46 0.23 2,.05 624.35 631.45 D8 624.50 18 7.98 240.21 0.51 1.23 5.19 0.10 4.00 5.28 21.12 0.43 0.15 0 0.0 0.00 0.26 0.33 0.17 1.40 625.90 631.45 D9 626.20 15 4.00 199.67 0.34 0.68 5.28 0.13 0.13 0.17 0.08 0.76 626.97 631.40 STR 102 610.44 30 38.55 168.78 0.75 1.26 7.85 0.24 29,82 6.07 181.13 0.57 0.20 2 0.0 0.02 0.78 1.02 0,51 1.77 612.22 10.06 5.69 57.25 0.50 81 0.7 0.34 626.50 STR 103 612,22 30 29,82 140.29 0.45 0.63 6.07 0.14 29,42 5.99 176.35 0.56 0.20 14 0.2 0.10 0.44 0.22 0.85 613.07 623.30 STR 104 613.07 30 29.42 93.55 0.44 0.41 5.99 0.14 4.31 13.50 58.23 2.83 0.12 61 0.6 1.60 1.86 0.93 1.34 614.40 22.99 4.68 107.65 0.34 32 0.4 0.13 624.15 STR 112 618.25 15 4.31 25.70 0.40 0.10 13.50 0.85 0.85 1,10 0.55 0.65 618.90 623.13 STR 106 614.40 30 22.99 144.61 0.27 0.38 4.68 0.09 5.18 9.95 51.56 1.54 0,13 48 0.5 0.75 0.97 1.26 0.63 1.01 615.42 15.56 4.95 77.05 0.38 0 0.0 0.00 624.15 STR 107 615.42 24 15.56 134.75 0.40 0.54 4.95 0,10 12.95 4.12 53.39 0.26 0.09 0 0.0 0.00 0.19 0.25 0.12 0.66 61.6.08 624.15 STR 108 616.08 24 12,95 128.64 0.28 0.36 4.12 0.07 3.74 13.42 50.12 2.80 0.98 90 0.7 2.01 3.06 3,98 1.99 2.34 618.42 5.45 4,44 24.19 0.31 28 0.3 0.10 624.15 STR 109 618.42 15 5.45 143.86 0.60 0.87 4.44 0.09 0.09 0.12 0.06 0.93 619.35 621.88 D12 620.30 15 3.74 21.49 0.30 0.06 13.42 0.70 3.86 4.46 17,24 0.31 0.11 0 0.0 0.00 0.81 1.05 0.52 0.59 620.89 630.24 D13 625.56 15 3.86 150.07 0.32 0.48 4.46 0.08 2.00 3.80 7.59 0.22 0.08 0 0.0 0.00 0.16 0.20 0.10 0.58 626.14 630.50 D 14 626.21 12 2.00 125.00 0.28 0.35 3.80 0.07 0.07 0.09 0.04 0.39 626.61 630.24 D10 619.32 15 5.18 42.57 0.57 0.24 9.95 0.38 5.35 6.28 33.61 0.61 0.21 42 0.4 0.27 0.87 0.44 0.68 620.00 626.82 D11 620.87 15 5.35 189.60 0.61 1.15 6.28 0.15 2.75 4.77 13.15 0.35 0.12 60 0.6 0.20 0.48 0.62 0.31 1.46 622.34 630.70 STR 124 622.82 12 2.75 63,31 0.53 0.34 4.77 0.11 0.11 0.14 0,07 0.40 623.22 624.50 D1 617.11 18 10.06 30..19 0.81 0.25 5.69 0.13 10.23 7.68 78.56 0.92 0.32 32 0.4 0.34 0.78 0.39 0.64 617.75 630.00 D2 617.75 18 10.23 138.02 0.70 0.96 7.68 0.23 8.51 6.77 57.62 0.71 0.25 0 0.0 0.00 0.48 0.62 0.31 1.27 619.02 627.51 D3 619.22 18 8.51 208.00 0.58 1.21 6.77 0.18 5.45 6.63 36.14 0.68 0.24 0 0.0 0,00 0.42 0.54 0.27 1.48 620.70 62751 D4 621.14 15 5.45 221.00 0.63 1.40 6.63 0.17 1.28 3.97 5.10 0.25 0.09 0 0.0 0.00 0.26 0.33 0.17 1.56 622.70 627.51 D5 623.69 12 1.28 82.99 0.11 0.10 3.97 0.07 0.07 0.10 0.05 0.14 623.83 630.14 N in C) 00 E " �L J N N _? � N Lo v L U CL i6 u_ C z z Uj { UJC z W U) i W l - C3 U) W �z a DJj 0 c~ D IX F-- ¢ 0 W [ � < LU W 00 W W o z z Q LL F U] z 0 U) I..1. SP NUMBER: #26-19 Rev. No. Date 07 0112012020 TH 0p f RAY L. KEPLER Lic, No. 32809 110 L DATE: 06/28/2019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 43 OF 59 19-09 Area: 65.133 Acre C: 0.344 Area: 65.133 Acre C: 0.344 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS -- 4.71 FPS 10 YR STORM EVENT: 92.53 CFS 0.89' -- CHANNEL SLOPE 3.5% RIPRAP CHANNEL SECTION #1 NOT TO SCALE 10' PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS -- 3.74 FPS 10 YR STORM EVENT: 92.53 CFS 1AT -- CHANNEL SLOPE 1.50% RIPRAP CHANNEL SECTION #2 NOT TO SCALE Area: 65.133 Acre C: 0.344 10' 4.9° 4.9' 3 T cep A r TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS -- 3.31 FPS 10 YR STORM EVENT: 92.53 CFS 1.64' --- CHANNEL SLOPE 1.20% GRASS CHANNEL SECTION #3 NOT TO SCALE Area: 3.834 Acre C. 0.263 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 3.012 CFS -- 1.61 FPS 10 YR STORM EVENT: 4.16 CFS 0.60' -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #4 NOT TO SCALE Area: 0.855 Acre C: 0.269 2' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.00 CFS -- 2.14 FPS 10 YR STORM EVENT: 1.37 CFS 0.21' - CHANNEL SLOPE 7.70% GRASS CHANNEL SECTION #5 NOT TO SCALE Area: 0.855 Acre C: 0.269 2' B%5, 3° 3 5.7 3:1 cn TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.08 CFS -- 1.15 FPS 10 YR STORM EVENT: 1.50 CFS 0.34' -- CHANNEL SLOPE 2.50% GRASS CHANNEL SECTION #6 NOT TO SCALE Area: 0.855 Acre C: 0.269 TRAPEZOID GR WITH NA GRE LINING OR APPROVED EQUAL v PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.08 CFS -- 1.32 FPS 10 YR STORM EVENT: 1.50 CFS 0.33' -- CHANNEL SLOPE 2.90% GRASS CHANNEL SECTION #7 NOT TO SCALE Area: 1.176 Acre C: 0.461 2' -1 3.6' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL N PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.55 CFS -- 2.39 FPS 10 YR STORM EVENT: 3.53 CFS 0.40' -- CHANNEL SLOPE 4.60% GRASS CHANNEL SECTION #8 NOT TO SCALE Area: 1.176 Acre C: 0.461 `r 21 2.5' 2' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.55 CFS -- 1.61 FPS 10 YR STORM EVENT: 3.53 CFS 0.58' -- CHANNEL SLOPE 2,00%m GRASS CHANNEL SECTION #9 NOT TO SCALE Area: 3.201 Acre C: 0.315 2' 10' 3.6` TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL Area: 9.423 Acre C: 0.285 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.03 CFS -- 1.39 FPS 10 YR STORM EVENT: 2.90 CFS 0.52' -- CHANNEL SLOPE 2.00%n GRASS CHANNEL SECTION #10 NOT TO SCALE 2' -� 3' Mpwlml-I TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 5.40 CFS -- 2.00 FPS 10 YR STORM EVENT: 7.73 CFS 0.78' -- CHANNEL SLOPE 2,00% GRASS CHANNEL SECTION #11 NOT TO SCALE Area: 9.423 Acre C: 0.285 2' �I 3' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 5.40 GFS -- 0.90 FPS 10 YR STORM EVENT: 7.73 CFS 1.29' -- CHANNEL SLOPE 0.50%4 GRASS CHANNEL SECTION #12 NOT TO SCALE Area: 0.046 Acre C: 0.535 VDOT GC LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.13CFS -- 0.30 FPS 10 YR STORM EVENT: 0.17 CFS 0.09' -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #13 NOT TO SCALE Area: 0.195 Acre C: 0.848 5.3' 2% 2% CLASS A3 CONCRETE SEE CONCRETE SCUPPER DETAIL ON SHEET 48. PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.80 CFS -- 5.46' 10 YR STORM EVENT: 1.10 CFS 0.03' -- CHANNEL SLOPE 28.00% CONCRETE CHANNEL SECTION #14 NOT TO SCALE Area: 215.645 Acre C: 0.384 10' 7.5' 7.5' co N 3'. VDOT CLASS Al RIP RAP PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 248.43 CFS -- 7.18 FPS 10 YR STORM EVENT: 342.00 CFS 2.49' -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #15 NOT TO SCALE Area: 215.645 Acre C: 0.384 10' V L°V 1 VLlIVV ! 1 Illi I'u-V PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 248.43 CFS -- 4.11 FPS 10 YR STORM EVENT: 342.00 CFS 3.65' -- CHANNEL SLOPE 0.43% RIPRAP CHANNEL SECTION #16 NOT TO SCALE N Ln ( 00 E -J ('C m = cn N c� C a)� w L"= I Lo U z •1 - - z C-9 OLu � 2 uJ0 w SP NUMBER: #26-19 Rev. No. Date 04 0911?12019 H op l RAN Y L. RLER >' Lic. No. 32809 © 12 -We 21.311 ` SSI �C� o L DATE: 0612812019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 44 OF 59 19-C�9 ui z w O Z U W U)C� z © ❑ �``�► < W (1) © (+) < Z ❑ O U v J J L.3 CI7 D , Lu U) Zw LL C3 w a GI} -- z O V J� SP NUMBER: #26-19 Rev. No. Date 04 0911?12019 H op l RAN Y L. RLER >' Lic. No. 32809 © 12 -We 21.311 ` SSI �C� o L DATE: 0612812019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 44 OF 59 19-C�9 Area: 104.951 Acre C: 0.331 3�1 10' cn N �1 9' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING APPROVED E PEAK FLOW DEPTH VELOCITY EQUAL 2 YR STORM EVENT: 103.9 CFS -- 4.30 FPS 10 YR STORM EVENT: 143.04 CFS 2.35' -- CHANNEL SLOPE 0.43% CHANNEL SECTION ES -1 NOT TO SCALE Area: 0.062 Acre C: 0.474 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL Area: 0.433 Acre C: 0,330 2' 30.1 r ESI PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.13 CFS -- 0.34 FPS 10 YR STORM EVENT: 0.18 CFS 0.11' -- CHANNEL SLOPE 2.50% GRASS CHANNEL SECTION #17 NOT TO SCALE 2' 25:1 12' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.67 CFS -- 0.99 FPS 10 YR STORM EVENT: 0.92 CFS 0.18, -- CHANNEL SLOPE 5.00% GRASS CHANNEL SECTION #18 NOT TO SCALE - Area: 0.584 Acre C: 0.434 2' 4' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.18 CFS -- 1.15 FPS 10 YR STORM EVENT: 1.63 CFS 0.35' -- CHANNEL SLOPE 2.50% Area: 0.186 Acre C: 0.584 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL GRASS CHANNEL SECTION #19 NOT TO SCALE 2' 51 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.52 CFS -- 0.86 FPS 10 YR STORM EVENT: 0.72 CFS 0,25' -- CHANNEL SLOPE 2.50% GRASS CHANNEL SECTION #20 NOT TO SCALE Area: 0.515 Acre C: 0.43 2' 12' - 1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.04 CFS -- 1.2 FPS 10 YR STORM EVENT. 1.44 CFS 0.29' -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #21 NOT TO SCALE Area: 0.097 Acre C: 0.393 2' 4' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.18 CFS -- 0.44 FPS 10 YR STORM EVENT: 0.26 CFS OAT -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #22 NOT TO SCALE Area: 0.117 Acre C: 0.803 2' 3' PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.45 CFS -- 2.33 FPS 10 YR STORM EVENT: 0.63 CFS 0.10' -- CHANNEL SLOPE 18.60% GRASS CHANNEL SECTION #23 NOT TO SCALE Area: 0.299 Acre C: 0.737 2' 4' 71 x- 4:1 r- 7:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.04 CFS -- 0.78 FPS 10 YR STORM EVENT: 1.43 CFS 0,39' -- CHANNEL SLOPE 1.50% GRASS CHANNEL SECTION #24 NOT TO SCALE Area: 0.127 Acre C: 0.754 N ✓fl 2' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.46 CFS -- 1.91 FPS 10 YR STORM EVENT: 0.64 CFS 0.10' - CHANNEL SLOPE 12.12% GRASS CHANNEL SECTION #25 NOT TO SCALE Area: 0.339 Acre LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.77 CFS -- 1.17 FPS 10 YR STORM EVENT. 1.07 CFS 0.28' -- CHANNEL SLOPE 3.00% GRASS CHANNEL SECTION #26 NOT TO SCALE Area: 0.339 Acre C: 0,484 LINING OR APPROVED EQUAL Area: 104.951 Acre C: 0.331 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.77 CFS -- 1.95 FPS 10 YR STORM EVENT: 1.07 CFS 0.19' -- CHANNEL SLOPE 8.00% GRASS CHANNEL SECTION #27 NOT TO SCALE x -section 28 CF (weighted): 0.331 Total Area: 104.951 Acre 10' 1 �1 FNil I1. 1 PEAK t-LUVV Uhp I H VtLO(:I i Y 2 YR S'TOR'M EVENT: 103.90 CFS -- 7.14 FPS 10 YR STORM EVENT: 143.04CFS 0.73' -- CHANNEL SLOPE 8.00% GRASS CHANNEL SECTION #28 NOT TO SCALE N U-7 QCo rC m N N U-) 6) J C 1 21 Q� N 3 �[S p C m v Lo CD _ �r � -r ns CL f Lam" u - IW SP NUMBER: #26-19 Rev. No. Date 07 01120/2020 TH aF RANDY L. KEPLER � i_ic. No. 32809 0 2- 10 L -1QNAL DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 45 OF 59 19-�9 V J z co z 1..1..1 �]� O < Z U F- CL 2 WZ ! 0 U J < 3 z W z Z 0 U) < z Q J Cn U] W U) 0L u W 0 W L 0 z c� W U) O f/� ( J >- SP NUMBER: #26-19 Rev. No. Date 07 01120/2020 TH aF RANDY L. KEPLER � i_ic. No. 32809 0 2- 10 L -1QNAL DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 45 OF 59 19-�9 6355 CONNECT 635 PROP. - GRADE @ PIPE CIL 630 EX. GRADE @ PIPE C1L 625 8" WIL DIP CL 52 - - - 635 RESTRAINT JOINTS (TYP.) 4' MIN. 630 6" WIL DIP CL 52 625 620 TO EX >_ XING Lu o w 1 1.8 62 (-COMPACT FILL-! 620 LU w _ - CLEARANCE 630 WATER PER ASTM D698 ! TO 95% F (L: 7[ r q If - (0 MAXIMUM DRY LINE. C) =n 0-- 0) --� � I r - - -- SLEEVE m DENSITY PER -- -- - ! - - - CONTRACTOR w W EX. GRADE ASTM D698 -- 615 - UJ 4' v� ¢ TO FIELD 615 Z J @PIPE CIL r v a -ct IL > I_ MIN. N >; T- VERIFY ASBUILT II 0 W II II C9ti cif LL. � cq n ¢ r`' -co ,u'' 625 CONDITIONS PER ASTM C r CC -4 cv x r r ti 610 610 OF WATER a ® 0° v � w 610 -0+50 0+00 W_. 0+50 LINE 1+00 1+50 FULL ---------------------- PROFILE - - - - -- - - - WATERLINE "E"' Ur - -- - - - -- - - - - - - - (+7 PRIOR TO bo 3" Q GAS - START OF MIN CROSSING (` - - - - - - - --- ---- — -- U7-- --- CONSTRUCTION. -- - - .. -- -- -- — -- - -- -- ---- ------ - CA > oa C+3cli- r -- _ T C0 CD ---- --- 620 5+00 5+50 6'+00 6+50 7+00 7+50 8+00 COVE2.1' 8+50 9+00 9+50 18" CLEARANCE MIN. 18" 1.5' MIN. 12" SCH 80 IN. w SLEEVE CS MIN. w w > z J k GAS CROSSING 615 (9 z w x U 0 00 cr 00 --_- <U Q ' � z <� j CD j 1 610 w - - - - - 04 m U - - Z U) w © Lu I - _ _ I - -- -- w w Q I � - - - - w - Lu -- - I w 7 Lu X 00 co 605 N r N r N r 0- > ca C3Ci - co -- xix 7{ CL N W Ur W % W aL (D II < r IE II ti F- (�! r' N _ �p T Citi# -- - - - - - I co I. N '00 Ln ca cl? I N N r CA C3 Q ' r CV r 04 6ao c3W6W C] C> a VIY! N' NN I SCA - -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 635 PROP. - GRADE @ PIPE CIL 630 EX. GRADE @ PIPE C1L 625 8" WIL DIP CL 52 - - - 635 RESTRAINT JOINTS (TYP.) 4' MIN. 630 6" WIL DIP CL 52 625 620 COMPACT FILL TO 95% >_ XING Lu o w 1 1.8 62 (-COMPACT FILL-! 620 LU w _ - CLEARANCE -' w of PER ASTM D698 ! TO 95% F (L: 7[ r q If - (0 MAXIMUM DRY @ PIPE CIL C) =n 0-- 0) --� � I r - - -- SLEEVE m DENSITY PER -- -- - ! - - - w j w W _ - ASTM D698 -- 615 F mW UJ z° m v� ¢ LIJ 1) 615 Z J " X r r v a -ct IL > If N >; T- II II 0 W II II C9ti cif LL. � cq n ¢ r`' -co ,u'' 0) ¢ 04 Cy)r PER ASTM C r CC -4 cv x r r ti 610 610 C3 a ® 0° v � w 610 -0+50 0+00 W_. 0+50 F 1+00 1+50 FULL ---------------------- PROFILE - - - - -- - - - WATERLINE "E"' Ur - RESTRAINT JOINTS (TYP.) - - ` - -- -- - -- - -- -- --- PROP. - - - -- -- - GRADE @ - PIPE CIL - - - - I - - - - - -- - -+ - - i_ -. DIP CL i r v v v v v v v v v v v v v v v v v v v v v v v v v v v v 635 RESTRAINT JOINTS (TYP.) 1 END FRED. WATER ¢ BLDG #1 u - PROP. OWNERSHIP END OF FRED -----I p GRADE @ WATER EASMEN a FFE=631' 630 PIKE CIL 4r 625 4� �_ MIN, oo,/ 620 COMPACT FILL TO 95% >_ XING Lu o w 1 1.8 62 U MAXIMUM DRY DENSITY LU w _ - CLEARANCE -' w of PER ASTM D698 ! F (L: 7[ r - -I- If - (0 - 12" SCH 80 @ PIPE CIL C) =n 0-- 0) --� � I r - - -- SLEEVE 605 0+00 0+50 -- -- - ! - - - - - GAS W _ - - -- _ - -- CROSSING I- nv r J LIJ 1) FILL TO 95% Z J k r 0o Ao N CO MAXIMUM > If II w 11 II DRY n b C9ti cif LL. � cq DENSITY ¢ _ ,u'' 0) ¢ 04 Cy)r PER ASTM 0 c5 1) a LL r r D698 610 U) 61 -0+50 0+00 w 1+00 wWw W_. ... - - - - - - - -- --- -- F - 7 --- -- -- - -- - - -- - — - - LL ~Zo - - - - -- - - - -- Ur - -- - - - -- - - - - - - - (+7 bo Q LL (` - - - - - - - --- ---- — -- U7-- --- (i - -- - - .. -- -- -- — -- - -- -- ---- ------ - CA > oa C+3cli- r -- _ T C0 CD ---- --- 5+00 5+50 6'+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 FULL PROFILE WATERLINE "A"" v v v v v v v v v v v v v v v v v v v v v v v v v v v v 635 RESTRAINT JOINTS (TYP.) 1 END FRED. WATER ¢ BLDG #1 u - PROP. OWNERSHIP END OF FRED -----I p GRADE @ WATER EASMEN a FFE=631' 630 PIKE CIL 4r 625 4� �_ MIN, oo,/ 620 8" WIL DIP >_ XING Lu o w + 62 U CL 52 LU w 4 610 w of F (L: 7[ r EX. GRADE If z (0 z @ PIPE CIL C) =n 0-- 0) co C) � I r 0 r C) 605 0+00 0+50 w ? to w co 615 �r ~ cv j COMPACT 61 nv r J LIJ 1) FILL TO 95% Z J k r 0o Ao N CO MAXIMUM > If II w 11 II DRY n b C9ti cif LL. � cq DENSITY 0 C14 ,u'' 0) ¢ 04 Cy)r PER ASTM 0 c5 1) a LL r r D698 610 U) 61 -0+50 0+00 0+50 1+00 1+50 2+00 FULL PROFILE WATERLINE "'C'" .r .r ,. 630 625 i 620 ! 615 610 605 -0+50 PROP.- EX. GRADE GRADE @PIPE 'CIL @ PIPE 1° MIN. 8" WIL DIP CL 52 10+00 4' MIN. 635 -_ STUB TO BE TERMINATED WITH MJ CAP AND FLUSHING - ASSEMBLY AS REQUIRED BY 630 - _ - FREDERICK WATER RESTRAINT JOINTS (TYP.) PROP. 1 PR IPE CIL 625 EX. GRADE @ PIPE CIL COMPACT FILL TO 95% - MAXIMUM DRY DENSITY PER ASTM D698 12" WIL DIP CL 52 i t IrJ �i� fi IIiIr�i t l i �' ir�i l F�rIr7 r -rvv v�r�.ry 630 j ! 625 620 6" W1L DIP CL 52 615 FULL PROFILE WATERLINE "E" 640 620 615 Lu z - - 610 >C to Lc 0 - - - - Z W - - w - < > F- �I >C� - --- XLH 605 II II _ 07> - - L0 > ( - Q 0' q Cfl N r N -- _- r cl baa 12+50 13+00 13+50 14+00 STUB TO BE TERMINATED - WITH MJ CAP AND FLUSHING 635 ASSEMBLY AS REQUIRED BY FREDERICK WATER dRESTRAINT JOINTS (TYP.) 7 4 630 PROP. GRADE @ PIPE CIL 625 620 4" MIN. ' p 615 640 1:44101 630 i 625 I 62101 615 610 z w i t� / 610 d ' J >< to -I r 0 EX. GRADE 00 w U @ PIPE CIL F z ¢(0 605 04 = 605 x °,r° COMPACT FILL TO 95%co ! 11 >; MAXIMUM DRY DENSITY 0C7 PER ASTM D698 o C:,r 600 0, 600 -0+50 0+00 0+50 1+00 1+50 FULL PROFILE WATERLINE '"H" NOTE: 1. ALL RESTRAINT JOINTS 20' MINIMUM INTO ORIGINAL GROUND n 1 w Q U fre7I In 50 25 0 50 100 SCALE: 1" = 50' cv U-) 0 co s= �04ECj cm J .M (£3 C ID C3> Ln Q G Lr) N r 0 C3! L -c r �Q � LL f� W >_ XING Lu o w + Z W U Lu Z LU w 4 610 w of F (L: 7[ r U- If 91 I C) =n 0-- 0) co C) � I r 0 r C) 605 0+00 0+50 1+00 1+50 2+00 FULL PROFILE WATERLINE "E" 640 620 615 Lu z - - 610 >C to Lc 0 - - - - Z W - - w - < > F- �I >C� - --- XLH 605 II II _ 07> - - L0 > ( - Q 0' q Cfl N r N -- _- r cl baa 12+50 13+00 13+50 14+00 STUB TO BE TERMINATED - WITH MJ CAP AND FLUSHING 635 ASSEMBLY AS REQUIRED BY FREDERICK WATER dRESTRAINT JOINTS (TYP.) 7 4 630 PROP. GRADE @ PIPE CIL 625 620 4" MIN. ' p 615 640 1:44101 630 i 625 I 62101 615 610 z w i t� / 610 d ' J >< to -I r 0 EX. GRADE 00 w U @ PIPE CIL F z ¢(0 605 04 = 605 x °,r° COMPACT FILL TO 95%co ! 11 >; MAXIMUM DRY DENSITY 0C7 PER ASTM D698 o C:,r 600 0, 600 -0+50 0+00 0+50 1+00 1+50 FULL PROFILE WATERLINE '"H" NOTE: 1. ALL RESTRAINT JOINTS 20' MINIMUM INTO ORIGINAL GROUND n 1 w Q U fre7I In 50 25 0 50 100 SCALE: 1" = 50' cv U-) 0 co s= �04ECj cm J .M (£3 C ID C3> Ln Q G Lr) N r 0 C3! L -c r �Q � LL f� SP NUMBER: #26-19 Rev. No. Date 08 02/0512020 H op l RANDY L. KEPLER >' LiC. No. 32869 a,I DATE: 06128/2019 SCALE: H: 1" = 50' V:1"=5' DESIGNED BY: TTC FILE NO. 2760GC SHEET 46 OF 59 19-09 W m + Z W Lu Z LLJ o V � SP NUMBER: #26-19 Rev. No. Date 08 02/0512020 H op l RANDY L. KEPLER >' LiC. No. 32869 a,I DATE: 06128/2019 SCALE: H: 1" = 50' V:1"=5' DESIGNED BY: TTC FILE NO. 2760GC SHEET 46 OF 59 19-09 W U) w Z W c) �z LSI'- ©Iz LL�C 0 < > w LIJ 1) Z) Z J (D d 0 w" )_ Z) < C) _ 0 Z Z Q cif LL. w z O U) I..L SP NUMBER: #26-19 Rev. No. Date 08 02/0512020 H op l RANDY L. KEPLER >' LiC. No. 32869 a,I DATE: 06128/2019 SCALE: H: 1" = 50' V:1"=5' DESIGNED BY: TTC FILE NO. 2760GC SHEET 46 OF 59 19-09 vvvvvvrry rvrvvrvvvv rvvvrr-r-rvvM-�roivvv�rvv-vrvvv--v-wvvvvvvv�r-v-v �vv-vv v N.Lcy 0 OD cq N 'TN U N L J ,(u 1645 (0 M 645 = - a) - - - - --- - - --- 0ca N > - - - - -- - - - - -- ---- -- c . T ( �. ni LC) --- - - - - STUB TO BE TERMINATED WITH MJ CAP AND FLUSHING c_ u_ 640 _ _ _ I_ _ _ - - - - - -- -- - - - - ASSEMBLY AS REQUIRED BY 640 (- -- - - ---- --- - - -- - - - - FREDERICK WATER EX. GRADE --- - -- T- - -- - --- -- ---- -- - - - - 635 .f h @ PIPE CIL - EX. GRADE PROP. -`� 1@ PIPE CIL GRADE c@ 635 PIPE CIL RESTRAINT JOINTS (TYP.) � - --- - _- ---' ---- - - - -- -- I - --- - �� `� - _. � z PROP. 630 GRADE @ T - - _ �- _ _ ._ - ___ - 630 PIPE CIL PROP. _ - --- - - - - - -- - - - - kz" GRADE @ � _ ---- - - ---- --- �� � ;T EX. GRADE PIPE CIL --- - -- - - - -- - - --- 4 - --- -- - - W CJ l • @ PIPE CIL -- --------- -- -- - ----.-.� ------ - -- - - - - - - -- --- MIN. --- - --- _ ce w 625 - - - _ -- -- -- 625 ! - 4' ¢ F , MIN. _ MIN. - - -- - 52 WIL " D ,.---- - - -- -- ---- - -- - - ---- -- - - -- - ---- -- --- - - -- - - --- - 10 620 - - - - - - - - --- - 620 i MIN. - i 615 95%A COMPACT FII TO la -__ - - 615 -- --- x J p DRY DENSITY PER 'i 1 m ASTM D598 ' m 6 6--- _ a. -- --- - — _ -- - - ---- i W w Lu Ill Lq :E W u_ LLT w m II I- F_ W F- U) - -- - �+ Ill C7 m (D = w �, w w _ w s1a r- "o X ¢ r �� x 00 Q m - - - _- s1a oo LL N co ! oo d co � Iii - - - - - - - -- - - - - Co T I> r 11 - II III If III III - . - f..L. o I cr, co 01= C7 ci co r o - -- - I C SIN c' Icy N co rn ---- - - - + + + + + + + +I +I , + II I bo 0 4 cV C7 0 r C7 N I r C14 c� CD FI CD � N r. 9 ! 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I 52 - MIN. ,620 n+ o a _ Lu- - - - -- - — ---�- — ----- - — - - __ - -- -- - - -- - - - - - - '- -- - --- i Aill 625 8" WIL DIP 625 615 � - --- -- --- -- --- - - - /� _ .: � _ ._ _ ._ ,f i e----�--_ 615 18" _ ! MIN. 620 620 610 - - - - - - - �_ -- -- - - . -- - - 610 P � i ,� U) C7 - - - - ----- — _ i SP NUMBER: #2�6-19 V - -- _ - -_--- --- - -- - - - -- -- Rev. No. Date O D w - __ '_.. `-- -- - - -- --� �, - - _ --- - _ - - W W 08 02105/2020 VJ 1 T s -_ _ m Iwil w w w w COMPACT FILL TO m > w I --- �.-_ - -- — --- - H u0 95% MAXIMUM r f- . 615 w X 615 605 w tD X - - --- - - - - - -- - - - - - - - cx `i DRY DENSITY PER X co 605 TH O'p bo u_ co7 co j oo w -- _ _ — - ,. _ �� - -- - _ - - - - - --- -- !- - - - -'� 00 U ASTM D698 J r `- in w W 2 .- N r II - -- - -- -- - - -- - - 'l II Ln If N o II CJ --- - co 11- a �o - _ - - — _- - -- -- - — — -- - -- I , r RA Y L. KLPLER �' + i r + + e +-------- ----— -- --- --- - + + + r ®' r La r O O co r r fir cocoCV 610 610 600 600 J - Lf C. No* 32809 -0+50 0+00 0+50 1+00 1+50 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 < D 12 Y�Z`207) 0 co FULL PROFILE WATERLINE "G" " " �-to � FULL PROFILE WATERLINE F DATE: 05128/2019 In SCALE: H: 1 ° = 50' V.1"-5' NOTE: 50 25 0 50 100 DESIGNED BY: TTC 1. ALL RESTRAINT JOINTS 20' MINIMUM INTO ORIGINAL GROUND SCALE: 1 " - 50' FILE NO. 2760GC SHEET 47 OF 59 19-09 ROOF LEADER FACE OF (BUILDING ROOF LEADER '"Y"-.00NN1ECT!0N SURCHARG-E P!PE S ��kA'S�1-QLI•�I4 INSERTA TEE FITTINGS MEET THE FOLLOWING ASTM SPECIFICATIONS: FIELD PERFORMANCE - C969, F1417, F2487, F2946 WATERTIGHT CONNECTION - D3212 (10.8 psig) RUBBER SLEEVE AND GASKETS - F477 EXISTING SURFACE TREATMENT (VARIES) "-EXISTING MAINLINE PIPE, DIAMETER 90 DEG Err ELBOW *SEE ARCHITECTURAL AND MATERIAL MAY VARY PLAN FOR ROOF DRAIN (PVC, HDPE, RCP, DIP, ETC.) DETAILS. THIS DETAIL FOR pF�„� Do.n.INT-I�C�'F^vER INSERTATEECONNECTION 101000" `^ LC^NLYI INSERT/ TEE CONNECTION rnrt FE;a,.lnfL-?Ar`�1FARY DESIGNED TO CONNECT 2" (51 mnT) -{#�V�I�PPaI €TOIL, THROUGH 30" (750 mm) SERVICES TO ALL KNOWN SOLID WALL, PROFILE, CLOSED PROFILE AND CORRUGATED PIPE MANUFACTURED TODAY. - INSERT/ TEE Po sdx 714 INSERTA TEE - ROOF DRAIN LEADER !! Cd RN ELltl $, OR 97116 SCALE; NTS MIS PRINT D2c OSES&AfEC;-3MTi ER IN*W4H INSERTA-11EE HAS PROMLARY RIGHTS THERECEPTOR PW:(503) 357.211U FAX:(543) 359-5417 IHFORR70INSHOWNHMIN 5r10"RODUCMWFER an> vmNTORANvwFORMATIONCONTAINEDHEREN,ORS SALES@INSERTATEE.COM DATE' 7130113 MANt)FACIURE OF AW ARTICLE HEREFAOM. FOR THE 0*0LO6111E TOOTHE!" 43 FORSIDOEN. EXCEPT BY SPECWIC DRAWN BY: JJC 'AY[ITTEN PERMISSION FROM INSERTA•TEE 0 2013 NL*ERTATEE LINE WIDTH (6" MIN,) CROSSWALK WIDTH 15'MIN.1 I II'•� AS SPECIFIED IN THE -«{I CONTRACT DOCUMENTS CROSSWALK WIDTH (TRANSVERSE 'LINES) 2016 ROAD & BRIDGE STANDARDS NOTES L ALL PAVEMENT MARKINGS SHALL BE INSTALLED W ACCORDANCE WITH THESE STANDARDS,THE MUTCO AND THE VIRGINIA SUPPLEMENT TO THE MUTCO. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS. 2, THE LOCATION, WIDTH, AND TYPE OF THE PAVEMENT MARKINGS SHALL BE AS SPECIFIED IN THE CONTRACT DOCUMENTS, S. CROSSWALKS SHALL ALIGN WITH CURB RAMPS IN ACCORDANCE WITH STANDARD CG -12, THE CROSSWALK SHALL BE AT LEAST AS WIDE AS THE LEVEL LANDING AREA OF THE CURB RAMP. N. WHEN LONGITUDINAL LINES ARE SPECIFIED FOR THE CROSSWALK, THE LONGITUDINAL LINES SHALL BE PARALLEL TO THE PATH OF THRU TRAFFIC. 5, CAPS BETWEEN LONGITUDINAL LINES SHALL BE BETWEEN 2 - 5 FEET, GAP SPACINS, MAY VARY IN ORDER TO ALIGN LINES SUCH THAT THEY ARE OUTSIDE THE WHEEL PATHS OFT U TRAFFIC, THE FIRST AND LAST LINES SHALL BE 2'MAXIMUM FROM EDGE OF SHOULDER OR EDGE OF GUTTER PAN, 50LID WHITE LINE 6" MIN. 2' MAX. SEE NOTE 5 WIDTH UNLESS OTHERWISESEE NOTE 5 2'MAX. 24" SPECIFIEDININ THE CONTRACT 2d" SOLID )117 DOCUMENTS W;ITE LINE WH11TE LINE CROSSWALK CROSSWALK i WIDTH (6• WIDTH (5' " CROSSWALK MIN.) AS MIN.) AS WIDTH (6' - SPECIFIED SPECIFIED MIN.) AS 4' MIN,. IN THE RM THE SPECIFIED 4' 41N. d M F. SPACE DOCU ENT CONTRACT IN THE DOCUMENTS SPACE DOCUMENTS CONTRACT DOCUMENTS " TRANSVERSE LINES LONGITUDINAL LINES LONGITUDINAL LINES AT SKEWED INTERSECTIONS (SEE NOTE 4) 1VpG7T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FAL IN 711E C€NT RAL OFFICE. SPECIFdCATGON TYPICAL PAVEMENT MARKING REFERENCE ROAD AND BRIDGE STANDARDS SHEET • OF 4 REVISION DATE CROSSWALK MARKINGS aDe 1330.33 NEW 01/15 VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD 8 BRIDGE STANDARDS SIGN (SEE DETAIL) SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE OBSCURED BY VEHICLE PARKED IN SPACE. INTERNATIONAL SYMBOL OF ACCESSIBILITY y DISPLAY CONDITIONS RESERVED PARKING 24'. UNLAWFUL PARKING IN THIS SPACE IS SUBJECT TO A FINE OF $50.00 TO $100.00 4MIN. 7.00'' MAX.. LIGHT COLORED 1" LETTERS DARK COLORED REFLECTIVE r BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE _ HANDICAPPED PARKING 04/15 �II� N.T.S. VER 1 i HAND RAIL (TYP.) EL -=VARIES AT GRADE ACCESS BOLLARDS TO BE LOCATED 1, RAMP AREA ON EITHER SIDE OF DUMPSTER PAD RETAINING ° /EL.=VARIES WALL. SEE ARCH. PLANS FOR DETAILS ° p e o AO °. L LOADING DOCK AREA EL.=AS SHOWN ON PLANS A D n WALL & FOOTING DESIGN BY OTHERS DUMPSTER PADIAT (GRADE ACCESS RAMP RETAINING WALL SECTION VIEW NTS 1.25`41 4 0, 1"X4"X4'-8" SLATS, 2 -FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS. TOE NAIL TO POST 4"X4"X8' POSTS Big COMPACTED GRAVEL - '' NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. COLOR TO MATCH THAT OF BLDG, 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE, DUMPSTER FENCE DETAIL f[rHr]Y FC 8' VAN ACCESSIBLE SPACE j WHEEL STOP 5' FOR REGULAR SPACE EP MAT'L, MOTE: DARK COLORED RAMI' FOR HANDICAPPED MUST 2' BE LOCATED AT SAME POINT BORDER ADJACENT TO THE STRIPED AISLE. T K , DUMPSTER4 - STRIPED AREA rr HANDICAPPED F-- SYMBOLS I I n 8' MIN. Z I SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE OBSCURED BY VEHICLE PARKED IN SPACE. INTERNATIONAL SYMBOL OF ACCESSIBILITY y DISPLAY CONDITIONS RESERVED PARKING 24'. UNLAWFUL PARKING IN THIS SPACE IS SUBJECT TO A FINE OF $50.00 TO $100.00 4MIN. 7.00'' MAX.. LIGHT COLORED 1" LETTERS DARK COLORED REFLECTIVE r BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE _ HANDICAPPED PARKING 04/15 �II� N.T.S. VER 1 i HAND RAIL (TYP.) EL -=VARIES AT GRADE ACCESS BOLLARDS TO BE LOCATED 1, RAMP AREA ON EITHER SIDE OF DUMPSTER PAD RETAINING ° /EL.=VARIES WALL. SEE ARCH. PLANS FOR DETAILS ° p e o AO °. L LOADING DOCK AREA EL.=AS SHOWN ON PLANS A D n WALL & FOOTING DESIGN BY OTHERS DUMPSTER PADIAT (GRADE ACCESS RAMP RETAINING WALL SECTION VIEW NTS 1.25`41 4 0, 1"X4"X4'-8" SLATS, 2 -FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS. TOE NAIL TO POST 4"X4"X8' POSTS Big COMPACTED GRAVEL - '' NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. COLOR TO MATCH THAT OF BLDG, 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE, DUMPSTER FENCE DETAIL f[rHr]Y LIGHT COLORED 8' VAN ACCESSIBLE SPACE j REFLECTIVE: 5' FOR REGULAR SPACE BACKGROUND MAT'L, MOTE: DARK COLORED RAMI' FOR HANDICAPPED MUST 2" LETTERS & 3/8" � BE LOCATED AT SAME POINT BORDER ADJACENT TO THE STRIPED AISLE. 4 44 •� •I a A SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE OBSCURED BY VEHICLE PARKED IN SPACE. INTERNATIONAL SYMBOL OF ACCESSIBILITY y DISPLAY CONDITIONS RESERVED PARKING 24'. UNLAWFUL PARKING IN THIS SPACE IS SUBJECT TO A FINE OF $50.00 TO $100.00 4MIN. 7.00'' MAX.. LIGHT COLORED 1" LETTERS DARK COLORED REFLECTIVE r BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE _ HANDICAPPED PARKING 04/15 �II� N.T.S. VER 1 i HAND RAIL (TYP.) EL -=VARIES AT GRADE ACCESS BOLLARDS TO BE LOCATED 1, RAMP AREA ON EITHER SIDE OF DUMPSTER PAD RETAINING ° /EL.=VARIES WALL. SEE ARCH. PLANS FOR DETAILS ° p e o AO °. L LOADING DOCK AREA EL.=AS SHOWN ON PLANS A D n WALL & FOOTING DESIGN BY OTHERS DUMPSTER PADIAT (GRADE ACCESS RAMP RETAINING WALL SECTION VIEW NTS 1.25`41 4 0, 1"X4"X4'-8" SLATS, 2 -FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS. TOE NAIL TO POST 4"X4"X8' POSTS Big COMPACTED GRAVEL - '' NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. COLOR TO MATCH THAT OF BLDG, 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE, DUMPSTER FENCE DETAIL f[rHr]Y NOT TO SCALE 112"x 6" PRESSURE CCA TREATED LUMBER FENCING (NAIL TO STUDS) BOARD ON BOARD ENCLOSURE COMPACT SUBGRADE TO 95% MAX. DENSITY AT THE OPTIMUM MOISTURE CONTENT ±20% PER AASHTO T-99 6x6 -W 1.4x1.4 I� a .. as tDV W190` BEN© @ CENTER - UQ I2 4 44 •� •I a A K , DUMPSTER4 - e n W F-- n 0, Z Ary U) u I - 0 BVI [2 J 4"x4"x6%S9"'°PRESSURE Uj 0 - CCA, TREATE7 LUIUIBER 1..1.1 H Ii Z w 4 S4TUD (TYPIC 4L) CO {/) I t -CONCREYE PAD■ , : • r a - w 0 EN LL A W LUI 5J ! 1R d z a HOLE F014 GA(TE'LATQH A n • A. ■ (�`P). a A NOT TO SCALE 112"x 6" PRESSURE CCA TREATED LUMBER FENCING (NAIL TO STUDS) BOARD ON BOARD ENCLOSURE COMPACT SUBGRADE TO 95% MAX. DENSITY AT THE OPTIMUM MOISTURE CONTENT ±20% PER AASHTO T-99 6x6 -W 1.4x1.4 WWF -CENTERED 4"-0" LONG #4 BAR W190` BEN© @ CENTER - UQ I2 6" VOOT CL. A-3 REINF. CONC. W16x6-W 1,4x1.4 WWF ON 6" BANK RUN GRAVEL (21 OR 21A TYPE 1 MAT.) PLAN VIEW DUMPSTER ENCLOSURE DETAIL NOT TO SCALE WIDTH VARIES SEE SITE PLAN 6x6W2.912.9 WWM -2% COMPACTED \\f///\//\\'j\///\\//\\/// // //\\ SUBGRADE /\\\/ti\\ \,` \ \\\ \ \\ \ \ (COMPACTED TO 95% DENSITY AT OPTIMUM 4" SUBBASE (21-A STONE) MOISTURE CONTENT 4" 4000 PSI VDOT A3 CONCRETE VDOT VTM-1 METHOD) 04- CONCRETE SIDEWALK 11111115 N.T.S. VER 1 WIDTH VARIES SEE SITE PLAN 21 -2% 2 2" S M 9.5A \f//\\�/\\�,,/\\//\\f,/\\/�.�\�;/\\�/�\//\\//•,\/ f\\��,�\�,f\\�/\',,//\\/,,: SURFACE CQARSE 4 SUBBASE (21-A STONE) COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) r ASPHALT TRAIL 11/11/15 N.T.S. VER 1 NOTES: FACE OF DOILD'INC. 1. MOUNT] EARTH AROUND AccEss DOOR CONCRETE PAD. MORE THAN 2 INCHES OF CONCRETE SHOULD NOT BE REVEALED. FFE 2% SLOPE 5.5'x5.5' CONCRETE PAD (SIDEWALK DETAIL) DOOR PAD GRADING DETAIL N.T.S. 6"" 21, R CONCRETE PAVEMENT MATCH <. • 12" ADJ. CONC. 4 DEPTH ■. :." : ' #5 x 12" BARS @ 12 C -C NOTES.- 1. OTES:1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST CG -2T - 12" TRUCK CURB N,T,S, 611 2, I R IIYy CONCRETE 12„ GUTTER MATCH t 1":11 ADJ. CONC. DEPTH ■ 'r 4 i •. 8" 2'-0" NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST CG -6T - 12" TRUCK CURB & GUTTER N.T.S. 61' I� 2 R CONCRETE GUTTER " MATCH 12 ••�., 1„_1, ADJ. CONIC. DEPTH Oil 2 1 -0 1 1 NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST CG-6TR - 12" REV. TRUCK CURE &GUTTER N.T.S. 2016 ROAD & BRIDGE STANDARDS NOTES* L THIS ITEM MAY BE PRECAST OR CAST W PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4DD0 PSI IF PRECAST. 3. CdtBWATION CURB i OUT -TER HAVING A RADIUS OF 30D FEET OR LESS (ALONG FACE OF CURB) CURB CURB BE PAS FOit AS RApIAL COMBINATICaN k CUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED ORAHM,E LAYER THE BOTTOM OF THE CURB a GUTTER ftBE CONSTRUCTED PARALLEL TO THE SLOPE BELAS•E COURSES AND TO THE DEPTH OF THE PAVEAiENr. 5. ALLOWABLE CMTERLA FOR THE USE OF CG-tl IS BASED ON ROADWAY CLASSMATION AND DESIGNSPEED A5 W" IN APPENODC A OF R THE ROAD DESIGN )//ANAL IN THE SECTION ON GS URBAN STANDARDS, OF CONCRETE OF THE CONTRACTOR THE BOTTOM OF THE CURD *0 GUTTER MAY BE CONSTRLICTM PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MIMM Nl DEPTH OF 7" IS MANTAINED. 5PEpFTCATKT14 ,sem REFERENCE COMBINATION 6" CURB AND GUTTER ROAD ANDVBRRIIDGE ,STANDARDS �`� f±L1115)fk1 DATE STET 1 OF 1 502 VIRGIN/. DEPMIRTiMETii OF TRANSPORTATION - - 201,03 WE 6" 1 - CONCRETE „ GUTTER 0 CO MATCH 12 D G N '� Cc 0 ADJ. CONC. cv L[7 DEPTH _ _ CFT 1 G a "- 04 N Orr 2I-0" � Y_ a � � Ca V r -C X � C LL F NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4004 PSI IF PRECAST 10/29/14 CG-6TTF - 12" FLAT TRUCK CURB & GUTTER VER 1 N.T.S. MOUND TOP OF CONCRETE 8" DIA, SCHEDULE 40 STEEL PIPE FILLED WITI CONCRETE AND PAINTED YELLOW 18" DIA, CONCRETE ENCASEMENT 2- 12" #6 REBAR EAC WAY THROUGH PIPE 2" MIN BOLLARD DETAIL N.T.S. 10/28/14 VER 1 PROVIDE EROSION PROTECTION PER PLAN - MIN. SLOPE 4% 2" LOCALIZED DEPRESSION NOTES: 1, UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 2. EXPANSION JOINT FILLER SHALL BE 1'12"' BITUMINOUS TYPE PREFORMED EXPANSION JOINT FILLER. ASTM D-1751 CONCRETE SCUPPER N.T,S, NOTES: I. THIS ITEM NAY BE PRECAST OR CAST IN PLACE, 2. CONCRETE TO BE CLASS A3 IF 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, 2"R 4. FOR USE WITH STABILIZED OPEN -GRADED { DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 0 5. INSTALL GUTTER AT PAVEMENT SLOPE SHOWN ON THE GRADING PLAN. 0 P r D. a P D A . A A A° P P .. D ',P' P a• P n a - • . o i; The bottom of the curb and gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7" "e maintalned. COMBINATION 6" FLAT CURB & GUTTER 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. 2"R 3, O 300 FECURB S GUTTER HAVING A RADIUS OFF 300 FEET OR LESS {ALONG FACE OF CURB} SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. t, 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB o- AND GUTTER SHALL BE CONSTRUCTED PARALLEL ato TO THE SLOPE OF SUBBASE COURSES ° AND TO THE DEPTH OF THF PAVEMENT, P' D- - " ° 't. The bottom of the curb and gutter may be constructed paratfel to the slope of subbo.se courses provided a minimum depth of 7' is maintained. COMBINATION 6" REVERSE CURB & GUTTER rui u W F-- W Z Ary U) u I - 0 BVI [2 J OF CONCRETE OF THE CONTRACTOR THE BOTTOM OF THE CURD *0 GUTTER MAY BE CONSTRLICTM PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MIMM Nl DEPTH OF 7" IS MANTAINED. 5PEpFTCATKT14 ,sem REFERENCE COMBINATION 6" CURB AND GUTTER ROAD ANDVBRRIIDGE ,STANDARDS �`� f±L1115)fk1 DATE STET 1 OF 1 502 VIRGIN/. DEPMIRTiMETii OF TRANSPORTATION - - 201,03 WE 6" 1 - CONCRETE „ GUTTER 0 CO MATCH 12 D G N '� Cc 0 ADJ. CONC. cv L[7 DEPTH _ _ CFT 1 G a "- 04 N Orr 2I-0" � Y_ a � � Ca V r -C X � C LL F NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4004 PSI IF PRECAST 10/29/14 CG-6TTF - 12" FLAT TRUCK CURB & GUTTER VER 1 N.T.S. MOUND TOP OF CONCRETE 8" DIA, SCHEDULE 40 STEEL PIPE FILLED WITI CONCRETE AND PAINTED YELLOW 18" DIA, CONCRETE ENCASEMENT 2- 12" #6 REBAR EAC WAY THROUGH PIPE 2" MIN BOLLARD DETAIL N.T.S. 10/28/14 VER 1 PROVIDE EROSION PROTECTION PER PLAN - MIN. SLOPE 4% 2" LOCALIZED DEPRESSION NOTES: 1, UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 2. EXPANSION JOINT FILLER SHALL BE 1'12"' BITUMINOUS TYPE PREFORMED EXPANSION JOINT FILLER. ASTM D-1751 CONCRETE SCUPPER N.T,S, NOTES: I. THIS ITEM NAY BE PRECAST OR CAST IN PLACE, 2. CONCRETE TO BE CLASS A3 IF 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, 2"R 4. FOR USE WITH STABILIZED OPEN -GRADED { DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 0 5. INSTALL GUTTER AT PAVEMENT SLOPE SHOWN ON THE GRADING PLAN. 0 P r D. a P D A . A A A° P P .. D ',P' P a• P n a - • . o i; The bottom of the curb and gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7" "e maintalned. COMBINATION 6" FLAT CURB & GUTTER 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. 2"R 3, O 300 FECURB S GUTTER HAVING A RADIUS OFF 300 FEET OR LESS {ALONG FACE OF CURB} SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. t, 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB o- AND GUTTER SHALL BE CONSTRUCTED PARALLEL ato TO THE SLOPE OF SUBBASE COURSES ° AND TO THE DEPTH OF THF PAVEMENT, P' D- - " ° 't. The bottom of the curb and gutter may be constructed paratfel to the slope of subbo.se courses provided a minimum depth of 7' is maintained. COMBINATION 6" REVERSE CURB & GUTTER SP NUMBER: #26-19 Rev. No. Date 07 01/2012020 TH op RAN�Y L. PLEB Lic. No. 32809 U.�tAi�l L3 DATE: 06/28/2019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 48 OF 59 rui W F-- W Z Ary U) u I - 0 BVI [2 J Uj 0 _ 1..1.1 H Ii Z w CO {/) I Q - w 0 EN LL W LUI 5J ! z SP NUMBER: #26-19 Rev. No. Date 07 01/2012020 TH op RAN�Y L. PLEB Lic. No. 32809 U.�tAi�l L3 DATE: 06/28/2019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 48 OF 59 4'MINONIT W MIN ON 17 ASPHALT INSTALLATION DRAIN BASIN 4'MIN0 6' MIN ROAD & HIGHWAY f1R1.11AI PAgINI I GUIDELINE INLINE DRAIN ASPHALT ABOVE TETE SLAB STRUCTURE SIZE DRAWN BY GJA H-20 GRATE OPTIONS NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT 12' NIA STANDARD SOLID 2X2 R&H NIA 15' MIA STANDARD SOLID 2x2 R&H NIA 18' _ MIA_ STANDARD SOLID 2X2 R&H 23{3 R&H 24' NIA STANDARD SOLID 2X2 R&H 2X3 R&H 30' PEDESTRIAN STANDARD SOLID 27(2 R&H 2X3 R&H 1 - THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS 1, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY 4N ACCORDANCE WITH ASTM D2321. 2 - TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS, NON TRAFFIC INSTALLATION INLINE DRAIN L RUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS II I MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. ER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D232i. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D232i. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY GJA MATERIAL NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT 30-42" P80930G02 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 9.3499 42-66" TRANSFER, OR LICENSE THE USE OF THE DESIGN OR 48-78" PBO930GO5 TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NDJNAME REPRODUCTION OF THIS PRINT OR ANY INFORMATION - VIEW "A" CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03.1i-16 3/4 = 1 ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS GATE IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN VALVE PERMISSION FROM NYLOPLAST. CYNI 40aAST DWG SQE A SCALE 1:25 3130 VERONA AVE BUPORD, GA M18 �r�. INN {770} 932.2443 Nyl'o last nylloya l-u4s TITLE DRAIN BASIN & INLINE DRAIN NON TRAFFIC INSTALLATION SHEET 1 OF 7 DWG NO. 7001.110.111 REV E PLAN VIEW GATE VALVE VALVE BOX & --\ FULLY PORTED BALL VALVE SIZED PER LPSS MAIN -PEA GRAVEL OR CRUSHED STONE BEDDING INSULATION FMAYB E NEEDED ER ENGINEER) ---GRAVEL BEDDING SWEEP ELBOW TYPICAL TERMINAL FLUSHING CONNECTION LID ASSEMBLY WITH PENTAGON HEAD PLUG MATERIAL: CAST IRON STAINLESS STEEL LATERAL KIT 1-1 r4 " SDR 11 HDPE PIPE EXTENSION TYPE CURB BOX WITH ARCH PATTERN BASE MATERIAL= ABS ORDERED SEPARATELY USING PART NUMBER FROM ABOVE COMPRESSION ADAPTER FITTING MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) 1-1/4" SDR 11 � HDPE PIPE o COMPRESSION ADAPTER FITTING (BY OTHERS) MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) TO MAIN VALVE CURB STOP WITH FEMALE PIPE THREADS AND VALVE POSITION STOPS (OPEN/CLOSED) WITH INTEGRAL CHECK VALVE MATERIAL= STAINLESS STEEL COMPRESSION ADAPTER FITTING MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) NOTES: 1, SS CURB STOP/CHECK VALVE AND FITTINGS ARE PROVIDED SEPARATELY, TO BE ASSEMBLED BY OTHERS 2. TO ASSEMBLE, APPLY A DOUBLE LAYER OF TEFLON TAPE, AND A LAYER OF PIPE DOPE (SUPPLIED BY OTHERS) TO THE THREADS ON THE PLASTIC FITTINGS AND INSTALL PER THE MANUFACTURER'S INSTRUCTIONS *FOR SS FITTING INTO 55 THREAD, USE PIPE DOPE OR TEFLON TAPE, NOT BOTH 3. ASSEMBLY IS TO BE PRESSURE TESTED (BY OTHERS) 4, ASSEMBLY IS TO BE USED WITH SDR11 HDPE PIPE 5. TO ORDER SS LATERAL KIT, USE PART NUMBER NCO193G01 6. CURB BOX IS TO BE ORDERED SEPARATELY, SEE ABOVE TO PUMP 1-1/4" SDR 11 POLYETHYLENE PIPE (SUPPLIED BY OTHERS) KIT PARTS ARE NOT ASSEMBLED PART NUMBER AVAILABLE LENGTHS .......... 18-30" PBO930GO1 30-42" P80930G02 36-54" PBO93OGO3 42-66" PB0930G04 48-78" PBO930GO5 60-102" PBO930GO6 ORDERED SEPARATELY USING PART NUMBER FROM ABOVE COMPRESSION ADAPTER FITTING MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) 1-1/4" SDR 11 � HDPE PIPE o COMPRESSION ADAPTER FITTING (BY OTHERS) MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) TO MAIN VALVE CURB STOP WITH FEMALE PIPE THREADS AND VALVE POSITION STOPS (OPEN/CLOSED) WITH INTEGRAL CHECK VALVE MATERIAL= STAINLESS STEEL COMPRESSION ADAPTER FITTING MATERIAL: POLYPROPYLENE (ASSEMBLED BY OTHERS) NOTES: 1, SS CURB STOP/CHECK VALVE AND FITTINGS ARE PROVIDED SEPARATELY, TO BE ASSEMBLED BY OTHERS 2. TO ASSEMBLE, APPLY A DOUBLE LAYER OF TEFLON TAPE, AND A LAYER OF PIPE DOPE (SUPPLIED BY OTHERS) TO THE THREADS ON THE PLASTIC FITTINGS AND INSTALL PER THE MANUFACTURER'S INSTRUCTIONS *FOR SS FITTING INTO 55 THREAD, USE PIPE DOPE OR TEFLON TAPE, NOT BOTH 3. ASSEMBLY IS TO BE PRESSURE TESTED (BY OTHERS) 4, ASSEMBLY IS TO BE USED WITH SDR11 HDPE PIPE 5. TO ORDER SS LATERAL KIT, USE PART NUMBER NCO193G01 6. CURB BOX IS TO BE ORDERED SEPARATELY, SEE ABOVE TO PUMP 1-1/4" SDR 11 POLYETHYLENE PIPE (SUPPLIED BY OTHERS) KIT PARTS ARE NOT ASSEMBLED NOTES: 1. CONTRACTOR SHALL CONFIRM LOCATION OF TRACTOR TRAILER CONCRETE DOLLY PADS WITH THE OWNERIDEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. C] c� V) Q GRASS AREA 20' 48' CG-6T/6TR/6TF CURB„ (SEE PLANS FOR LOCATION) CONIC. DOLLY PAD TRACTOR TRAILER PARKING BAY DETAIL nts LO 00 E C � ._ C z2) ]>t�]0 N 41 la) GD 0 c [33 L LQ r CQ Og LL H-+ rn �W ZW LI4 2 LLI 0 rn I --- w w z w Lu w Q z a Lu z 0 Q cD SP NUMBER: #26-19 1 U_ aC � wz co (.7 C)2�e _j J ww Q LL" I` W Rea. No. I Date 07 01120/2020 TH RA9op f � L. EPLER l>' Llc. N0.32809, 0 2 rr�C'-�cs2 10 DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 49 OF 59 19-09 A A li PLAN VIEW TUST BLOCK (PFR ENGINEER) - VIEW "A" 3/4 = 1 GATE VALVE INSULATION MAYBE NEEDED (PER ENGINEER) ' GRAVEL BEDDING VALVE BOX $ 45' ELBOW WYE LP55 MAIN FULLY BALL VALVED (0 } ' - 0 8') SIZED PER LPSS MAIN PEA GRAVEL OR CRUSHED STONE TYPICAL FLUSHING CONNECTION ON LPSS MAIN environment one CORPMATICH LM000113 REV. A NOTES: 1. CONTRACTOR SHALL CONFIRM LOCATION OF TRACTOR TRAILER CONCRETE DOLLY PADS WITH THE OWNERIDEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. C] c� V) Q GRASS AREA 20' 48' CG-6T/6TR/6TF CURB„ (SEE PLANS FOR LOCATION) CONIC. DOLLY PAD TRACTOR TRAILER PARKING BAY DETAIL nts LO 00 E C � ._ C z2) ]>t�]0 N 41 la) GD 0 c [33 L LQ r CQ Og LL H-+ rn �W ZW LI4 2 LLI 0 rn I --- w w z w Lu w Q z a Lu z 0 Q cD SP NUMBER: #26-19 1 U_ aC � wz co (.7 C)2�e _j J ww Q LL" I` W Rea. No. I Date 07 01120/2020 TH RA9op f � L. EPLER l>' Llc. N0.32809, 0 2 rr�C'-�cs2 10 DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 49 OF 59 19-09 general Iaddill to m location mark STANDARD All I' 24' Select baokAll t2` All backfill to be compacted to 95% of ASTM DNS mmdmwn donslty. 1.- location 24" Select ball B" CONCRETE ENCASEMENT TRENCH & BEDDING 4 - MAR 10 In addition to restraining each jolnt of the fitting,. any joint that falls within the specified length of each branch of the fitting shall be restrained. L = restrained length of pipe (PVC or DIP) D = pipe diameter D B' 8" 12' 16" 18' 20' 24" L(ft) 60 60 too 120 120 1 140 1 166 TEE, CROSS, WYE D L = restrained length of pipe (PVC or DIP) D = pipe diameter D 6° 8' 72" 16' 18 45", 22 1/2', 11 114' 6' B" 12' 18" 18' " Ld (ft) 20 40 60 L(ft) 20 20 20 20 20 20 20 HORIZONTAL BEND RESTRAINED JOINTS FOR TEE, CROSS, WYE AND HORIZONTAL BEND -2- FEB 09 Di 112 Both joints of the fitting shall be restrained. In addition, all jolats within the specified length on the "a side of the reducer shall be restrained. L = restrained length of pipe (PVC or DIP) D = pipe diameter REDUCER L �L I �L� D Irl addition to restraining the connection, any joint that falls within the specified length shall be restrained. A 6' B" 12' 18" 18' 24" Ld (ft) 20 40 60 L(111 60 i 100 120 120 omomm® 160 n©a r r ®mm ' 6stons mmlmamm min- valve box 7valve screw type Forced sewer: valve restrained to mainadjustable Doo©© 1. Piping to Wye shall be SDR 21. ar valve taox ®000a® as incoming sewer. Note: valve shall rr w000000 valva boxbe spur gear .... d m00000® boot REDUCER L �L I �L� D Irl addition to restraining the connection, any joint that falls within the specified length shall be restrained. A 6' B" 12' 18" 18' 24" Ld (ft) 20 40 60 L(111 60 1 60 100 120 120 140 160 VALVE, DEAD END RESTRAINED JOINTS FOR REDUCER, GATE VALVE AND DEAD END -3- L ® restrained length of pipe (PVC or DIP) D = pipe diameter FEB 09 down bend depth 4 ft. min. Ld I f finished grade Ld = dawn band restrained length of pipe (PVC or DIP) Lu = up bend restrained lengthof pipe (PVC or DIP) D = pipe diameter Each side of arty ver" offset bend shall be restrained. In addition, any joint that falls wit the specified length on each s of the fitting shall be restrains< up bend depth -Lu - 45` D 6" 15"& 12" 16', 1 B" & 20" 24" Ld (ft) 20 40 60 80 Lu (ft) 20 20 20 Lu (ft) 1 20 20 20 20 221/7 D 8" 8' & 12' 16", 18' & 2Q' 24' Ld (ft) 20 20 40 40 Lu (ft) 20 20 20 Lu (ft) 20 20 20 20 11 114° D 6' B" & 12" 16', 18'& 20" 24' Ld {fl) 20 20 20 20 Lu (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET -4- FEB 09 concrete pad 18' dla, x 6' deep flnishad gratia 6" stone screw type adjustable valve box 48' min. location marker valve box adaptor joint wive restrained stone restrafrds to in 8k 8'k 16" solid block Water 161, 18", 2lf" and 24" GATE VALVE -5- a aptar valve restrained to main apt sx 16" solid block. Forced Sewer APR 09 Nto 0 00 C: C'4 C,4 0 J Ca 41 CD I C _ M d- > t� CL2 2 tR tM to L r CC?. _ Q7 'U_ j - W top of manhole at grade in pavement areas trench width I unless otherwise directed (top shalt be se! 24' as re aired finished min. above rade in undeveloped areas CertainTeed Raxus 24' W ouncrete wedge spigot by gasketed bell 45° bend q1'-6'.{ � 24" min. g P } 77 grade { clearo enln anchor tloR-4ea. P g manhole Dover no. COflIJ&lEH 6 die. schedule 40 steel "f t' 2' aciustmant ring with pipe fillad with concrete ;;!% g' square skid pad 8' finished rade of b joint sealant on 0 j ma thick around pavement or earth arxf bottom as rary and painted yellow I 314' x 2' b I manhole frame In C1tY linished �, developed areas ( a �' joint sealant //"� grade 6" stone 35' mato. , J`��\ /* 24° min. in undeveloped areas brow eevter / _ '�/ X' s s a 3' minimum adjustmant rings - _ -- - •. brace f01' Meier . + 4k \ 18"die. f"1 6° {11" max.J concrete ; t- , . %, . rubber moot standard Toone wwar ' gasketed pipe and fittings r w encasement 3"- '.* . a;• - •„ .. \�` - val" Y' . um, 3{4" concrete anchor . -. ,... section for ,, :. �� 8' x 4" asketed bell e ( finished 4. diameter manhole i r : g vrS solvent weld cap ... bolts 4 saoh) ; '� grade - Relinor Drop Bowl \� \" Ile— ooncrete ASTMC-150 secured with SS bn BOLLARD DETAIL '� psi 4 � ;. Wieners .. ee nipple \ ! � 4l V' 4, 12" ar 16" (typ.) a RP k F1P lover bell Y` property exterior of all sections to external pipe f line ' , r NOTE: have waterproof oosting i coupler a..: -stone valve \\' wetK \ \V/ finished [� W Weep Fries shall not be subject to being submerged 9} steel reinforced , • l" nominal size butyl + breve nipple f / Y� � f �n insfallailon is in an area having a high groundwater table, the Y �' polypropylene steps . , ° : joint sealant to be ,'e 3 ft 2" M':IP X FlP oc aW �` g e y Authority's englr*u shell be contacted for hydrant relocation. . * applied on lower Poliner SS pipe minimum P • F �/, J !� rad 1 B" Qp joint gasket shall be } ` \ LL ledge of joint CD brackets a : drop saddle :... :. ': `! either o -ring or profile SCH 40puc ti:�:� ,".::y variable drop pipe ' ;" r •. . � [concrete ad 1'-6' die. x 8" dee 8"x Stir 1e' \ .�. �. : •'.. �.,,,. Ivoafivn marker 6 36' min ,. 5' min P P to manhole . , ♦"� / cover id Nock ilnished 5 ,* 4-0'— " + oonnaolion to be , . `314 tlOr. (as lrequired \ ,' `\ ` • /� .. , , , .. kyr ry�y��rr �` LL L,1L gratia • — pips r Par Plea size) stone W 2" min. - S" max. -.- - by flexible sleeve " ::,.:*, .. - ����� .,... :...... ., ♦�".��- r Z Invert channel to provide a < , " 4 +' \ n �. a ....... N � D ,.. s.t. 6' stone 3-0 min. ....• ,a INNe♦ ....... ... ��k« .. .� .:... - Smd6itl tranalliOn m t0 otAt. + • r , a' , for all connections 2'-0" max. 4'-0"max. _ j T' 0 R ` '1..J r � stone to be =- -screw type adjustable valve box • _y; . W,.t` ^`:r;:�,,�+- . ?;•,: y,,:r„+, �' r 4. ::.:. a . - . treated 2"x 4” with i < V precast invert or ',: v ,L, we , ' top of bench to be : •:. minimum of 8 valve box adaptor grout bottom to '� w ' t 314 dia. ,v'•.� same elevation as top ��%% /�% /�% lf\��% /j j��f% / \! /\�Js lf\/�% ��\df, top 6' painted green r� 4" pipe at 2.0095 J 1 above top of base ;m- ru a 1 �, ,` I locator marker form channel . , "' 6" of pipe filter cloth stone •a' ' _ . + minimum grade i 1 ; NOTES: 1 J joint a 'd , r • .f '' • ° ' 1. All piping Shall be 2' dianlater W stone restraints t` • ' , + i . ,' +d. ;� �. g" 2. For forced saxrer 4" or lase In diameter Install tea In main (no saddle} .. _ _... __. _ ., ..J 3 Qui Pgn9 LTJ A .. .. ... ... .... ... ..... ....... ....... ... ....:. �, ..... ,...........i.-.. Quick disconnect cam and move coir ( ) g ....................................................................................... a, coupling to be polypropylene ..... .. ... UJ .... .... ... ., .. .. 6'ston®.+--:;-:.9::.'. �."7.`.:.:.C.:: •:.C. �:•,:.•.:.:a:Y:^::•:.:•:.�:G:�:.•,'.:'::.^:::::::.::. �::::::.::.•, .......:.�::...::.: •: ....., _................................................................................... b.FlPkmele mateswi8t, .. - .., .. - ;:................................................................. ..................... Inside d p sy amts be fleliner Drop Bowe. manufactured by Duren, Inc-adeg3t� � LV drop system C. female avujlfer k MIP LL z 4. Valve Shell water R oriel Inc. All pipe and fittings shall be SDR 35 26 . f00 LLL i`=� J�J mechenlcal joint NOTES: 1. Manha9e sections shall have an external coating of approved poli/mor film water proofing prior to installation, a, water - Model 9fi3 w,Nt' NPT carrroecUorl P P 9 j }- ° �I swivel lee with 2. If adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior Meting of 8'X 8: X 16" 6 branch ter proofing. 5. Braamw d elbow of vat 1<aF k 31 aluminum ng wfu twN .... ... - .. a idealb. sower - Mocial 960 w w 18` a la 3. Final slope raiment of manhole forme shall be by shims and non -shrink grout [flock 4. Skid pad to be placed around manholes located in shoulders of roads. 7ti3199 . r axve' d Q[P f(' sand block op shall be used if height from invert out to rim is four feet or less. Frame to be 4' In height Flat t 6. Thera shell be a 0.20 foot drop in elevation through the manhole. `' ``' COMBINATION AIR RELEASE GRAVITY SEWER LATERAL FIRE HYDRANT ASSEMBLY STANDARD MANHOLE DROP MANHOLE AND VACUUM -VALVE VAULT FOR MAIN WITH COVER 15 FT OR LESS 0 -6- JAN 19 -15- FEB 09 -16- MAR 18 MAR 10 -22- FEB D9 finished grade flnlshed grads ry 18" tc 24"� 6". 8" and 12" L 8'k 8'x 16' solid block for 12'vE1ve 4°•6" minimum NOTES: concrete pad 18" concrete pad 18" dla. x 6' deepfinished grade dia. x 6' deep 8"stone 1. All pipe and fittings inside manhole screw type adjustable ' 6stons 24' min. min- valve box 7valve screw type Forced sewer: valve restrained to mainadjustable 1. Piping to Wye shall be SDR 21. valve taox 2. Piping for drop shall be same size as incoming sewer. Note: valve shall 77- 3, All pipe and fittings inside manhole valva boxbe spur gear .... d tYP® 8k 8'k 16" solid block Water 161, 18", 2lf" and 24" GATE VALVE -5- a aptar valve restrained to main apt sx 16" solid block. Forced Sewer APR 09 Nto 0 00 C: C'4 C,4 0 J Ca 41 CD I C _ M d- > t� CL2 2 tR tM to L r CC?. _ Q7 'U_ j - W top of manhole at grade in pavement areas trench width I unless otherwise directed (top shalt be se! 24' as re aired finished min. above rade in undeveloped areas CertainTeed Raxus 24' W ouncrete wedge spigot by gasketed bell 45° bend q1'-6'.{ � 24" min. g P } 77 grade { clearo enln anchor tloR-4ea. P g manhole Dover no. COflIJ&lEH 6 die. schedule 40 steel "f t' 2' aciustmant ring with pipe fillad with concrete ;;!% g' square skid pad 8' finished rade of b joint sealant on 0 j ma thick around pavement or earth arxf bottom as rary and painted yellow I 314' x 2' b I manhole frame In C1tY linished �, developed areas ( a �' joint sealant //"� grade 6" stone 35' mato. , J`��\ /* 24° min. in undeveloped areas brow eevter / _ '�/ X' s s a 3' minimum adjustmant rings - _ -- - •. brace f01' Meier . + 4k \ 18"die. f"1 6° {11" max.J concrete ; t- , . %, . rubber moot standard Toone wwar ' gasketed pipe and fittings r w encasement 3"- '.* . a;• - •„ .. \�` - val" Y' . um, 3{4" concrete anchor . -. ,... section for ,, :. �� 8' x 4" asketed bell e ( finished 4. diameter manhole i r : g vrS solvent weld cap ... bolts 4 saoh) ; '� grade - Relinor Drop Bowl \� \" Ile— ooncrete ASTMC-150 secured with SS bn BOLLARD DETAIL '� psi 4 � ;. Wieners .. ee nipple \ ! � 4l V' 4, 12" ar 16" (typ.) a RP k F1P lover bell Y` property exterior of all sections to external pipe f line ' , r NOTE: have waterproof oosting i coupler a..: -stone valve \\' wetK \ \V/ finished [� W Weep Fries shall not be subject to being submerged 9} steel reinforced , • l" nominal size butyl + breve nipple f / Y� � f �n insfallailon is in an area having a high groundwater table, the Y �' polypropylene steps . , ° : joint sealant to be ,'e 3 ft 2" M':IP X FlP oc aW �` g e y Authority's englr*u shell be contacted for hydrant relocation. . * applied on lower Poliner SS pipe minimum P • F �/, J !� rad 1 B" Qp joint gasket shall be } ` \ LL ledge of joint CD brackets a : drop saddle :... :. ': `! either o -ring or profile SCH 40puc ti:�:� ,".::y variable drop pipe ' ;" r •. . � [concrete ad 1'-6' die. x 8" dee 8"x Stir 1e' \ .�. �. : •'.. �.,,,. Ivoafivn marker 6 36' min ,. 5' min P P to manhole . , ♦"� / cover id Nock ilnished 5 ,* 4-0'— " + oonnaolion to be , . `314 tlOr. (as lrequired \ ,' `\ ` • /� .. , , , .. kyr ry�y��rr �` LL L,1L gratia • — pips r Par Plea size) stone W 2" min. - S" max. -.- - by flexible sleeve " ::,.:*, .. - ����� .,... :...... ., ♦�".��- r Z Invert channel to provide a < , " 4 +' \ n �. a ....... N � D ,.. s.t. 6' stone 3-0 min. ....• ,a INNe♦ ....... ... ��k« .. .� .:... - Smd6itl tranalliOn m t0 otAt. + • r , a' , for all connections 2'-0" max. 4'-0"max. _ j T' 0 R ` '1..J r � stone to be =- -screw type adjustable valve box • _y; . W,.t` ^`:r;:�,,�+- . ?;•,: y,,:r„+, �' r 4. ::.:. a . - . treated 2"x 4” with i < V precast invert or ',: v ,L, we , ' top of bench to be : •:. minimum of 8 valve box adaptor grout bottom to '� w ' t 314 dia. ,v'•.� same elevation as top ��%% /�% /�% lf\��% /j j��f% / \! /\�Js lf\/�% ��\df, top 6' painted green r� 4" pipe at 2.0095 J 1 above top of base ;m- ru a 1 �, ,` I locator marker form channel . , "' 6" of pipe filter cloth stone •a' ' _ . + minimum grade i 1 ; NOTES: 1 J joint a 'd , r • .f '' • ° ' 1. All piping Shall be 2' dianlater W stone restraints t` • ' , + i . ,' +d. ;� �. g" 2. For forced saxrer 4" or lase In diameter Install tea In main (no saddle} .. _ _... __. _ ., ..J 3 Qui Pgn9 LTJ A .. .. ... ... .... ... ..... ....... ....... ... ....:. �, ..... ,...........i.-.. Quick disconnect cam and move coir ( ) g ....................................................................................... a, coupling to be polypropylene ..... .. ... UJ .... .... ... ., .. .. 6'ston®.+--:;-:.9::.'. �."7.`.:.:.C.:: •:.C. �:•,:.•.:.:a:Y:^::•:.:•:.�:G:�:.•,'.:'::.^:::::::.::. �::::::.::.•, .......:.�::...::.: •: ....., _................................................................................... b.FlPkmele mateswi8t, .. - .., .. - ;:................................................................. ..................... Inside d p sy amts be fleliner Drop Bowe. manufactured by Duren, Inc-adeg3t� � LV drop system C. female avujlfer k MIP LL z 4. Valve Shell water R oriel Inc. All pipe and fittings shall be SDR 35 26 . f00 LLL i`=� J�J mechenlcal joint NOTES: 1. Manha9e sections shall have an external coating of approved poli/mor film water proofing prior to installation, a, water - Model 9fi3 w,Nt' NPT carrroecUorl P P 9 j }- ° �I swivel lee with 2. If adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior Meting of 8'X 8: X 16" 6 branch ter proofing. 5. Braamw d elbow of vat 1<aF k 31 aluminum ng wfu twN .... ... - .. a idealb. sower - Mocial 960 w w 18` a la 3. Final slope raiment of manhole forme shall be by shims and non -shrink grout [flock 4. Skid pad to be placed around manholes located in shoulders of roads. 7ti3199 . r axve' d Q[P f(' sand block op shall be used if height from invert out to rim is four feet or less. Frame to be 4' In height Flat t 6. Thera shell be a 0.20 foot drop in elevation through the manhole. `' ``' COMBINATION AIR RELEASE GRAVITY SEWER LATERAL FIRE HYDRANT ASSEMBLY STANDARD MANHOLE DROP MANHOLE AND VACUUM -VALVE VAULT FOR MAIN WITH COVER 15 FT OR LESS 0 -6- JAN 19 -15- FEB 09 -16- MAR 18 MAR 10 -22- FEB D9 finished grade flnlshed grads ry SERVICE LATERAL MANHOLE CONNECTION -20- MAR 18 concrete pad 1'-6• dra. x 6" deep varies to property line l is 6' stone roadway box screw type 2" service saddle F 2" corp,slop rFIP I PJ coupling MIP/ P coupling .:. 2' CTS polyethylene tubing (PET) 200 psi 2' ball valve curb -1 wl SS insects at all stop wl 2" gate connections valve oparafing nut WATER MAIN FLUSHING ASSEMBLY -7- Faster Adapters FORCED SEWER MANHOLE CONNECTION MAR 18 -13- FEB 09 SP NUMBER: #26-19 Rev. No. Date 01 0712212019 TH 41P } r RANY L. PLEB Lic. No. 32809 0 12 ' me-�Z)20 A DATE: 06128/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 50 OF 59 4°•6" minimum NOTES: Gravity sewer: a 1. All pipe and fittings inside manhole ' shall be solvent weld SCH 40 PVC, Forced sewer: - 1. Piping to Wye shall be SDR 21. 2. Piping for drop shall be same size as incoming sewer. 77- 3, All pipe and fittings inside manhole shall be solvent weld SCH 40. boot wye wl threaded r. zz'+ aio cap 4 Q .. stainless steel ....... .... .........-.... concrete wedge 4 4.. anchor 4, .............................. ......... . AMMONE /, stone pressure Ireated . a block stainless steel band fill with grout 4$' bend existing bench elevation A b' 4 _ ... ......... ......... ........ ... ............ ........ SERVICE LATERAL MANHOLE CONNECTION -20- MAR 18 concrete pad 1'-6• dra. x 6" deep varies to property line l is 6' stone roadway box screw type 2" service saddle F 2" corp,slop rFIP I PJ coupling MIP/ P coupling .:. 2' CTS polyethylene tubing (PET) 200 psi 2' ball valve curb -1 wl SS insects at all stop wl 2" gate connections valve oparafing nut WATER MAIN FLUSHING ASSEMBLY -7- Faster Adapters FORCED SEWER MANHOLE CONNECTION MAR 18 -13- FEB 09 SP NUMBER: #26-19 Rev. No. Date 01 0712212019 TH 41P } r RANY L. PLEB Lic. No. 32809 0 12 ' me-�Z)20 A DATE: 06128/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 50 OF 59 2016 ROAD & BRIDGE STANDARDS END -SECTION 12" - 60" PIPE -HLP8 END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION x x I CONCRETE TO BE - _ - - - - 4000 PSI MINIMUM PLAN END VIEW ALTERNATE END -SECTION 12" - 60" PIPE ES -1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET FND-SZCTION X _ s x r CONCRETE TO BE LL I- - - .-- - _ - _ _ - _ _ 4000 PSI MINIMUM I~ PLAN SECTION X-)( END VIEW END SECTION DIMENSIONS TOP OF FILL PIPE DIAMETER A B_ C D_ E 12" 4" 2'-O' _ 2'-O" 4--D" 2'-0" 15,. S., Z, - 3-10" a n w SOIL 18" 9" 2 -3' 17-9' 4`011 3'-0" - 11, 4.1 _11" "-1" - 3'-9" 241, '1 3-7" 2 -6" W_1" 41-0., 27" 10' " 4"-a' 2'- g'-1 41-8 " 313" 1'-0." 4'-8" T-7 8'-1 5'-0" 33" 1 -iI 4'-10V2" 2'-g3!4'- 7'- 5'-6" 36" T-3" 51-Z 2'1 :rrrr rrr L a r • � s ti 6'-O" 42'" P-9" 5.-,31. 7-11" B' -T' 6,-B" 48" 2,_0. 10" 2'-2"_ B'-2,. �M_D, 54'" 2'-3" 5'-5" 2'-41 8"-21 '" 7"-8" BG .n,. FOUNDATION SOFT, YIELDING, OR S-3" 10,. ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL ALTERNATE END -SECTION 12" - 60" PIPE ES -1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET FND-SZCTION X _ s x r CONCRETE TO BE LL I- - - .-- - _ - _ _ - _ _ 4000 PSI MINIMUM I~ PLAN SECTION X-)( END VIEW I*'7 MOMMR1:111111L.111 NOTES= PPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RIGHT LENGTHS WILL BE REDUCED BY THE 01FFEIiEhICE IN DIMENSION "D", SPECREF E FLARED END SECTION CATM tY°0T ROAD AHD BRIDGE STANDARDS 3D2 12" - 60" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 102.01 2D116 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS PB -1 NO PROJECTION OF PIPE ABOVE GROUND LINE END SECTION DIMENSIONS TOP OF FILL PIPE DIAMETER A B C D E 12" 4" 21-0.1 4.11" 6._111 21-G.. 15,. S., Z, - 3-10" a n w SOIL 18.. - - Q.. 2'-31, - N-101. B. -T. • -G,. 21" 91' 2'-11'" 3'-2" 6'-1 " 3'-S' 24" 10"' 3'-7" 2'-S" 6"-3" 4'-0" 27" 10' " 4"-a' 2'- g'-1 41-8 " M.. V-0" 4'-6' r-7 5"-1 51-W. 33" T- 4' tal 3'-3 W-1 5'-6" 36" T-3" 51-Z 2'1 :rrrr rrr L a r • � s ti 6'-O" 4T' 9'-9" ' w 2"-11" 8'-2" 6'-8" 46" 2'-0" 8'-0" 7-2" 8'-2" 7,-D" 5IV 2'-3" 5'-5" 2'-11'" 8'-4" 7'-8.. BG 2,.8„ FOUNDATION SOFT, YIELDING, OR S-3" 10,. ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL I*'7 MOMMR1:111111L.111 NOTES= PPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RIGHT LENGTHS WILL BE REDUCED BY THE 01FFEIiEhICE IN DIMENSION "D", SPECREF E FLARED END SECTION CATM tY°0T ROAD AHD BRIDGE STANDARDS 3D2 12" - 60" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 102.01 2D116 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS PB -1 NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL GROUND LINE x GROUND LINE x OROUNO LINE z WALL rrrrr LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG rrrr rrr rrrr rrr, -rrr rr rrr I rrr rr EARTH II r a r 9 rr , II r b r ROCK OR r = EARTH STRUCTURE- UNYIELDING o -I, a n w SOIL ` pl p REDOING 232 SHEET 1 OF I REVISION DATE MATERIA!. 1'-6" MIM. 1/10 D X 0 X BEDDING MIN. G XrD X BEDDING MIN. 1/16 O MATERIAL MATERIAL X D X 2'-2" �2 BERMAX.. 2,_g" D MIN. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LIME MW. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D - TOP OF FILL. MIN. 1.5 x p MN. 1,5 x ❑ 0'-8" TOP OF FILL W-9- TOP OF FILL rrrrrrrrrrrrrr rrrrrrrr,�rrrrr H s 2'-T1" rrrrrr rrrrrrr I - rrrrr:, rrrrrr - - '' rrrrrrr rrrrr rrrr . rrrrr rrrr '� '' rrrrrrrrrrrrr rrrrrrrrrrrrr � r;, 'ti, ---• :rrrr rrr L a r • � s ti N rrrrrr rrrrrr rrrrrrrrrrr - rr r .�.. GROUND = rr a _n ti rr rr, GROUND •' ti � r rrrrr r rrrrrrrr "- * - rrrrrrrrr � rrrrrrrrr -GROUND LINE - a � LINE 0 N - ,INE 0"-2" 01•2%t' O'--V/'I" - _ EARTH - - 11 ROCK OR 0'-1" MIN. v1O Q x D X BEDDING MATERIAL MIN. 1/10 0 _ UNYIELDING 11 -III I -III /z" PER SOIL f - - -, MIN. 1/16 ❑ r - � 8' Ve 1°' OF N X 0 x MIN -8", BEDDING s] BEDDING EARTH MATERIAL 12'-1" MAX. 24 MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL BEDDING ECT ON 302EOF�TI E ROAD ANDCBRIDITH GE ® EMBANKMENT NOTES: SPECIFICATIUNS. FOR GENERAL NOTES ON PIPE BE❑❑INC, CLASS 2 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 107.06. REGULAR BACKFILL MATERIAL O ACCORDANCE THE rrrrr WITH SECTION 302 OF ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL SPECIFICATIONS. IN ACCORDANCE WITH SECTION 302 OF THE ROAD SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL USED IN PLACE OF CLASS T BACKFILL. rrrrr IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. 1�QaT INSTALL, OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDAROS CIRC. PIPE BEDDING AND BACKFILL - METHOD I,A,, Z02 ' �-2Y p4 SHEET I OF 4 REVISION DATE 07l12 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 t07,01 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS CD -1 CUT RADE PAVEMENT SU138ASE FILL SUBGRADE CROSSORAIN CD -1 AT LOWER END OF CUTS CENTER LINE SECTION (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT - PAVEMENT SURFACE & BASE 0 00,D00 o a s o o SUBBASE o• e>. a . n" o v • o • o • o • o • � � - SELECT MATERIAL TYPE I OR 3 d•q •v .q q q -•q =q q•b C q o x57 AGGREGATE, s8 AGGREGATE OR CRUSHED - GLASS MEETING 48 GRADATIONREQUIREMENTS. GEOTE%TILE DRAINAGE FABRIC OR PAVEMENT SURFACE & BASE Q 000000 o 0 0 v o o q o �'- -SUBBASE OR CEMENT STABILIZED SUBBASE a •a.a - o . r- SELECT MATERIAL TYPE I OR SUBGRADE o�apo°a' �o`'de'n�o°ci (CEMENT DR LIME STABILIZED) T GEOTEXTILE 1157 ACCRECATE, I6 AGGREGATE OR CRUSHED G Ass E t EW -12 i0P OF CUT PAY LIMITS FOR iTYPICALI OUTLET PIPE TO BEGIN WITH 45, DITCH LINE ELBOW EDGE OF PAVEMENT TRAVEL LANES5 -�---- -+c-- �Sf 45 PAY LIMITS FOR OUTLET PIPE TO BEGIN WITH 45• ELBOW TOE OF FILL EW -12 (TYPICAL.) PLAN VIEW (PLACEMENT OF CD -1 CROSSDRAIN) DRAINAGE I L METING Ip8 GRADATION REQUIi€MENTS. GENERAL NOTES FABRIC 1, UNLESS SPECIFICALLY INDICATED, CROSSORAN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE ARID SUBGRADE ARE STABILIZED. 2. TRENCH SHALL HE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NONPERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN A7 THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN. (3 X DESIRABLE) GRADE. CRUSHING STRENGTH 4 ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE TYPE OF PIPEOUTLETS FOR CROSSDRAINS, THEY ARE TO BE LOCATED 50 AS TO DRAIN INTO DROP #W.7, 4" NOM. DIAMETER XW.T. 6" N.OM.DIAMETER INLETS OR MANHOLES, SMpOTH HALL PVC .103 0.153 5, ON SUPERELEVATED SECTIONS, TRENCH 15 TO BE UNDER ENTIRE PAVEMENT AREA SMOOTH WALL P£ 70 PSI )(X)( 70 PSI Mx)( WITH OUTLET PIPE ON LOW SIDE ONLY, 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS S B. ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF P-0'" ABOVE FOR INVERT NVERT ELEVATON OF RECEIVING DRAINAGE DITCH OR STRUCTURE, PIPE H THICKNESS (MIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TD WALL BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG XXM TESTED ACCORDING TO ASTM ❑-2412 AT 5% DEFLECTION, CUBIC YARDS Y 15" 8, OUTLET PIPE TO BE SECURELY CONNECTED TO EW -1208 OTHER DRAINAGE - STRUCTURE- A XVDDT 0'-8" STANDARD C R O S S D R AI N SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS 1'-0" (AT LOWER END OF CUTS) 232 SHEET 1 OF I REVISION DATE V-3" 1'-6" 1'-9" 501 10804 07116 P-4„ VIRGINIA DEPARTMENT OF TRANSPORTATION 701 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS S ENDWALL FOR CIRCULAR PIPE L_ - L D DX SEE NOTE 1 14 fps DIAMETER OF PIPE CULVERT LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. CUBIC YARDS Y 15" 18" ' 3" OR 38 A 01-8" 0'-8" W-9" O'-fi" L 1'-0" B "O SHAPE TO BE - BEVELED EVELWITH ORTAR i -t---LQW DONT - - - --- BVEL B INVERT NOTES= I. "It' MAY BE REDUCED UNTIL "X," REACHES A MINIMUM OF 4" WHERE ENDWALL WOULD PROTRUDE ABOVE SHOULDER LINE, IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, DITCH SLOPE, OR SHOULDER. 2. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 3, ALL CAST IN PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET 101,02. 4. THIS STANDARD TO BE USED WITH STRAICHT CROSSINGS AND ALL SKEWS(O' T4 45'). 5. HEADWALL TO BE BEVELEQ IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINIGWALLS OCCUR EW -1 EW -1,1A S• BEVEL EDGE IS REOUFIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. 8, ON SHALLOW FILLS WHERE ENDWALLS ARE 1'OR LESS BELOW SHOULDER' LINE, THE TOP OF fF1E ENDWALL SHALL. BE CONSTRUCTED PARALLEL. TO THE GRADE OF THE ROAD, 9. Y4" CHAMFER MAY BE PROVIDED ON ALL EDGES AT MNNUFACTURER'S OPTION. EW -1A ENDWALL FOR CIRCULAR PIPE L_ - L D CLASS i CLASS 2 DRY RPRAP 14 fps DIAMETER OF PIPE CULVERT LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. CUBIC YARDS 12" 15" 18" 21" OR 24" 7" OR 30 3" OR 38 A 01-8" 0'-8" W-9" O'-fi" 1'-0" 1'-0" B 01-11" 1"-1" V-3" 1'-6" 1'-9" 2'-0" C P-4„ 1+_7°, 1.-g„ 2'-2" 2.181. 2,_g" D 1'-0" 1'-3" 1'-6.1 21_01 2,_6„ 3,_0„ F 0'-8" 0''8" 0'-8" 0'-9" W-9- 0'-9„ H 2"-3" 2'-T1" 3"-2` 3'-9" 4'-3" 4'-9" L 4'-0" 5'-0" 6'-O" 81-0" 10'-0" 12'-0" 21-10" 3'-3" G'-�4" 0"-2" 01•2%t' O'--V/'I" G'-3Y4- '-3Y4"b b 0'-1" 0'-11/4" 0'-1w/z"' --- Q'-2" 8' Ve 0'-3, to° -11" 12'-1" CUBIC YARDS OF CONCRETE S 1' 11„ GONG. PIPE 0.241 0.492 1 0,697 1 1.318 2.067 2.947 C.M. PDE 0.257 0.521 1 0.739 1 1.398 2.198 3.145 EW -1,1A S• BEVEL EDGE IS REOUFIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. 8, ON SHALLOW FILLS WHERE ENDWALLS ARE 1'OR LESS BELOW SHOULDER' LINE, THE TOP OF fF1E ENDWALL SHALL. BE CONSTRUCTED PARALLEL. TO THE GRADE OF THE ROAD, 9. Y4" CHAMFER MAY BE PROVIDED ON ALL EDGES AT MNNUFACTURER'S OPTION. EW -1A SPREEFE iCA710E ID 1�IFil-1S' ' STANDARD ENDWALL FOR PIPE CULVERTS ROAD ABRIDGE `STANDARD'S 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REYIStON DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101-01 r. 2015 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS c n I I - - OF ENDWALL FOR ELLIPTICAL PIPE CONCRETE L_ - L D CLASS i CLASS 2 DRY RPRAP 14 fps SIZE OF ELLIPTICAL PEE CULVERT (SPAN x RISE) LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. CUBIC YARDS 23"04" 30"x14" 34"x22" 38"x24" 42"x27" 45"09" 491x32" SSN34 '° - A 0'-811 0'-9" W-10" 0'-11" 0'-11, 1'-0" 1'-0" 1'-0" B 1'-2" T-51' 11-8" 1'-8" 1'-9'" 1'-10'° 1'-11" 1'-1T' C 1'-81" P-11" 2._7., 2,411 2'-5"M 2'-7" 2,_B„ 2'_9„ D 1'-2" T-7" 1` -TCD" 2'-0" 2'-3" 2-5" 2'-8" 2'-1a" F 0'-5" 0'-8" 0'-4" 01-9" 0'-9" O'-9" 01-9" 0'-g" H 21-10" 3'-3" 31-7" 3'-S" 4"-0" 4'-2" 4'-5" 4'-7" L 5-5" 7-2" 8'-6'" W-2" 10'-2" to° -11" 12'-1" 12'-11" S 1' 11„ ?'-6" 2-10" 3'-2" 3'-6" 3"-9" 4'-1" 4"-51' a 0'-21/z" 0`_31/4" 0"-31/2' 0`-4" 0"-4r2" 0'4%` 0.-5.11 S1/e, 0"-2„0-21/z ' �-2Y p4 -3" 3p 'f , -3Y -4„ '-4),&'b 0. THIS ITEM MAY BE PRECAST OR CAST - DETAIL A CUBIC YARDS OF CONCRETE SEE NOTE 8. N 4'-2" CONC.PIPE 0.502 I 0.855 I 1.23$ 1.500 1.811 1 2.101 2.512 2.901 SPREEFE iCA710E ID 1�IFil-1S' ' STANDARD ENDWALL FOR PIPE CULVERTS ROAD ABRIDGE `STANDARD'S 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REYIStON DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101-01 r. 2015 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS c n NOTES, I. N NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, DITCH SLOPE, DITCH SLOPE, OR SHOULDER, 2. THIS LLEM MAY BE PRECAST OR CAST N PLACE. 3, ALL CAST IN PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET 101.12, #, THIS STANDARD TU BE USED WITH STRAIGHT CROSSINGS AND SKEW ANGLES TO 15', S, HEADWALL TO BE BEVELED N ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALLS OCCUR, I I - - OF FOR FOR CONCRETE L_ - L D NOTES, I. N NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, DITCH SLOPE, DITCH SLOPE, OR SHOULDER, 2. THIS LLEM MAY BE PRECAST OR CAST N PLACE. 3, ALL CAST IN PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET 101.12, #, THIS STANDARD TU BE USED WITH STRAIGHT CROSSINGS AND SKEW ANGLES TO 15', S, HEADWALL TO BE BEVELED N ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALLS OCCUR, SHAPE TO BE BEVEL WITH MOR DO NOT BEVEL INVERT EMI -5 S. BEVEL EDGE IS REQLARED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. S. ON SHALLOW FILLS WHERE ENDWA_LS ARE 1 ' OR LESS BELOW SHOULDER LINE, THEN TOP OF THE ENDWALL SHALL ME CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 4. 4" HAMPER M VL OPTION. yy C AY 8E PROVIDED ON ALL EDGES AT MANUFACTURER'S OPT NE. T 10- QUANTITIES GIVEN ARE FOR O E ENDWALL. PLEASE REFER TO STANDARD EW -1, SHEET 101.01 FOR ALL DIMENSIONS NOT rAVENN IN TABLES, I/z SECTION' CAST IRON SECTION STEEL FOR FOR CONCRETE PIPE CLASS i CLASS 2 DRY RPRAP 14 fps 24 LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. CUBIC YARDS INCREASE FOR COLLAR � D S G L CONCRETE EACH ADDITIONAL O b O b THE "H11 DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS 11-42 ONE DOUBLE PIPE ONE DOUBLE PPE CAST GALV. ONE WELDED 24 THE OUTFALL PIPE TO THE TOP OF THE ENDWALL "r RON STEEL JOINT 11.08 " T-100' '-0' 5'- " O 329QOm 1'-71" 0'- 15" 2 -3" 2 -6' 7'-3" 0,571 0,179 0'-1 n ­ 91v, 11!I1. G.T75 ,-0 81-51, 0,941 0.2,44 0"-2 21" OR 241" 3'-B" 41-0" 11'-8" 1.76'3 O 444 O'-2 " 27" OR 30"' 4` 4" 5'-0 i4 4" 2.730 0,683 G" 3311 OR 36" 5'-2" 1 V -O' 117-.2-11 3.854 1 0.907 0-3 SHAPE TO BE BEVEL WITH MOR DO NOT BEVEL INVERT EMI -5 S. BEVEL EDGE IS REQLARED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. S. ON SHALLOW FILLS WHERE ENDWA_LS ARE 1 ' OR LESS BELOW SHOULDER LINE, THEN TOP OF THE ENDWALL SHALL ME CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 4. 4" HAMPER M VL OPTION. yy C AY 8E PROVIDED ON ALL EDGES AT MANUFACTURER'S OPT NE. T 10- QUANTITIES GIVEN ARE FOR O E ENDWALL. PLEASE REFER TO STANDARD EW -1, SHEET 101.01 FOR ALL DIMENSIONS NOT rAVENN IN TABLES, ''MODIFY FOR ELLIPTICAL PIPES SPECIFICATION REFERENCESTANDARD ENDWALL FOR MULTIPLE PIPE CULVERTS ROAD A�BR�ANDARDS 105 12" - 3611 CIRCULAR PIPES REVISION DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.11 2016 ROAD & BRIDGE STANDARDS DI -1 I/z SECTION' CAST IRON SECTION STEEL FOR CORRUGATED METAL PIPE 18 CLASS i CLASS 2 DRY RPRAP 14 fps 24 LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. CUBIC YARDS INCREASE FOR COLLAR � 18.62 D S G L CONCRETE EACH ADDITIONAL O b THE "H11 DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS 11-42 I ������ B ONE DOUBLE PPE CAST GALV. ONE WELDED 24 THE OUTFALL PIPE TO THE TOP OF THE CV1 "r RON STEEL JOINT 11.08 EINOWALL rt N 20 20 12" 1'-71" 2 -D" 5'-7" 0.344 6.087 071"-1L 0'-1" 15" 1'- 11 2'-8" 6'-11 ° 0.696 G.T75 0'-1 " D" „ t8"' 2'-4' 3'-01" W-4" 0.980 0,241 0'-2'° 0'- 4" 3'-1" '- 11'-1" La40 0.442 0'-2 " W-2" R 30 MS" 3'-10 5'- 13', 2.886 0.67D 0'-3 '"D,- (GRATE REWOVED) r' -_� DETAIL 4'-71' 6'-0" 16'-7" 4.078 0.931 O` -3-Y41- 0,_3," ''MODIFY FOR ELLIPTICAL PIPES SPECIFICATION REFERENCESTANDARD ENDWALL FOR MULTIPLE PIPE CULVERTS ROAD A�BR�ANDARDS 105 12" - 3611 CIRCULAR PIPES REVISION DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.11 2016 ROAD & BRIDGE STANDARDS DI -1 I/z SECTION' CAST IRON SECTION STEEL MINIMUM '"T" (INCHES) NOTES 8 fps 18 CLASS i CLASS 2 DRY RPRAP 14 fps 24 LUGS TO BE 1'-3 " L 21%2"" x 2V2" x I/4" CAST WITH l 10'-4" LONG 1. DEPTH OF INLET (H) TO FE SHOWN ON ar COLLAR � 18.62 PLANS, FOR DEPTH GREATER THAN 10'USE STANDARD DHA B 30 40 20 A - _ A 2. THE "H11 DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS 11-42 I ������ B WILL BE MEASURED FROM THE INVERT OF R CAST GALV. ONE WELDED 24 THE OUTFALL PIPE TO THE TOP OF THE CV1 "r RON STEEL JOINT 11.08 STRUCTURE. PLAN "HC' DIMENSIONS ARE rt N 20 20 APPROXIMATE ONLY FOR ESTIMATING 24 OPTIONAL N 66 ± " WELD ALL 43.6 LBS CV3 PURPOSES AND THE ACTUAL DIMENSIONS BE DETERMINED BY THE 8,74 BRACE RBS 3 LBS I TO CAA A CONTRA"TOR FROM FIELD CONDITIONS, = I INCLUDINGII INCLUDING LUGS(CONNECTOR 3. WHEN SPECIFIED ON THE PLANS THE INIS TO BE SHAPED IN ACCORDANCE BC1 126.47 9.73 WITH STANDARD IS -1. THE COST OF B T 20 FURN ISHI G AND PLACING ALL MATERIALS 9L/ ^+ Class I CV6 INCIDENTAL TO THE SHAPING IS TO BE 3.92 A INCLUDED IN THE EM PRICE FOR THE 4 4"' i 1/z'" x 4" 18 STRUCTURE. PLAN LUGS J - '" 41/i' 1 CONNECTORS D SHEAR 1 12I 4, N THE EVENT THE INVERT OF THE (GRATE REWOVED) r' -_� DETAIL OUTFALL PPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT %„ SEE A • (FOR DETALS SEE MOfTFH THE CEMENT Mt7T STRUCTURE SHALL BpR1 ED N THE EVENT THE INVERT OF THE OUTFALL SECTION B-13 VIRGINIA DEPARTMENT OF TRANSPORTATION STANDING OR PONDING OF WATER IN THE COLLAR DETAIL [„ MN RAISED (FOR DETAILS SEE STRUCTURE. THE COST OF FURNISHING A DI PLACING ALL MATERIALS INCIDENTAL TO INLET SHAPING IS TO BE NCLlI1ED AGGREGATE. I�TTERING STRUC THE INVERT OF THE STRUCTURE N THE BD PRICE FOR THE STRUCTURE. DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 5• STEPS ARE TO DE PROVIDED WHEN H IS 4` 0" OR GREATER. FOR DETAILS SEE CAST IRON ONLY STANDARD ST -1. �_. DETAIL B N THE STRUCTURE. THE COST OF FURNISHING WEEP HOLE.WAP 0. THIS ITEM MAY BE PRECAST OR CAST - DETAIL A 1 SEE NOTE 8. N 4'-2" 21-6" HARDWARE "I DETAIL CLOTH 1'-3" 7. 44 X 81' SMOOTH DOWELS AT APPROXsrIATELY 12" C -C TO BE 2'-7" I 4" DEPTH AGGR. 088. i78 PLACED N ALL AREAS ADUAMT TO ABUTTING CONCRETE TO PREVENT STEPS. SEE NOTE 5. rO jj jj 88 x 6" 1HUOTH I�JI I�JI � A 2'74" NOT N LIEU OF DROVES A 2"x4" NOTCH MAY BE PROVIDED. A ° N SEE STANDARD T-131-3, 4 FOR >i ,� OR GREATER. FOR DETAILS SEE STANDARD ST-ST-IL6. > v 3" DIAMETER S REHM ALTERNATE DESIGN. SEE NOTEWEEP m 8, 3" DIAMETER WEEP HOLE WITH 12"X12" 1/4" _ _ g 32 � � l2" UL!! UU LLJJ N PLASTIC HARDWARE CLOTH MESH OR GALVANIZED STEEL WIRE �IMMIkA 12"-15`-f8" OR 24" WIRE DIAMETER NUBE4 MESHNr ai MENM A6�� N PROVIDED IN PRECAST FOOTING r0.03" ECS�T T�THdLFE�T STRUCTURE. � munflIM 9. CAST N PLACE CONCRETE IS TO 13E A o- ti SEE MOTE 4 CLASS A3 (3000 PSI), PRECAST 3" DIAMETER WEEP OLE WITH 12"XY2" PLASTIC HARDWARE LOTH '/'" MESH OR GALVANIZED CONCRETE IS TO BE 4000 PSI. SECTION A-A� IVz„ 2" 10, ANY ALTERNATE METHODS OF ANCHORAGE AL FTHE CONCRETE QUANTITIES FOR MIN. DEPTH SES DETAIL e CHE AST IRON MA BE SUBSTITUUTEED FOR LUGS AS SHOWN HEREON. 12"° CONCRETE PIPE - L440 CU. YD. CONCRETE APPROxIAATE WEIGHT 15'CO CRETE PIPE - 1.928 CU, YD, C CRETE 11/" 4 CAST IRON GRATE 363 ± 1B LBS � !+ 11, DUMP NO WASTE DRAINS TO WATERWAY LETTERING IS REQUIRED ON ALL DI -1 151 CO CRETE PIPE - 1.620 CII. YD, 24'" COINCRETE PIPE - 1,817 CU, YD. CWCRETE ETE ++- SECTION C -C SECTION D -D GRATES. LOCATION OF LETTERING MAY VARY BY MANUFACTURER. A'mDDITIONAL FOCTOF DEPTH. GRATE DETAIL SGOT STANDARD DROP INLET SPECIFICATION REFERENCE ROAD ABRIDGE STANOAROS ND 12" - 24" PIPE= MAXIMUM DEPTH (H) - 10' VNRGINNA DEPARTMENT OF TRANSPORTATION 233 302 SHEET 1 OF 1 REVISION DATE 104.01 DETAIL 1 2016 ROAD & BRIDGE STANDARDS DETAIL 2 SECTION A -A SECTION B -B TYPE OF OUTLET PROTECTION MATERIAL MAMMUM OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM '"T" (INCHES) CLASS Al CLASS Al DRY RIPRAP 8 fps 18 CLASS i CLASS 2 DRY RPRAP 14 fps 24 CLASS I CLASS Y DRY RPRAP 19 fps 36 SECTION A -A EC -1 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 EINOSECTON IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN ABOVE. 3. CEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS A .I, AND I MATERIALS N ACCORDANCE WITH THE SPECIFICATIONS. 4. S - DIAMETER OF ORCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT, H - DIAMETER OF CIRCULAR CULVERT OR RISEYHEIGHT FOR SOX, ELLIPTICAL OR ARCH CULVERT. f USE TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND.. OUTLET PROTECTION MNUMUM LENGTH (L) TYPE A NSTALLATION 3H TYPE 8 INSTALLATION SH 204 CULVERT OUTLET PROTECTION 204 245 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 414 2016 ROAD & BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS REVISION DATE SHEET I OF 1 113.01 Outlet Protection Calculations PIPE S17E STR. # Design Flow 1Oyr (cfs) Outlet Velocity 1Oyr (fps) (H & S) Pipe Diameter (in) Installation Type(A car B) Top Width (ft) Length (ft) (3S) Bottom VIldth (ft) (T) Depth (in) Riprap Type (VDOT Class) 1 234.013 18.62 60 B 30 40 20 36 Class II 100 65-24 11-42 36 B 12 22 9 24 Class I CV1 126.47 11.08 42 B 20 20 20 24 Class I CV3 2.27 8,74 15 A 5 5 4 24 Class i BC1 126.47 9.73 60 B 34 20 30 24 Class I CV6 0.9 3.92 15 A 5 4 4 18 Class AI Notes: 1. Rip -rap design per VDOT drainage manual (chapter 8.3) and road & bridge standard detail EC -1, 2. Length: Type A = 3H, Type B = 5H 3. Details 1 & 3 have a radius S at the flare of the end section or endwall with wings, therefore the top width is wider than the bottom width. -rap design Computes minimum dimensions and dimensions may have been altered in this table4. Rip to follow defined channel. 2016 ROAD & BRIDGE STANDARDS SECTION A -A STEEL WiNR MINIM 4 WIRE DIAMETER 0.03", ED CAST IN PLACE SECTION B -B NUMBER 4 FIRMLY TO THEN HARDWARE OUTSIDE OF CLOTH THE STRUCTURE. FOR USE WITH 12" TO 42" PIPES PRECAST 9, THE TYPE OF INLET (PRECAST OR CAST N PLACE), NOTES (CONT ) DETAILED HEREON TO BE CONSTRUCTED WILL 8E RECOMMENDED MINIMUM HEIGHT CHART PIPE S17E H DIMENSION GONG. CORR. OILTAL 12" NOTES DI -7.7A, 78 a"B 15 " 2'-91/i " M 2 1_8., 1B" 3' 01/2` 2'-11" 21' 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS, 2,V1 3'-7" S-5" 27" 3'-101/4" 4000 PSN- ® B 2. THE "H" DIMENSION SHOWN ON THE STANDARDS 4'-4}'4" 4'-2" 35" AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF THE OUTFALL 42" 5`210?" 4._11., PIPE TO THE TOP OF THE STRUCTURE. DIFFERENT DEPTHS ADD OR SUBTRACT THE 17. GRATE BARS TO BE PARALLEL TO DITCH FLOW ► 'ROPIATE CUH)1C YARDS OF CONCRETE FOR EACH PLAN "If DIMENSIONS ARE APPROXIMATE ONLY - PIPE12"sin 151" 18" 24" 30" 36" 42" FOR ESTIMATING PURPOSES AND THE ACTUAL - - DIMENSIONS SHALL BE DETERMINED BY THE 2'-0" '-31J/ 2°-8Y2' 3'-1" 3'-7(/p" 4'-2" 4"_8M/aM' CONTRACTOR FROM FIELD CONDITIONS. 14. PROVIDE SAFETY SLABS WHEN SPECIFIED ON = MAXIMUM DEPTH (H) TO BE 12'-0. PLAN THE PIANS. PLAN 3. WHEN SPECIFIED ON THE P1_AP49 THE INVERT IS (COYER REMOVED) A-4'-4" 012" - 36" PIPED (COVER REMOVED) STANDARD MEDIAN DROP INLET TO BE SHAPED IN ACCORDANCE WITH STANDARD IS -1. THE COST OF FURNISHING AND PLACING ALL B 3 D"' NIT' - 38" PIPE! GROUT MATERIALS NCIOENfTAL TO THE SHAPING IS TO BE A 4 10" 142" PIPET 5-S-5" (42" PIPE) 1211 TO 42" PIPE CONCRETE COVER INCLUDED IN THE BLD PRICEN FOR THE STRUCTURE. (FOR DETALS SEE 4, N THE EVENT THE INVERT OF THE OUTFALL CONCRETE COVER VIRGINIA DEPARTMENT OF TRANSPORTATION SHEET 2 OF 31 PIPE IS HIGHER THAN THE BOTTOM OF THE (FOR DETAILS SEE �1 AGGREGATE. STRUC THE INVERT OF THE STRUCTURE - -, SHEET 2 OF 3) SEE NOTE7. SHA -L En SHAPED WITH CEMENT MORTAR TO AGGREGATE. SEE NOTE7, PREVENT STANDING OR PONDING OF WATER �_. N THE STRUCTURE. THE COST OF FURNISHING WEEP HOLE.WAP HOLE. AHD PLACING ALL MATERIALS INCIDENTAL TO SEE NOTE 8. SEE NOTE 8, THE SHAPING IS TO BE INCLUDED IN THE BID > 5"'MI LIFT HOLES PRICE FOR THE STRUCTURE, STEPS. SEE NOTE 5. 5. STEP'S ARE TO BE PROVIDED WHEN H IS 4'-0"' r OR GREATER. FOR DETAILS SEE STANDARD ST-ST-IL6. > REINFORCED CONCRETE FOOTING MAY BE CQ= PRECAST OR CAST -IN -ACE. TWO LIFTING I I X HOOKS OF FFASRICATORS DDLSM TOBE PROVIDED IN PRECAST FOOTING 7. 4" DEPTH AGGREGATE •88,078, OR 08 x 6" WIDTH. SEE MOTE 4 8. 3" DIAMETER WEEP OLE WITH 12"XY2" PLASTIC HARDWARE LOTH '/'" MESH OR GALVANIZED SECTION A -A STEEL WiNR MINIM 4 WIRE DIAMETER 0.03", ED CAST IN PLACE SECTION B -B NUMBER 4 FIRMLY TO THEN HARDWARE OUTSIDE OF CLOTH THE STRUCTURE. FOR USE WITH 12" TO 42" PIPES PRECAST 9, THE TYPE OF INLET (PRECAST OR CAST N PLACE), NOTES (CONT ) DETAILED HEREON TO BE CONSTRUCTED WILL 8E RECOMMENDED MINIMUM HEIGHT CHART PIPE S17E H DIMENSION GONG. CORR. OILTAL 12" 2'-8" 2'-5" 15 " 2'-91/i " M 2 1_8., 1B" 3' 01/2` 2'-11" 21' 3'-3)f4" 31-2- 2,V1 3'-7" S-5" 27" 3'-101/4" 4000 PSN- 30" 4'-'A/s„ N-11" 33" 4'-4}'4" 4'-2" 35" DISPLACED BY PIES MUST BE DEDUCTED TO 42" 5`210?" 4._11., 241 503 J w w z 0 Q SP NUMBER: #26-19 Rev. No. Date 07 01M/2020 TH RANDY I. KEPLER LIC. NO.32809 0)2 - 091 {" . 2"-) � 10 AL DATE. 106/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 51 OF 59 AT THE OPTION OF THE CONTRACTOR, -. 15, DI -7-------- NO GUTTER 10, FOR DETAILS OF CONCRETE COVER, COLLAR AND Di -7A -------SINGLE GUTTER WHEN DROP INLET GRATE AND THE METHOD OF PLACING APPROACH IS ON A GRADE. GUTTER SEE SHEET 2 OF 3. DI -7B------ DOUBLE GUTTER WHEN DROP INLET 11• CAST -IN PLACE CONCRETE IS TO BE CLASS A3 IS IN A SAD BETWEEN TWO GRADES. (3000 PSD. PRECAST CONCRETE IS TO BE 4000 PSN- 16. FOR DETAILS OF PRECAST DI -7 NOT SHOWN HEREON 5£E PRECAST UNIT ASSEMBLY DIAGRAM PAGE 103 01 12. E F CONCRETE QUANTfTIES SHOWN ARE FOR INDICATED FOR PRECAST GENERAL NOTES PAGE 163.02 Al [7 FOR DEPTH (HO WITHOUT PIPES. THE RRT APPLICABLE PRECAST BASE, R15(ER AND TOP DETAILS, DISPLACED BY PIES MUST BE DEDUCTED TO PAGES 1Q3.07 THRU 103.12. OBTAIN TRUE QUANTITIES. FOR INLETS OF DIFFERENT DEPTHS ADD OR SUBTRACT THE 17. GRATE BARS TO BE PARALLEL TO DITCH FLOW ► 'ROPIATE CUH)1C YARDS OF CONCRETE FOR EACH FOOT Of DEPTH. PIPE12"sin 151" 18" 24" 30" 36" 42" 0, PAVED DITCHES ARE TO BE TRANSITIONED TO MEET MINNIAIN DEPTH INLET GUTTER AS SHOWN IN STANDARD PG -2A 2'-0" '-31J/ 2°-8Y2' 3'-1" 3'-7(/p" 4'-2" 4"_8M/aM' CONCRETE 947T.045 1.143 1.339 1.535 1,731 1.927 14. PROVIDE SAFETY SLABS WHEN SPECIFIED ON = THE PIANS. INCREMENT PER FOOT OF ADDITIONAL DEPTH CH) = 0.35 YDS. (42" - 361 PPE) DCII. E I STANDARD MEDIAN DROP INLET ROAD ANA) BRIDGE STANDARDS 1211 TO 42" PIPE REVISION' DATE SHEET 1 OF 3 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.22 J w w z 0 Q SP NUMBER: #26-19 Rev. No. Date 07 01M/2020 TH RANDY I. KEPLER LIC. NO.32809 0)2 - 091 {" . 2"-) � 10 AL DATE. 106/28/2019 SCALE: N/A DESIGNED BY: TTC FILE NO. 2760GC SHEET 51 OF 59 2016 ROAD & BRIDGE STANDARDS 2416 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS BCD -DT I BCW -21 130:7 DT Front face wH3 Permeable drainage layer Symmet6coloboutnk Culvert ---�- WV-sarfa5 A w an requre❑ m when roWired.21 v„ BL I all corners }' r'n '� 12. Par foroted 6' dfameter S c drolncge pipe connected to drainage outlet and WH3 roddl � .:.2 Ih - r19 eye. _ Sea Nora t -F 1 3- nr T k 3 WF -series' ;IP (With Wing) (Wing Removed) x (Downslreom End) (Upstreom End) REINFORCING BAR DIAGRAMS 5, THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE n HW3 Size Q. BH2 BTR BH3 wv2 Verlicol Leg � rr BH4 BTI -5 TY-. Pe"nlsslble ,6 4 2" T • 7 5'/i 5 B 6.. construction M 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL RE RESTOSUBJECT TO THE APPROVAL OF THE ENGINEER. RED Joint typ. SEE CAST IN PLACE DRAWINGS - U 3' � SHEET IOF 5 REVISION DATE 07/15 G �, tYp• REVISION DATE 07/18 105 502 303.02 3 WVZ - 0 s o. l3 I' 3' = R front faaa o 1 2'/2' 2016 ROAD & BRIDGE STANDARDS _ T � CASRISER 2V2' ` - Alternate BHZ with BT t • ` + ;4 BYI 1.295 s e I3-3 1.629 BVZ AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE BVI- SHOWN SHOWN ON TABLE -� _ ONPLANS �, W 1.165 1.276 ry SECTIONDIAMETER C 1.809 1.721 1.832 SPECIFICATIONS. ?, 3 WY4 - U spa. 9 9" = V WVI - 0 spa. 9 12" _ P 1.590 L702 1813 R/4' 12" better for wings X - EE EIA IDLES f 3'" DIA A B' C -C 2146 2.267 a 0 O 0 0 0 0 0 0 0 0 0 0 0 0 BL 9. - A Spa- 9 12° = B to 1.652 1,794 1.903 back facer back face 2.238 2.349 $ DSR- a� 2.882 �, HW2 2.108 BL - C Eq. Spa. = 0 bot. Alternate BH4 with BHt TI Alternate BHI with BTI BH3 all comlerrs 2.330 mea ori II Wac - 5 spa, 9 9" = back Foca T 2,pao 2.997 6„ 4°� wee hole formed p w1tH non-rlQid tubinp 23.71 I SMALL PIPE ! c j t w an requre❑ m when roWired.21 v„ BL I all corners }' r'n '� 12. Par foroted 6' dfameter S c drolncge pipe connected to drainage outlet and WH3 roddl � .:.2 Ih - r19 eye. _ Sea Nora t -F 1 3- nr T k 3 WF -series' ;IP (With Wing) (Wing Removed) x (Downslreom End) (Upstreom End) REINFORCING BAR DIAGRAMS 5, THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE n HW3 Size Q. BH2 BTR BH3 t o e C e o Verlicol Leg � rr BH4 BTI -5 TY-. Pe"nlsslble ,6 4 2" 9' typ. • 7 5'/i 5 B 6.. construction XVDEI f ROAD AND BRIDGE STANDARDS 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL RE RESTOSUBJECT TO THE APPROVAL OF THE ENGINEER. RED Joint typ. SEE CAST IN PLACE DRAWINGS - U 3' � SHEET IOF 5 REVISION DATE 07/15 105 502 �, tYp• REVISION DATE 07/18 105 502 303.02 LANDIN RAMP G t5 _SPAN o T4 2016 ROAD & BRIDGE STANDARDS _ T � CASRISER - RIGHT ` - Alternate BHZ with BT t • ` + ;4 BYI 1.295 s e I3-3 1.629 BVZ AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE BVI- SHOWN SHOWN ON TABLE -� _ ONPLANS �, W 1.165 1.276 ry SECTIONDIAMETER C w an requre❑ m when roWired.21 v„ BL I all corners }' r'n '� 12. Par foroted 6' dfameter S c drolncge pipe connected to drainage outlet and WH3 roddl � .:.2 Ih - r19 eye. _ Sea Nora t -F 1 3- nr T k 3 WF -series' ;IP (With Wing) (Wing Removed) x (Downslreom End) (Upstreom End) REINFORCING BAR DIAGRAMS 5, THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE n HW3 Size Q. Length - 4'-2" BH3 t o e C e o Verlicol Leg � rr BH4 BTI TABLE A 5, THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE Bor Pin 0 Size Q. 0 O O O O 0 0 0 0 0 0 0 -3 2'/4" 2 -4 3" 3 -5 TY-. AND EFFECTIVE SURFACE DRAINAGE. ,6 4 2" 5 • 7 5'/i 5 B 6.. SPECIFICATION REFERENCE Wr ser or 3 Lop B84 a I ,. YtFS !- END ELEVATION Ca �' 0 t ENE) VIEW m0 FRONT ELEVATION Ups(reom End 6"' x W. PVC Win° a �, T ° Do End Dumbell BorrelLenglh Soul -lo -out di rieodwatl) Dumbell Woterstop p_5.. Back Face of Fir Slope 6"'x6" Fillet Curtain Wall Permissible - U2„ 12Top of Tap Slob 12" -1 T3 6" x G" Fillet conetructlon a a I'-6' HW) l - Jolnt typ. M WF6 - GG spa. 9 12' _ HH bot. , : •_ `-`jj'g . •6 • HW1 WF9-NN WF I I WF I TO WF3, WF5 TO WF7 WV 1, WV3, WV4 J LT1 74 BH1 T2 Alternate BHV with BTI eq. spo.=00 WF7-JJ a a. 9'WF5-EE s o,12'WF3-CC spa % HWi 4-_ F�1 Conttruetion - -- -- ^I BL I - A Spa. 9 12" = B Slde 3- 4 6' = KK a 4° - FF 9 12- - OD I top and bot., top _3" top tap WF - LL spa, TABLE JA TABLE B TABLE C / ,�,• `�' 4s• WF4-NN eq. spa. Q tg•• = MM Bar 12" R Upstream �`b TYPICAL SECTION = DD side War ear Pin 2 top and tot. Sire Dia. Si2c .Splice Length End SOptiona[nl e ° Downstream End) x sv A -W u3 2'/s' 4" "� '- •� �. � X t14 3'" 41/z ° LConstruclian Joint r - - - - - - u5 2,. 4,. ".':14 �c r Y -CC 3/I° 15 33'4" 5" HW3 R, SECTION C -C PART PLAN DD -EE I' -'9°/s' ns 4°'le G" a6 2- 7" I l 12„ HW2 (With Wing) SWing Removed) WF2-AA B 12' WF9-NN do spa, rel 3•• 3` - (Downstream End) (Upstream End) BB top = Do side r� �� yl/;:°' PART SECTION 8-S and bat. WFIO-NN eq. spa• ttB 4" 2" SECTION A -A UPSTREAM END WFI I -NN eq, Spa, = 00 side ttB 6"• +3" ag 5,- 4" (With Wing. p'onalat Downstreom End) - 00 each Conner FOOTING PLAN171. to tl of footing A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING AND DESIGN STATEMENT IS ON FILE IN THE CENTRAL OFFICE, XVD❑T SPECIFICATION SPECIFICATIOvoEI-F 1VD❑T SPECIFICATION ROA[] AND BRIDGE STANDARDS DOUBLE BOX CULVERTS REFERENCE REFERENCE WING DETAILN lROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS DOUBLE BOX CULVERTS REFERENCE -- SHEET 1 OF 3 REVISION DATE STANDARD DETAILS 2. 1 FILL SLOPE - TYPE I REVISION DATE SHEET 2 OF 6 SHEET 3 OF 3 REVISION DATE STANDARD DETAILS 1003.01 07/11 VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 1007.02 1003.03 07/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS WP -2 CG•12 NOTE; COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING= CG -12 - - - GENERAL AI 1�`,.•y-�^ HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES.AREA IN SQUARE YARDS) - GEI�IERAL. 1�kV i ESE DErTECTTABLE WARNING SURFACE AREA IN SQUARE YARDS) WHEN A 5 IM I 1, THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. EACH OF THE ABOVE ITEMS 15 A SEPARATE PAY ITEM AND SHOULD 05 DOWELS, 8" LONGPERMISSIBLE t BE SUMMARIZED FOR EACH CURB CUT RAMP. AT 12" C -C CONSTRUCTION 120 WAx 2- DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR 5'MIN• JOINT �r 4•),uN DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET SIDEWALK RAMP 12:1 MAX ADJACENT TRAVEL. LANE ASPHALT PAVEMENT WIDENING THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG 12 DETECTABLE 48'1 MAX WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND 12:1 MAX SPECIAL DESIGN SECTION FOR APPROVAL. - i B 12" x - X12-1 MAX in y - - (AS T E%NEO PAVEMENT 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP ; Ig WITH BUFFER STRIP (AS DETERMINED IN FIELD) FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQURED BARS. _I!j 4. IF RAMP FLOOR IS PRECAST, HOLES MUST 13€ 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. TACK COAT THE PROPOSED - - RAMP RAMP 5. Min TYPE A CONSTRUCTION JOIN EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS 5. REQUIRED BARS ARE TO BE NO. 5 X B" PLACED I' CENTER TO CENTER ALONG (SEE TABLET (SEE TABLE) 52'1 Nom" BOTH SIDES OF THE RAMP FLOOR,HAD-DEPTH OF RAMP FLOOR, MINIMUM PERPENDICULAR A �--� - - - - - - - - - - - - - - - - CONCRETE COVER 1'/;', TRUNCATED DOMES 17-1 MAX,, 4, WN SEE SHEET 1 OF 5 FOR DETAILS 6. CURB /CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS EXISTING SUBBASE PROPOSED SUBBASE ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER. 5, MIN 5' 0' MIN 4 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED - 12't MO SHAPE TO MATCH FACE. - - - - - - - - - - - - - - - - - - - - - - - - BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WI•EREVER� OF ROADWAY CURB COMPACTED SUBGRADE AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY 12 M BACK OF CURB 4 : 1 WITH BUFFER STRiP CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, 2O:I OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS - 48 1 M F. MRN CONSTRUCTION JOINT DETAIL AS SHOWN ON PLANS OR AS DIIECTED BY THE ENGINEER. AND SHOULD N07 TYPE B - I21 u0' BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS PARALLEL --- 12:1 MAX. -- UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNEC71NG ALL _ 2' MIN. REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ACCESSIBL€ ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED 1---'--I SECTION A -A PROPOSED MINIMUM 1 %2 INCH THICK ASPHALT SURFACE COURSE ISEE NOTE 5] AND USED BY PEDESTRIANS. B. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT 1 PERMISSIBLE " WITHOUT BUFFER STRIP x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND v CONSTRUCTION AS DETERMINED BY CORES (SEE NOTE 3) THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS 92`T�i )D NT 3: a PERPENDICULAR 70 THE CURB y'MIN\XX , V) a ♦ 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK, WHEN THE ENTRANCE RADII CANNOT .. �� ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK - - _ - TRAFFIC, REFER TO STANDARD CG -13, COMMERCIAL ENTRANCE (HEAVY 4' NeH CURB NOTES TRUCK TRAFFICS FOR CONCRETE DEPTH. A7 X , 2" HIGHER THAN --► H� 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT vDEDGE OF PAVEMENT SECTION B -B CROSSWALK Dr PROCEDURES AND BE APPROVED BY THE ENGINEER, 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, AT XX ,SAME AS TOP OF CURB n�y' 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT, THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. 6V 4� A 4'SOVARE LANO(W AREA SUBSURFACE DRAINAGE DF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN, 1I. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWA CROSSINGS (OrAGONAII, TYPE C II IY OUTSIDE o�' TRAVo.WAY PARALLEL $t PERPENDICULAR NOTES: FOR GENERAL NOTES ON THE D€T£CTABLE WARNING SURFACE. CROSSWALK CURB SHALL sE PROVIDED FOR A 4' z 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PE I N11C11LAR CR05S1111 3, A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4' t, MT" THE htARKEa SEE SHEET 1 OF 5. �i CROSSWALX ARBA. PAVEMENT LAYERS. THESE GORES $HALL BE SPACED NO MORE THAN 500 FEET APART. LANDING AREA MAY INCLUDE THE GLITTER PAN, TRUNCATED DOME n THE REQUIRED LENGTH OF A PARALLEL RAMP TYPICAL PLACEMENT 9 CURB 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF I 1 Hz INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE 12, A -L CASES WHERE CURB RANDS INTERSECT A RADIAL SECTION Of 6'° 2-4" C -G `n 5 LIMITED TO 35 FEET, REGARDLESS pF THE 4' BUFF STma PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE o AT INTERSECTION - 5'SnEwA x WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD 0 0 0 0 0 O SLOPE. -MODrFIED AS REG MENDED BY THE MANUFACTURER TO MATCH - WITHIN CROSSWALK TYPE B PARALLEL APPLICATION 5, THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE MINIMUM RAMP LENGTH N FEET 4" CURB 6"' CURB 0 THE BACK OF CURB, - 0 O O O O 0 0 0 0 0 0 0 5 7 2 8 3 8 9 AND EFFECTIVE SURFACE DRAINAGE. B 12 5 10 .5 5 14 15 SPECIFICATION REFERENCE XVDEI f ROAD AND BRIDGE STANDARDS 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL RE RESTOSUBJECT TO THE APPROVAL OF THE ENGINEER. RED SPECIFICATION REFERENCE SEE CAST IN PLACE DRAWINGS - U O Q Q O 0 Q 0 0 0 Q Q Q � SHEET IOF 5 REVISION DATE 07/15 105 502 SHEET 3 OF 5 REVISION DATE 07/18 105 502 303.02 LANDIN RAMP G t5 0 0 O 0 O Q 0 0 0 O 0 0 0 O 0 o 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS _ T � CASRISER 2016 ROAD & BRIDGE STANDARDS 7- FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS 0.851 0.982 + ;4 0 0 Q 0 0 0 0 0 0 0 0 0 Q Q 9 1.295 s e I3-3 1.629 1.740 AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE RM INDICATES CHANNEL WHERE WIRE MESH REINFORCEMENT` IS NOT REQUIR£O. SHOWN SHOWN ON TABLE -� _ ONPLANS �, W 1.165 1.276 ry SECTIONDIAMETER C 1.809 1.721 1.832 SPECIFICATIONS. ?, 4' 138$ � LARGE PIPE }�-is, 1.590 L702 1813 1.924 EIA IDLES f 3'" DIA A B' C -C 2146 2.267 a 0 O 0 0 0 0 0 0 0 0 0 0 0 0 �w 1.652 1,794 1.903 I TT 2.238 2.349 $ DSR- a� 2.882 6' m : `u// �►� 2.108 2.219 2.330 mea f �T®gyp/ 14 0 0 0 0 0 Q Q 0 00 00 0 0 0 2.774 2,pao 2.997 6„ 7' 23.71 I SMALL PIPE ! 2.533 DETECTABLE WARNING, o 2.755 2.666 S T 1 �.• 3,200 3,311 PRECAST BASE PRECAST BASE 8' 1 2.1323 AT BACK OF CURB �,'T4„ VARIABLE FULL WIDTH OF RAMP FLOQR - - 2.859 3.070 3.181 3.292 SECTION SECTION 3.514 3,625 SEE NOTE 12. 9ASE DIAMETER 2.9401 3.051 1 3.182 3.273 r PAY LIMITS �T+ 3.495 3.606 3.7T1 SPECIFICATION REFE]RIENCE DETECTABLE WARNING TRUNCATED DOME 1 3354 3,365 3.476 3.567 3.898 3.809 1 3.920 j 4.032 DETECTABLE WARNING 4.254 REFERENCE STANDARD PRECAST BASE UNITS ROAD AND BRIDGE STANDARDS TYPE B PARALLEL APPLICATION ROADWAY GRACIE IN PERCENT MINIMUM RAMP LENGTH N FEET 4" CURB 6"' CURB 0 4 $ 1 5 7 2 8 3 8 9 4 B 12 5 10 .5 5 14 15 LAML14NG 484 MAX- DIAGONAL PLACEMENT SLOPE LANDING 46:11,M _ AN 49:1 VAX. SLOPE SLOPE CURB :;:-_I- -CURB CROSSWALK 'Z'7 x CROSSWALK i T1 MOW GRASS CONCRET€ CURB II Ln II -CURB Ln WITH BUFFER STRIP of DETAIL 30" CHANNEL INSTALLED ON A RADIUS DETAIL D -DIALETER _I 7 I WITHOUT BUFFER STRIP- • . ; 4 • • • .. �VD©T RDAO AND BRIDGE STANDARD'S `A, ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 2. THE COST OF THE SL -IIS IICLUOED N THE STRUCTURE. THE DRAINAGE DESCRIPTIONS SHOULO BE USED TO SPECIFY HOW MANY SAFETY SLABS ARE NEEDED FOR EACH XVDDT ROAD AND BRIDGE STANDARDS CG -12 DETECTABLE WARNING SURFACE (GENERAL NOTES) VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE XVDEI f ROAD AND BRIDGE STANDARDS �y, /gyp (� - 1 DETECTABLE YY f 11� N I N V U R A4. E WARNING TYPE B (PARALLEL) APPLICATION VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE SEE CAST IN PLACE DRAWINGS SHEET 1 OF 1 I REVISION DATE 315 SHEET IOF 5 REVISION DATE 07/15 105 502 SHEET 3 OF 5 REVISION DATE 07/18 105 502 303.02 203.05 203,07 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS _ T � CASRISER 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 0.851 0.982 sL-1 HIS BARS 9 8" C -C TYP. 1H5 BAeR5 e mo C-41 7vL5 A B � ' � � B _ 1.295 s e I3-3 1.629 1.740 PH: -5 RM INDICATES CHANNEL WHERE WIRE MESH REINFORCEMENT` IS NOT REQUIR£O. SHOWN SHOWN ON TABLE -� _ ONPLANS �, W 1.165 1.276 IL R+. 30" CHANNEL GONG, THICK- NESS D -DIALETER _I 7 I • . ; 4 • • • .. CLASS A3 CONC7�7E PLAN WSIZE *0 �THI KNESS VARIES PLAN 8'-D" OR 8* -0" 6'-0" OR 8`-0" TRANSVERSE SECTION HALF-SECTIGN NONREINFORCED. I HALF -SECTION W. W. F, REINFORCEMENT REDUCER SECTION LONGITUDINAL SECTION SECTION A -A OPTIONAL VARIATIONS AVAILABLE TEE SECTION WHEN SPECIFIED AS A MODIFIED B-3 NOTES CONCRETE TO BE CLASS A3 LASS A3 CONCRETE CLASS A3 CONCRETE 1, SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, "H" DIMENSION, ETC. I SECTION A -A 2, THE TEE UNIT IS TO BE PRECAST FOR DELIVERY TO THE CONSTRUCTION SITE AS A COMPLETE UNR. EXPANSION JOINT OWH3 S NOTES: SECTION B-8 ALTERNATE DESIGNS MEETING THE APPROVAL OF THE ENGINEER MAY BE SUBS71TUTED FOR THAT SHOWN HEREON. , SPADING 90' MAXIMUM �A 3. THE PRECAST BASE SECTION IS TO CONFORM TO THE REQUIREMENTS OF AASHTO M170. - - - - -I+ DIRECTION 1, STANDARD SL -1, WMHOLE SAFETY SLABS, SHOULD BE REQUIRED AS FART OF THE 4. THE PRECAST RISER SECTION 5 TO CONFORM TO THE REQUIREMENTS OF AASHHTO 11799, " OF FLOW 1 ®„ DRAINAGE DESIGN FOR MANHOLES, JLANCTCON BOXES AND DROP NLETS WITH HEIGHTS I GREATER TIHW 12 FEET. THE SPACING OF ADJACENT SAFETY SLABS SHOULD BE 8'TO EXCEPT THAT MINIIUM WALL THICKNESS IS TO BE 5'°, " f 12'WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE 5. THE BASE SECTION 19 TO BE THE SAME CLASS AND STRENGTH AS THE ADJOINING PIPE CULVERT AND THE TONGUE STRUCTURE SQUARE YARDS PER LIN. FT. OF PAVED CHANNEL GONG, THICK- NESS D SEC TION • . ; 4 • • • .. W STEPS IAS REQ'D.) I_" 2. THE COST OF THE SL -IIS IICLUOED N THE STRUCTURE. THE DRAINAGE DESCRIPTIONS SHOULO BE USED TO SPECIFY HOW MANY SAFETY SLABS ARE NEEDED FOR EACH I 1' 2' 8 X 6 - W2.1 X W2.1 NOTES) I t11 SNE SLOPES SEE CAST IN PLACE DRAWINGS STRUCTURE RIND THE QUANTITY SHOULD BE NOTED IN THE REMARKS COLUMN ON THE DRANAG£ SlIr4AAfIY. NO ADDITIONAL OOMPENSATION WILL BE PROVIDED FOR WELDED *RE FABRIC I I 1' 7. OTHER AIANUFAGTURERS pESKs7J5 FOR REDUCER SECTION MAY BE SUBSTITUTED WHEN APPROVED BY THE ENGINEER. t - _ 0.848 0.758 0^870 0.981 ASSHOWNON WHERE REQUIRED • 1,314 1.425 _ T � CASRISER 6. REDUCER SECTIONS WITH PIPE CROWNS OR CENTER LINES MATCHED ARE AVAILABLE IN ADDITION TO THE MATCHHED AVERTS SHOWN HEREON, 0.851 0.982 TYPICAL SEC7ION A B � ' � � B _ 1.295 1.408 SECTION.r,;: PRECAST RISER \ " MN."�- 1.629 1.740 4..2` 3' SHOWN SHOWN ON TABLE -� _ ONPLANS �, W 1.165 1.276 1.367 SECTIONDIAMETER C 1.809 1.721 1.832 L943 ?, 4' 138$ � LARGE PIPE }�-is, 1.590 L702 1813 1.924 EIA IDLES f 3'" DIA A B' C -C 2146 2.267 2.368 i I+II-D �w 1.652 1,794 1.903 I TT 2.238 2.349 NOMINAL DIAMETER MI MINI" a� 2.882 6' m : `u// �►� 2.108 2.219 2.330 mea 2.552 2.863 2.774 2,pao 2.997 6„ 7' 23.71 I SMALL PIPE ! 2.533 2.644 2.755 2.666 S T 1 �.• 3,200 3,311 PRECAST BASE PRECAST BASE 8' 1 2.1323 1 2.738 1 2,848 2.859 3.070 3.181 3.292 SECTION SECTION 3.514 3,625 2.9401 3.051 CLASS A3 CONC7�7E PLAN WSIZE *0 �THI KNESS VARIES PLAN 8'-D" OR 8* -0" 6'-0" OR 8`-0" TRANSVERSE SECTION HALF-SECTIGN NONREINFORCED. I HALF -SECTION W. W. F, REINFORCEMENT REDUCER SECTION LONGITUDINAL SECTION SECTION A -A OPTIONAL VARIATIONS AVAILABLE TEE SECTION WHEN SPECIFIED AS A MODIFIED B-3 NOTES CONCRETE TO BE CLASS A3 LASS A3 CONCRETE CLASS A3 CONCRETE 1, SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, "H" DIMENSION, ETC. I SECTION A -A 2, THE TEE UNIT IS TO BE PRECAST FOR DELIVERY TO THE CONSTRUCTION SITE AS A COMPLETE UNR. EXPANSION JOINT OWH3 S NOTES: SECTION B-8 ALTERNATE DESIGNS MEETING THE APPROVAL OF THE ENGINEER MAY BE SUBS71TUTED FOR THAT SHOWN HEREON. , SPADING 90' MAXIMUM �A 3. THE PRECAST BASE SECTION IS TO CONFORM TO THE REQUIREMENTS OF AASHTO M170. - - - - -I+ DIRECTION 1, STANDARD SL -1, WMHOLE SAFETY SLABS, SHOULD BE REQUIRED AS FART OF THE 4. THE PRECAST RISER SECTION 5 TO CONFORM TO THE REQUIREMENTS OF AASHHTO 11799, " OF FLOW 1 ®„ DRAINAGE DESIGN FOR MANHOLES, JLANCTCON BOXES AND DROP NLETS WITH HEIGHTS I GREATER TIHW 12 FEET. THE SPACING OF ADJACENT SAFETY SLABS SHOULD BE 8'TO EXCEPT THAT MINIIUM WALL THICKNESS IS TO BE 5'°, " f 12'WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE 5. THE BASE SECTION 19 TO BE THE SAME CLASS AND STRENGTH AS THE ADJOINING PIPE CULVERT AND THE TONGUE STRUCTURE SQUARE YARDS PER LIN. FT. OF PAVED CHANNEL GONG, THICK- NESS D SEC TION • . ; 4 • • • .. W 2. THE COST OF THE SL -IIS IICLUOED N THE STRUCTURE. THE DRAINAGE DESCRIPTIONS SHOULO BE USED TO SPECIFY HOW MANY SAFETY SLABS ARE NEEDED FOR EACH I 1' 2' ELLIPTICAL TEE MANHOLE NOTES) I t11 SNE SLOPES SEE CAST IN PLACE DRAWINGS STRUCTURE RIND THE QUANTITY SHOULD BE NOTED IN THE REMARKS COLUMN ON THE DRANAG£ SlIr4AAfIY. NO ADDITIONAL OOMPENSATION WILL BE PROVIDED FOR FOR FURTHER DETAILS 1' 7. OTHER AIANUFAGTURERS pESKs7J5 FOR REDUCER SECTION MAY BE SUBSTITUTED WHEN APPROVED BY THE ENGINEER. 0.536 0.848 0.758 0^870 0.981 1.092 1303 1,314 1.425 6. REDUCER SECTIONS WITH PIPE CROWNS OR CENTER LINES MATCHED ARE AVAILABLE IN ADDITION TO THE MATCHHED AVERTS SHOWN HEREON, 0.851 0.982 L073 11.184 1.295 1.408 1.517 1.629 1.740 4..2` 3' 1. 1.165 1.276 1.367 1.498 1.809 1.721 1.832 L943 2.054 4' 138$ 1.479 1.590 L702 1813 1.924 2.035 2146 2.267 2.368 1.652 1,794 1.903 2.015 2.127 2.238 2.349 2.440 2,571 2.882 6' 1.987 2.108 2.219 2.330 2.1441 2.552 2.863 2.774 2,pao 2.997 6„ 7' 23.71 2.422 2.533 2.644 2.755 2.666 2,977 3.089 3,200 3,311 8' 1 2.1323 1 2.738 1 2,848 2.859 3.070 3.181 3.292 1 3.403 3.514 3,625 2.9401 3.051 1 3.182 3.273 3.384 3.495 3.606 3.7T1 SPECIFICATION REFE]RIENCE 3,939 1 3354 3,365 3.476 3.567 3.898 3.809 1 3.920 j 4.032 4.143 4.254 REFERENCE STANDARD PRECAST BASE UNITS ROAD AND BRIDGE STANDARDS 1.5.1 SNE SLOPES ROAD ANE, BRIDGE STANDARDS STANDARD PAVED DITCHES WCATR 11 5 0.623 8.734 1 0.845 0.956 1.067 1.178 1290 1.401 1.512 4„ VIRGINIA DEPARTMENT OF TRANSPORTATION 502 1,023 1.135 1,246 1.357 1.488 1.579 1.800 1.801 1.912 104..k 1.424 1.535 1.648 1.757 1.989 1.980 2.091 2.202 2,313 1,714 1.825 1.938 2.047 2,158 2.240 2.350 2,491 2.602 2.714 2.114 2.225 2.336 2,448 22"0 2.670 2,781 2.892 3.003 _ 3.T14 2.515 2.628 2.737 2.848 2.959 3.070 3.161 3.293 3.404 3.515 6„ 71 2.915 3,027 3,136 3.249 3.380 3.471 3.582 3.693 3.804 3,915 3.318 3.427 3.538 3.649 3.780 3,872 3.983 4.094 4305 4.316 3.717 3.828 3.939 4.050 4.141 4,272 4,383 4,494 4.8D6 4.717 4,117 1 4.228 4.3+01 4.451 1 4.582 j 4,673 14.754 1 4.695 5.0De 5,117 211 SIDE SLOPES V M11166 0.719 0.830 1 0.941 1.092 1.184 1.275 1.386 1.497 1.508 4„ 1.218 1.327 1.438 1.549 1.660 L772 1,553 1,994 2.105 3' 1.713 1.824 1.935 ZA44 2.157 2.248 2,380 2.491 2,602 4' 2. 2.210 2,321 2,432 2.543 2.654 2.765 2,875 2.988 3,099 5. 2.707 2,818 2.929 3.040 3.151 3.282 3.373 3.485 3,596 3.204 3.315 3.426 3.537 3.648 3.7550 3,870 3.981 4.093 6-- 7° 3,589 3.701 3.812 3.923 4.034 4,145 4°2 8 4.367 4.478 41589 6' 4.088 4.197 #.309 4.420 4,531 4.642 4.753 4.864 4.975 5.088 8' 4.5 4.694 4.805 4.917 5.028 5.139 15.250 1 5.361 15.472 5.563 80 1 5.191 j 5.302 1 5.413 1 5.525 1 5.636 5.747 1 5.858 1 5.969 5.080 CV LO O 00 tb C CEJ GO 0U to a to p C !� L � = L - x CI C) Lfl L5 CI- (O ¢} LL �0 z Cr, z w T%I LU rZ I.J R Lu w Q z w z 0 IIIIIIQ SIS NUMBER: *26-19 Rev. No. I Date U L �L S VJ wF- UJ D 0 0 U � ULU_ 0 z 0� 0 LL U) TH �ss � RAi Y L. KEPLER Lic. No• 32809 ©NAL DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTG FILE NO. 2760GC SHEET 52 OF 59 19-09 At1D GROOVE JOINTS ARE TO BE OF AN IDENTICAL DESIGN. SEC TION • . ; 4 • • • .. 2. THE COST OF THE SL -IIS IICLUOED N THE STRUCTURE. THE DRAINAGE DESCRIPTIONS SHOULO BE USED TO SPECIFY HOW MANY SAFETY SLABS ARE NEEDED FOR EACH 6. CONCENTRIC RISER SECTION MAY BE SUBSTITUTED WHEN APPROVED BY THE ENGINEER. ELLIPTICAL TEE MANHOLE NOTES) I SEE CAST IN PLACE DRAWINGS STRUCTURE RIND THE QUANTITY SHOULD BE NOTED IN THE REMARKS COLUMN ON THE DRANAG£ SlIr4AAfIY. NO ADDITIONAL OOMPENSATION WILL BE PROVIDED FOR FOR FURTHER DETAILS 7. OTHER AIANUFAGTURERS pESKs7J5 FOR REDUCER SECTION MAY BE SUBSTITUTED WHEN APPROVED BY THE ENGINEER. °r° .,;. DEPTH (D) AND WIDTH (W) TO BE AS SHOWN ON PLAINS. + ° A WEEP HOLES ARE TO BE PROVIDED ON Iii CHANNELS WHERE W IS EQUAL TO OR AE6 WHEN )'RECAST STRUCTURES ARE SUBSTITUTED i]OITIONAL SAFETY SLABS STRUCTURES. FOR CAST -IN-PLACE STRUCTURES. 9" HH fi BARS 0 8" C -C TYP. 6. REDUCER SECTIONS WITH PIPE CROWNS OR CENTER LINES MATCHED ARE AVAILABLE IN ADDITION TO THE MATCHHED AVERTS SHOWN HEREON, F, GREATER THAN 4' AND D IS EQUAL. TO OR GREATER THAN 2'. 'WEEP IDLE WiTW 112"' X 12" PLASTIC HARDWARE CLOTH, °/t' MESH OR GALV/W2EO STEEL _ WIRE DIAMETER 0,03 INCHiELNUMBER 4 MESH, HARDWARE CLOTH ANCHORED FIRMLY TO THE 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. r� ' r�-��. ;'� .,• . '• 9. WELD AND SPLICE LONGITUDINAL AND CIRCUMFERENTIAL STEEL OF RISER AND BASE SECTIONS TO MAINTAIN CONTINUITY OF REINFORCEMENT. o � BOTTOM OF THE CHAN, CURTAIN WALL TO BE LOCATED 4. SAFETY SLAB MAY BE CAST -N -PLACE OR PRECAST. CAST -N -PLACE CONCRETE TO BE4°4 CLASS A3 (30PS). PRECAST CONCRETE IS TO BE A4 (4000 PSI). REINFORCING STEEL 00 U f 10. HAND OR PHHEUAATICA,LY PLIA.'E MORTAR AND SHAPE INTO COLLAR. X 18" DOWELS AT THE BEGNNG AND END OF ALL SMOOTH BARS R CHANNELS AND ON THE LOWER TO BE N ACCORDANCE WITH AASHHTO M31,12" h , RISER SECTION PND AS STANDARD DROP INLET OR LIN. FT. MANHOLE DEPENDING ON USE OF STRUCTURE, 11+V(.A 80r C -C LOCATED END OF EACHEXPANSION JOINT. AT ALL JOINTS 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS THRID 72" PIPE PLAN LES THAN 30" THENO ACCESS OPENSHALL BE RECTANGULAR (STRUCTURE WIDTH BY TYPICAL PRECAST UNIT MANHOLE TEE BEND ELEVATION SPECIFICATION REFE]RIENCE TYPICAL CONCRETE SAFETY SLAG sPEFERENTION �uoo'r ARE FOR DROP INLETS MANHOLES AND JUNCTION BOXES REFERENCE STANDARD PRECAST BASE UNITS ROAD AND BRIDGE STANDARDS ROAD ANE, BRIDGE STANDARDS STANDARD PAVED DITCHES WCATR 392 I VIRGINIA DEPARTMENT OF 7RANSPORTATKIN 1105 302 MAX. DEPTH (H) 25' VIRGINIA DEPARTMENT OF TRANSPORTATION 502 REW WN DATE SHEET' t OF 1 SHEET 1 OF i REVISION DATE 103.12 109.04 104..k VIRGINIA DEPARTieENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS CV LO O 00 tb C CEJ GO 0U to a to p C !� L � = L - x CI C) Lfl L5 CI- (O ¢} LL �0 z Cr, z w T%I LU rZ I.J R Lu w Q z w z 0 IIIIIIQ SIS NUMBER: *26-19 Rev. No. I Date U L �L S VJ wF- UJ D 0 0 U � ULU_ 0 z 0� 0 LL U) TH �ss � RAi Y L. KEPLER Lic. No• 32809 ©NAL DATE: 06/28/2019 SCALE: N/A DESIGNED BY: TTG FILE NO. 2760GC SHEET 52 OF 59 19-09 i SHRUB PLANTING -DETAIL VIEW s Q E PHASE 1 BUFFER PLANT SCHEDULE } '� r r, !I ABB BOTANIC NAME COMMON DAME QUANTITY SIZE r% S A A 7 r'` i rr CATEGORY "C" BUFFER - PROPOSED PLANTINGS �r r f A #' � r ` �f j l ftJJ} � 1 y� r 4 S }i + b 4= { Cc Cercis canadensis � 106 r1 28Pl 1 f f SCALE: 1" ^ 20' qx-_`' _ Jr 5 r 1 Y COD -k- r J - J a a 0 As ►�► �' "�r�--� � __ -�" �, --- _rte S++ S ' s � r 1 ti Fail, Ala h �14 �►' �+ '�-1`r* is , �;� "`` #`lid �� • IY� z uLJ LU ■ ��* LL 1 U J' _�,�` +� � ti '?,�i/'� )� a .' �`- — LL �► �0 OFAs 61 ► f� . i RUILD pa I► NO �►.. �/ I �■ r >r•r ;. r a •" rr;:<.r s. _,.., : w "..> i sem. s::. r r c. , i :a +� _,� r I v* sq, 1 .' �. `- 44 ti: ;:�� �;� � � I� r1 r.����J•���r` a � ,��f••: �,./° R c, � 1� , �i■ �i�l■��■■■■ �1�■■■■■■■i•�►\►'1►�i►�1;�. ■ � moi'+' ,/�, �^�� - ,� I'Ii�IIi SHRUB PLANTING - DETAIL VIEW SCALE: 1" = 20' PHASE 1 BUFFER PLANT SCHEDULE } '� !I ABB BOTANIC NAME COMMON DAME QUANTITY SIZE r e r r i rr CATEGORY "C" BUFFER - PROPOSED PLANTINGS •:�.• f r {`may] 0 4= Cc Cercis canadensis Eastern Redbud 106 2" cal, B&S � 1 f ` i Jc Juniperus chinensis'Heb_li Columnaris" Green Columnar Juniper 106 6' Height 1 i / I•'• 1 1 � Sv Syringia vulgaris'Big Blue' Big Blue Lilac 106 36" Container ff f 1 318 Plantings �r �. % .•.': PARKING LOT PLANT SCHEDULE` PROPOSED TREE PLANTINGS ] As Acer saccharum Sugar Maple 23 2" cal, B&B / { Cg Cra#aegus eros-galli var. inermis Tharnless Cockspur Hawthorn 18 2" cal, B&B Qc Quercus coccinea Scarlet Oak 17 2" cal, B&B Pa Prunus americana American Plumb 27 2" cal, B&B Te Tilia x europaea European Linden 47 2" cal, B&B 4 Zs Zelkova serrata Japanese Zelkova 17 2" cal, B&B f /... PROPOSED SHRUB PLANTINGS 149 Tree Plantings PI Prunus laurocerasus English Laurel 6636 " Container 66 Total Shrubs NOTES: 1. TREE SIZE SHOWN ON PLAN VIEW IS ILLUSTRATIVE. SIZES ARE AS SHOWN IN PLANT SCHEDULE 2. ALL PLANTING SHALL CONFORM WITH 165-203.01 OF THE FREDERICK COUNTY ZONING � ) 1 ORDINANCE (PLANT 1' /� SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). 3. ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT. I J 4. TREES AND SHRUBS SHALL NOT BE PLANTED WITHIN FCSA EASEMENTS 6. ALL SEEDED AND SODDED AREAS OF PROJECT WILL BE OF A DROUGHT TOLERANT MIX PER PENNINGTON SEED COMPANY. 7. NO SLOPE IN EXCESS OF 25% WILL BE SEEDED OR SODDED. �� } 8. BEFORE SODDING, SEEDING AND LANDSCAPING THE CONTRACTOR WILL TILL ALL COMPACTED AREAS AT LEAST 6" IN DEPTH TO LOOSEN THE COMPACTED SOILS AND ADD AMENDMENTS I �_ :1 •: 9.SEE PLANTING CALCULATIONS, DETAILS AND NOTES PAGE 54 OF 59 _ EX. RIP: N■1011114 �1 M K j , +I� r 0 30 • .���' ; SII li. }I II�I'� `, , :'-� - ��ty� .�� � ■ LLJ 0 LL LLJ U) 11 AS SP NUMBER: #26-19 e r •/ / �.// y# 11 n f r C ����. , ,� >•�b' +w 4'R +fir I I" i� ��# 1�s!,�'• l � � � � ti..s � Qi;� e f eoi`a,-�',+ /' / i•r >s I �I1 �! •�' f � ° �rlti tr �'� P• f ` '�i► � ,.*� � � 'tom t' �:,r'.�arr -`'I ,rte' ,�4'±� ,mss..• �. �y..��-�'r-�►��. • U DATE: 06/!8/2019 �+ F I�■ v DESIGNED C FILE N2760GC SHEET 53 OF 59 !I i f r / � f ` 1 i 1 � BL) ILDING 1 �r f N■1011114 �1 M K j , +I� r 0 30 • .���' ; SII li. }I II�I'� `, , :'-� - ��ty� .�� � ■ LLJ 0 LL LLJ U) 11 AS SP NUMBER: #26-19 e r •/ / �.// y# 11 n f r C ����. , ,� >•�b' +w 4'R +fir I I" i� ��# 1�s!,�'• l � � � � ti..s � Qi;� e f eoi`a,-�',+ /' / i•r >s I �I1 �! •�' f � ° �rlti tr �'� P• f ` '�i► � ,.*� � � 'tom t' �:,r'.�arr -`'I ,rte' ,�4'±� ,mss..• �. �y..��-�'r-�►��. • U DATE: 06/!8/2019 �+ F I�■ v DESIGNED C FILE N2760GC SHEET 53 OF 59 GENERAL CONDITIONS - COUNTY CODE COMPLIANT LANDSCAPE PLAN / - e " t - . '�l1JETPOND PLAIN SCHEDULE SCOPE OF WORK ,% ` ' ` x �_ __ _ -� — y r - - PROPOSED EMERGENT, SUBMERGEhJT &PERIMETER PLANTINGS (D E THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO COMPLETE ALL LANDSCAPE WORK AS SHOWN �� _�- � ,-- � _ '� �— Ep Eupatoriuurpureum Joe Pye Weed i 575 1 Gal., 24'" O.C. -1" -1" � � ON THE PLANS AND SPECIFICATIONS. �� � �� �_� � m p r F • `� ^ - Pp Potamogeton pectlnaitas Pond Weed 581 1GaL,24"O.C, aj�� � © w NOTE: IF CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY CHECK THE PLANT LIST QUANTITIES WITH •� s ` PLANT WITH V c w THE SYMBOLS DRAWN ON THE PLAN, TO BE SURE THERE ARE NO DISCREPANCIES, IF THERE IS A DISCREPANCY BETWEEN THE DRAWING/' Pv Panium v'irgatuSwithgass 1,19E 1 Gal.,24'O.C. � ,. THE LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE. EE � PLANT WITH ScND � Co VA L �N rE Y ` 's; •y 1 Gal., 24" O.C, Sc Scrpus cyperinus Waal Grass 1,196 PLANT WITH P LL ,J7 ,'�'•w•Fn . v4* Rl.." STANDARDS CC$CRIPAdl :�x M W, ,,a rM.: 3 I•,1i�Y8 �,,-�. t aa '�v2'Tr . s,- a'.:a K' ': 'ii''"-a'<ti.i,. &•t'r''4: ..`+s`',:e. A ,•F.Y•.,'. �c5u+cA, ,,s7,-s� S '"��•�e5! ' 1 Y v,E.i� 1* °' . "a:°4Yaty!. ..` Yr,1a�, ,i""J. W � i"°'.1 -s -x• y. •k�r} ]f)td`af„'�',k.�,.,.-.-`.l,z.� •yq+-i•,..,p,P,f.i+ ,�.> "?3 ,1�,'c'S;+rT. :T1sf:x'•',<S;C?;,•1k7id+. `,:t�t•,t4-ti"�4f a_ij,i 1`.}er�'i 1 .V.I:T-•�.. SI Sag7itara latifalia Broad Leaf Arrow Head 192 1 Gal., 24" O.C.[ S�In' y�.L IfYYdyy en� 1i... s•,:1,2;`,,f: �y�F_,+�i,},-d,] °LstirZs h . s e f xx. ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED BY THE - - _- - - J ;.;: ;� NURSERY & LANDSCAPE ASSOCIATION (ANLA).PLANT MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN -- `- - :ii.,�"' ' — —•� — — — — — — — "" Softstem Bulrush SV Scipus validus 105 1 GaL, 24" D.C.AMERICAN INSPECTED AND CERTIFIED BY STATE PLANT INSPECTORS. COLLECTED MATERIAL MAY BE USED ONLY WHEN APPROVED BY OWNER'S r - —'e — — —. — �' - -- — — — '� � �;.y � ,';s� 1 h Va Vaiisner€a americana Wild Celery 581 1 Gal., 24" a,C. � r REPRESENTATIVE. NOMENCLATURE WILL BE IN ACCORDANCE WITH HORTUS III BY L.H. BAILEY. n�" `` r T - - - - -- - - �- - - -_- - ` �"`- ,r rc PLANT WITH P r rj,, - ^ - . .- a-:: .- ;,, ..r-r.r-•:.. -' /4,426 SUBSTITUTIONS: PRE-BID i • ti l s�'= Plantings Nt i ki• ! • � i + � ' `. NOTE S:. f♦ IT PS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE PLANTS SPECIFIED BY THE•'�fi` - LANDSCAPE ARCHITECT. THE LANDSCAPE CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT FOR HIS/HER J % �.'....... M. �, ':: I :. 1 AL PLANTS ARE AVAILABLE AT AMERICAN NATIVE PLANTS (MID), COLESV'ILLE NURSERY (VA) �' ..t,F• x —. �...`... .... CQNSIDERATIQN, THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF THERE ARE KNOWN •�I°y�.�- � � _.,�. . • 1 WAYNESBORO NURSERY VA c, •,.'�'�r .��.��:i:+� � � ,_�:., + t �.. ... DISEASES OR INSECT RESISTANT SPECIES THAT CAN BE SUBSTITUTED FOR A SELECTED PEST PRONE PLANT. THE CONTRACTOR SHALL � �3.:�-.,�„, —rte_ /Jj .'..-..'.'.• - - ..-_.. Y 2 ALL PLANTING SHALL CONFORM WITH '165-203.01 OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT SUBMIT A BASE BID AS PER PLAN PLUS PRICE CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS. ` . t? W.. ."..'.'.•. .,, .. .. •. ,.. : _ w '.-'.' ...,..1 ` \ __- s ,., yLLJ SELECTION PLANTING PROCEDURE AND MAINTENANCE .3. ANY PLANT SUBSTITUTIONS MUST BE } APPROVED IN WRITING BY THE FREDERICK COUNTY, VA PLANNING DEPARTMENT. _ +� •, '.. -�, - .. ..... .... .)k.. .. v. ...Y".. `' .•. .. ;: - -� 7:•. ., •. .'... •....f,. '.'."..'.. SUBSTITUTIONS: POST -BID k., ' . " , ` n .-.'.'.. 1 .. i ��. H^Ck�i• - ;i'"..,x.� #,` j :Yrny-`y=7,.' - - �..... - 3 DISTURBED AREAS OF WET POND NOT IDENTIFIED AS BEING PLANTED SHALL BE SEEDED. Z Uj 0 • .•'•'. �•;4{.• Pdf �, :. ..:'•-.. ..:.:'.:'...'. _ - - - IT I5 THE INTENT TO ELIMINATE POST -BID SUBSTITUTIONS. HOWEVER, IN THE EVENT THAT THE CONTRACT MATERIAL HAS BECOME } w, - -. 9 i AL SEEDED AND SODDED AREAS OF PROJECT WILL E OF A DROUGHT TOLERANT MIX PER ,�/ .. 1. Z �' :`:.':.: .` — . .. ..... ............ .�,,. 1,� �......,,w......'.'.w .'`--' .v. •.': — _ — — — _ — — -- a �t -� � - - - ti• � ��-�•• �'` a ENNINGT S o P O SEED I N D COMPANY NO SLOPE N EXCESS OF 25/ WILL BE SEEDED !i■ W UNAVAILABLE AN APPROPRIATE SUBSTITUTION MUST BE APPROVED BY THE OWNER'S •. •, ^�; _ '...'..r- �-• . '.•.'.,� ..:"�„',4. .. ., _ ` 1 .�. . � � --_ ter...,..: .•-.:...••• .. -, ---_ ' _ ;I ..'.• n. UTILITIES AND �'--- �- ��.' UNDERGROUND FEATURES - �' �}J •` lI �ij' THE LANDSCAPE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TO —! { / l LOCATE UTILITIES, _ TREES AND/OR SHRUBS SHALL NOT BE PLACED WITHIN FCSA EASEMENTS ;: �� . , -- . ° •. :..::.':: � ' .. .:• J (.” ... �.,. 1 `y '�; � . ' : M.:• � I ;•s;,t• \ .. 4 ! &Af IF THERE IS A CONFLICT WITH UTILITIES AND THE PLANTING THE LANDSCAPE ARCHITECT / DESIGNER SHALL BE RESPONSIBLE FOR RELOCATING PLANTS PRIOR TO THE PLANTING PROCESS. ANY COST DUE TO RELOCATING AFTER PLANTING SHALL BE BORNE BY THE _ OWNER- IF PLANTS ARE TO BE INSTALLED IN AREAS THAT SHOW OBVIOUS POOR DRAINAGE AND THE PLANTS ARE INAPPROPRIATE FOR \ _� " `` THAT CONDITION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AND OWNER. IF THEY DEEM NECESSARY THE \ " ' :..'."':'. PLANTS SHALL BE RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR DRAINAGE CORRECTION ATA NEGOTIATED COST, OR - �' �' :.- -. -''' THE PLANT SELECTION MODIFIED BY THE LANDSCAPE ARCHITECT /DESIGNER TO ACCOMMODATE THE POOR DRAINAGE. �� - ' �.. ``• '\ `mss ':. .. ��"__ ��`�`' �--' .`\. .. � �. •� �' --} ``.` ,\ •--� �,� d � 4 �1 4 � ---� �.�--- �``-- ... _ _ -::. T WARRANTY � Y y�--�4:�` t ffJ THE STANDARD WARRANTY IS FOR ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND ANNUALS. COMMENCING ON THE DATE OF INITIAL y i-- Ya aVIP ACCEPTANCE. ALL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THE GUARANTEE PERIOD. ANY MATERIAL THAT - - IS 25% DEAD OR MORE SHALL BE CONSIDERED DEAD AND MUST BE REPLACED AT NO CHARGE. A TREE SHALL BE CONSIDERED DEAD WHEN - `. a - -- - - -� A -a' x w.n, s A wr�F LEADERTHE MAIN DIEDFDEAD.REPLACEMENTSSHALLDURING THE NEXT PLANTING PERIOD. O n T REPLACEMENTS SHALL BE OF THE ME TYPE, SIZE AND QUALITY AS ORIGINAL SPECIES UNLESS OTHERWISE NEGOTIATEFN,.� •� �. — �. — — — — —_"` ` k��� " — —'_ — — — �— — �. � = � { - - / J,/ `{ a. INSPECTION A. PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S REPRESENTATIVE AT THE PLACE OF '• — :.� — — — _r — l a+. ] i},hi4',P Y1 '�' • `-Y L `{•/ 'IA'R s y GROWTH OR HOLDING YARD FOR CONFORMITY TO SPECIFICATION REQUIREMENTS AS TO QUALITY, SIZE AND VARIETY. B. PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR OWNER'S REPRESENTATIVE, I- C. STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE ARCHITECT UPON REQUEST. 50 25 0 50 100 Z C] mmomw �Z STANDARDS W SCALE: 1 50' SEPARATION BUFFER LANDSCAPE CALCULATIONS A. PLANTS WILL BE IN ACCORDANCE WITH THE CURRENT ANLA'S STANDARDS AND CONFORM IN GENERAL TO REPRESENTATIVE SPECIES, Z J CATEGORY "C" BLUFFER: J J > B. BALLED AND BURLAPPED (B&B) 1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF NOXIOUS WEEDS. THERE I1 PROVIDE A 1 00'WIDE FULL SCREEN WITH A 75' WIDE INACTIVE PORTION AND 25" WIDE ACTIVE SHOULD BE NO EXCESS SOIL ON TOP OF THE ROOTBALL OR AROUND THE TRUNK PORTION. L F- Z 2. BALL SIZES SHALL BE IN ACCORDANCE WITH ANLA STANDARDS. a U) 3. CALIPER AND HEIGHT MEASUREMENT: IN SIZE GRADING B&B SINGLE TRUNK TREES, CALIPER SHALL TAKE PHASE 1 OF SITE (1,055' BUFFER] PRECEDENCE OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE TAKEN 6" ABOVE GROUND LEVEL (UP TO AND 1,055/10 = 105.5 USE 106 106x3 PLANTS PER 10 LF = 318 TOTAL PLANTS REQUIRED {ry U < 0 INCLUDING 4" CALIPER SIZE) AND 12" ABOVE THE GROUND LEVEL FOR LARGER TREES. FOR MULTIPLE -TRUNK TREES, 318 TOTAL PLANTS PROVIDED ❑ r ) :E � HEIGHT MEASUREMENT SHALL TAKE PRECEDENCE OVER CALIPER. Z �f J 0 J J 12� C. CONTAINER - GROWN STOCK 1. THE SIZE OF CONTAINER -GROWN SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF THE PLANT. CONTAINER-GROWNLLJ CATEGORY "C" 100" FULL SCREEN Z©NING W p TREES ARE MEASURED BY THE SAME STANDARDS LISTED IN B.3. ABOVE. THE ROOT SYSTEM OF CONTAINER -GROWN DISTRICT BUFFER Llj PLANTS SHALL BE WELL DEVELOPED AND WELL DISTRIBUTED THROUGHOUT THE CONTAINER. z LIG 2. ALL CONTAINER -GROWN TREES AND SHRUBS THAT HAVE CIRCLING (GIRDLING) AND MATTED ROOTS SHALL BE not to scale 0 IL TREATED IN THE FOLLOWING MANNER PRIOR TO PLANTING: SEPARATE THE ROOTS BY HAND, UNTANGLING SO CIRCLING ROOTS WILL NOT DAMAGE FUTURE OF THE PLANT. SEE PLANTING PROCEDURES FOR ALL 25'ACTIVE W (n CONTAINER -GROWN TREES & SHRUBS IN THIS SECTION. 3, ALL CONTAINER -GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL THEY ARE PLANTED IN THE INTERIOR PARKING LOT LANDSCAPING (165-27(E)(11)(b): 1 TREE PER 10 SPACES LANDSCAPE, THE SOIL SHALL BE KEPT MOIST WITH THE EQUIVALENT OF ONE -INCH OF RAINFALL PER WEEK_ 136 SPACES PROPOSED/10 = 14 TREES REQUIRED, 14 TREES PROVIDED 100' 75" INACTIVE 24 gEtn 0D. PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. PERIMETER LANDSCAPING (165-27-(E)(11)(a): 491,161 S.F. IMPERVIOUS AREA (11.28 ac) 1 TREE PER 100,000 SF IMPERVIOUS AREA/ 2000 = 50 TREES REQUIRED Sv 0 E. ALL PLANT MATERIAL IN TRANSIT SHALL BE COVERED TO KEEP MATERIAL FROM DRYING OUT. THE COVERING SHALL 1 TREE PER 391,161 SF IMPERVIOUS AREA / 5.000 - 78 TREES REQUIRED COMPLY WITH THE STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS. TOTAL PERIMETER TREES REQUIRED = 128, PERIMETER TREES PROVIDED - 135 1. 6" HIGH EARTHEN BERM WITH 3 PLANTS PER 10L.F. V F. TREES SHALL BE PLACED IN AN UPRIGHT POSITION WITH THE ROOT BALL COVERED BY MULCH AND KEPT MOIST. TREES TOTAL TREES PROVIDED PHASE I: 149 TREES PLANT SHALL BE 1/3 DECIDUOUS, 1/3 EVERGREENS, AND AND SHRUBS SHOULD NOT BE LEFT ON SITE UNPLANTED FOR MORE THAN 24 -HOURS WITHOUT ADEQUATE WATER TO 1/3 SHRUBS. <INSURE ROOT SURVIVAL. 2. A 6' OPAQUE FENCE MAY BE SUBSTITUTED BY THE PARKING LOT HEADLIGHT SCREENING APPLICANT FOR THE EARTHEN BERM. 66 SHRUBS PROVIDED PRUNE DOMINANT NOTES: LEADERS 1. AT PLANTING PRUNE ONLY CROSSING LIMBS, NON-ABRASIVE TREE TIES BROKEN OR DEAD BRANCHES THAT POSE A HAZARD LODGE POLE PINE OR CENTER TREE IN PIT & SET TOP OF TO SITE USERS PER ANSI STANDARD A 300. DO NOT HARDWOOD STAKES ROOT BALL 2" ABOVE ADJACENT PRUNE INTO OLD WOOD ON EVERGREENS. NOTES: NOTES: GRADE, TRUNK FLARE SHALL BE PREVAILING WIND AT PLANTING PRUNE ONLY BROKEN OR DEAD VISIBLE AT THE TDP OF THE ROOT 2. CONTRACTOR SHALL MAXIMIZE EXCAVATED AREA 1. STAKING AND GUYING MAY BE ONLY DIRECTION PLACE TOP OF ROOT BALL BRANCHES PER ANSI 300 STANDARD Y MULCH NO MORE BALL, DO NOT COVER TOP OF FOR TREE PIT WITHOUT ADVERSELY IMPACTING IMPLEMENTED WHERE SITE CONDITIONS ABOVE FINISHED GRADE (TYP) , SP NUMBER: #26-19 THAN 1'" ON ROOT ROOT BALL WITH SOIL. ADJACENT SITE FEATURES. REQUIRE THEIR USE, CONDITIONS WHERE 2. PLANTING PCTITRENCH SHALL BE DUG DEEP `�' BALL & 6" BACK FROM STAKING AND GUYING MAY BE NECESSARY TO 3" LAYER OF MULCH , NO MORE �,, 4" HIGH X 8" WIDE SOIL BERM ENOUGH TO ALLOW AT LEAST 118TH OF ROOT Rev. No. Date TREE TRUNK PRIOR TO MULCHING TAMP SOIL 3• BACKFILL SOIL MIXTURE: � EXISTING SOIL ENSURE STABILITY INCLUDE WINDY PLAN VIEW THAN 1"' OVER ROOT BALL � BEGINNING AT PERIPHERY OF BALL TO SET ABOVE EXISTING GRADE 07 0112012020 CLEANED OF DEBRIS GRAVEL, STICKS, ROOKS, FIRMLY AROUND ROOT BALL ( LOCATIONS, STEEP SLOPES, OR WHERE VANDALISM MAY BE OF CONCERN. 32" LONG NON-ABRASIVE RUBBER TIES, LOOPED FINISHED GRADE ROOT BALL. 3. PLACE PLANT IN ERECT, STABLE & WITH FOOT PRESSURE IN 6" AND MIXED WITH ' ORGANIC MATERIAL BARK, LEAF MOLD OR OTHER AROUND THE TREE, THROUGH EACH OTHER, :. -Pr PRIOR TO iVIULCI-11NG LIGHTLY UNIFORM POSITION IN THE CENTER {JF 7HE '"� TH C}�, T� LIFTS SO THAT ROOT BALL DOES (COMPOSTED 2. STAKES OR GUYS WILL BE INSTALLED USING TWISTED AND SECURED TO THE STAKES IN A BACKFILL SOIL MIXTURE (TYP.) z TAMP SOIL AROUND THE ROOT PLANTING PITfTRENCH, ORIENT BEST FACE OF ' NOT SHIFT. PLANT DEBRIS PROCESSED TO A POINT OF 4" HIGH X 8" WIDE SOIL CURRENTLY ACCEPTED ARBORICULTURE MANNER WHICH PERMITS TREE MOVEMENT AND BALL IN 6" LIFTS TO BRACE SHRUB. PLANT TO BE THE MOST VISIBLE, y PEAT MOSS MAY NOT BE USED. PRACTICES. TREES SHALL STAND LEVEL 1 SUPPORTS THE TREE IN ADVERSE CONDITIONS , BERM BEGINNING AT PERIPHERY OF 4, CONTRACTOR SHALL LEGALLY REMOVE UPRIGHT AFTER STAKING- z (2) 2" X 2" X 8' LODGE POLE PINE OR HARDWOOD DO NOT OVER COMPACT. 4. BACKFILL SOIL MIXTURE: EXISTING SOIL RANDY L. KEPI ROOT BALL. EXCESS SOIL & DEBRIS FROM SITE � 3. INSTALLATION WILL INCLUDE THE REMOVAL ;;, STAKES SET OUTSIDE ROOT BALL. STAKE ROOT BALL RESTS ON EXISTING OR RECOMPACTED SOIL UNDISTURBED CLEANED OF DEBRIS (GRAVEL, STICKS, ROCKS, -Eft I-�C. No. 328C]9 OF ALL STAKING AND GUYING MATERIAL ONE LOCATION SHALL NOT INTERFERE WITH SECTION VIEW SUBGRADE OR TRASH) AND MIXED WITH' ORGANIC MATERIAL p 5. DO NOT PLACE MULCH IN CONTACT WITH YEAR AFTER INSTALLATION. ANY HOLES PERMANENT BRANCHES. FOR B&B : COMPACTED BACKFILL COMPOSTED BARK, LEAF MOLD OR OTHER' � '4j"0 ORIGINAL GRADE STEM OF TREE. MULCH MUST BE T AWAY FROM REMAINING AFTER REMOVAL OF STAKES REMOVE TWINE, ROPE, WIRE, & SOIL MIXTURE PLANT DEBRIS PROCESSED TO A POINT OF I +�+i ►; , �i; _, ; r . FINISHED GRADE TREE TRUNK SHALL BE FILLED WITH TOPSOIL, BURLAP FROM TOP 2 OF ROOT DECAY. PEAT MOSS MAY NOT BE USED.)NAL 2-3 X'S WIDTH OF 6, TRUNK FLARE MUST BE VISIBLE WHEN PLANTED 4. REFER TO DETAILS FOR TREE PLANTING BALL FOR CONTAINER LOOSEN ROOT BALL (TYP) 5. CONTRACTOR SHALL LEGALLY REMOVE ITTr INFORMATION -- --' - -- -- - - THE ROOT BALL OF ANY ROOT EXCESS SOIL & DEBRIS FROM SITE DATE: 06/28/2019 ,•.•,• TI 7. IF TREE STAKING REQUIRED REFER TO TREE STAKING DETAILS. ROUGHEN / LOOSEN SOIL ON --- _ _ _ -� - - l lI i lI I I --� III I I I�f I I=- I I I III f I I III -f I I BOUND PLANTS 6- DO NOT PLACE MULCH IN CONTACT WITH SCALE: AS SHOWN SIDES OF PLANTING HOLE. I�1 111 I III I 1 III I=I I STEM OF SHRUBS REMOVE TWINE, ROPE, BACKFILL SOIL MIXTURE FOR **ALL PLANTS MUST BE WATERED TWICE: ONCE WIRE, & BURLAP FROM AT INSTALLATION &AGAIN WITHIN 48 HOURS ENTIRE TREE PIT AREA &ROOT _ I UTI I I =f I I =I I I- III= I f� I = I 1=1 I I I I IEI I I ----I I Al� UTI � I -I � I I I=III= � f=1 I! I=II I=1 f I -I I I -I I I III=III—I III _ SHRUB � PLANTING DETAIL "ALL PLANTS MUST BE WATERED TWICE: ONCE DESIGNED BY: TOP' OF ROOT BALL BALL DEPTH FIRM SOIL IN 8" LIFTS OF INSTALLATION. _ _ _ - ISI ISI =III=111 I - 1 IJ`' i�I�IT -- TO SCALE AT' INSTALLATION & AGAIN WITHIN 48 -HOURS TTC OF INSTALLATION, BOTTOM OF ROOT BALL MIN. WIDTH OF TREE PIT UNDISTURBED SUBGRADE FILE NO. 2760GC RESTS ON EXISTING OR 2 X'S ROOT BALL DIAMETER SHEET 54 OF 59 RECOMPACTED SOIL. TREE. PLANTING DETAIL DECIDUOUS TREE STAKING 19-09 NOT TO SCALE NOT TO SCALE t VIP,_ spaKim � ks \ ` VV - ` \ VV A {p r VV 0i s 43�RIu�ar EXISTING BRUSH I� { / 2Q _ `- c OBSTRUCTING SIGHT LINE TO BE REMOVED +� I 2� 30 3 � 1 _ ESTIMATED CENTER OF - � � � l f � � I � AS NECESSARY i:TYP} 1 +� � 1 - 2=� �' za—�., 2� 2� z 'z LANE 4� _ ' 390' -- 71MATEi] CEN - _ _ =� - - - _ 141JIBt7R1V RAS] - WA ROM 662tA 2+0 30 PRBSGRIPnW EASEMENT 1 3+oa o 6+00— ° 390' INTERSECTION/ t INTERSECTION I - — SIGHT DISTANCE �,,,•��1��V � , �' � �{a�,�� �,,.,, � F r, F•A:: NFf��jj EXISTINGBRUSH — 1 , OBSTRUCTING-STGHT r'mrih', r !' � � _ — _. 7— s� . ! � f r � ` � \ � �.. .„-,�h .h`Faa� y,3 ` ]��CES��A� i �4•i°� ti'' � ^,n v,i d'•,f� f ” ` .m s,�'x'' % ���, � I r - .�.::: �~ � I I '-t � \ i � y � '`• ti �,P ,l" "=i; ' "'. •,'' 4 %:, i,, np? �'iy syf,'`}�k�~?•. ;M1 --y. - _ ;r;,.��.F j% L1� % �i� •` `sem 50 25 0 50 100 SCALE: 1" = 50' 635 390' SIGHT LINE. 630 rri EXISTING -�_ GRADE 625 620 615 0+00 0+50 1+00 1+50 2+00 2+50 PLAN VIEW 1"=5a' -- - - - --- -- ---- -- - - 635 W-- �r- - -- ---------- -- -- - --- W- - - - --- - - - - - - - - - - F_. 630 °L - -- - — 390' SIGHT LINE w _ 625 -— -- -- --- - - W u in w 620 615 3+00 3+50 4+00 4+550 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 MILBURN ROAD & PRIVATE DRIVE NOTES: 1. INTERSECTION SIGHT DISTANCE DETERMINED FROM TABLE 2-5 FROM APPENDIX F OF THE VDOT ROAD DESIGN MANUAL ISSUED JANUARY, 2005, REVISED JULY, 2017 UTILIZING THE LEGAL SPEED OF 35 MPH FOR AN UNPAVED ROAD. THE 'REQUIRED INTERSECTION SIGHT DISTANCE IS 390 FT. 50 25 0 50 SCALE: 1" = 50' 100 LOI Q. LO - f U) z ►► z W Z LLI Z W 0� W z w © €C 0L =, N z (f] — 0 W� U)� c) 0 z _ �-o Lu W 0 z0� co 0 u- U) SP NUMBER: #26-19 Rev. No. Date 66 1012112019 x op RA L. EPLE' Lic. NO. 32809 DATE: 06/28/2019 SCALE: V: I"= 5' DESIGNED BY: TTC FILE NO. 2760GC SHEET 56 OF 59 19-09 o -- LAND BAY GREEN AREA REQUIREMENTS (PROFFER C-2 AND C-3) 1. REGIONAL OUTDOOR GREEN AREA (APPROX. 1.5 AC) IS q N f �,j PROVIDED AS A PASSIVE RECREATIONAL AREA. NO FORMAL c E ARp�NS — -- RECREATIONAL AMENITIES WILL BE PROVIDED. a" a J�lk� 2. EACH LAND BAY MUST BE PROVIDED WITH TRAIL a; CONNECTIVITY TO THE INDUSTRIAL PARK'S TRAIL SYSTEM � � x ° ALONG SNOWDEN BRIDGE BOULEVARD FROM THE LAND BAY `- RECREATIONAL AMENITIES AND THE EMPLOYEE ENTRANCE Q AT THE BUILDING. 3. EACH LAND BAY SHALL BE PROVIDED WITH A MINIMUM AREA OF 1,000 SF OF OUTDOOR GREEN AREA THAT INCLUDES A 1 PATIO AND SITTING AREA FOR USE BY EMPLOYEES. HARDSCAPE ITEMS MUST BE CONNECTED WITH AN ALL �—L O WEATHER TRAIL SYSTEM TO THE EMPLOYEE ENTRANCE OF x THE BUILDING AND THE INDUSTRIAL PARK'S REGIONAL TRAILw SYSTEM. LIA Z LEGEND y U — — ® ® FUTURE TRAIL D EXISTING TRAIL OUTDOOR GREEN AREA 71 FUTURE ROAD EXTENSION of Open Water (BY OTHERS) I ' �VUfV'I I� I f LOT _ 2 S tr/ LOT - 3 FUTURE'REGIONALx:- •\ �O OUTDOOR GREEN Q AREA", I FUTU RE VDOT O ,..1 x AREA GREEN 1 -ruN{: �, r SPACE f OT _ 1 `ESMrT C�._4 -- -- ` - f `` -- W U D -M ox Water 7�a of Open Water Ow01 farm Pond t7.Y1 www 0.Y29 Chan w.ter Taloa aaas W U COL� 0 Lf)z a [,) Y Of0 Q CA LLI ' U coD a F a- U a- zJ _ LLI: p a- © WW 0 !LL R W p 10 Q< � s F-- W 0 K GLHrA'�R gr37 S. J a � `3 LL' c- REV; 0914412019 !]ATE: 0612512019 SCALE: V=500" SQQ Q 500 1 QQQ DESIGNED BY; RLKJJMM JOB NO. 2760GC SCALE: 1 " = 500' SHEET 1 OF 1 Legend At £Y �j parcel Graystone t.L] U Summary of Winaation of Non - Streams Jurisdictional Waters of the U.S. 0 u Non- Jwisdicdonal Waaands Watland Wetland Tppe W'atlandf !� NJWE PEN11wiated 0.20 - Open wator NfW2 _ PE•MI-I ted 0.17 NFW3 PEM isolated 0.125 Data Point Wetland Total O.S01 �,/r i a a. ey? ai5 O W TA W O 1\yJr L C (�? tL y i� /� D 0 LL w w en �+ fit5 NJHft / \J NJW2 81 °g fins VIAT o V Jl T et NJM °as � r„e °Qo d�5 REVISIONS $'we �s best' ion Data i 250 OW2 II Feet ISes y y efk@A y Proved y w1.7Npp�� bate Juiy7,2Ut6 r�At J sa+t T" Scale a , inch = 250 feet yew Parcel Pin ,.ry aL1L4Kgq 44A26 Delineated By: SHEET 1 CJE 1 GTaysltene Summary of ©eiineation of Waren: of the U.S. LINEAR FT. Stream St ream Type Stream 51 ePtumcral 75,83 57. ephemeral 357.53 Stream%plat 63436 Open Acreage Water 7�a of Open Water Ow01 farm Pond t7.Y1 Ow02 Farm Pared 0.Y29 Chan w.ter Taloa aaas dSk0.s tau a F e S Tpyry, td5 R � s K GLHrA'�R gr37 S. a �E `3 r Err Par€6 R P � L. RG 'SEC � u` N1cra��S S i – yr k PrNE k �w' VICifJ1Tl' hAAP 1 Inch = 4,040 feet Legend At £Y �j parcel Graystone t.L] U Summary of Winaation of Non - Streams Jurisdictional Waters of the U.S. 0 u Non- Jwisdicdonal Waaands Watland Wetland Tppe W'atlandf !� NJWE PEN11wiated 0.20 - Open wator NfW2 _ PE•MI-I ted 0.17 NFW3 PEM isolated 0.125 Data Point Wetland Total O.S01 �,/r i a a. ey? ai5 O W TA W O 1\yJr L C (�? tL y i� /� D 0 LL w w en �+ fit5 NJHft / \J NJW2 81 °g fins VIAT o V Jl T et NJM °as � r„e °Qo d�5 REVISIONS $'we �s best' ion Data i 250 OW2 II Feet ISes y y efk@A y Proved y w1.7Npp�� bate Juiy7,2Ut6 r�At J sa+t T" Scale a , inch = 250 feet yew Parcel Pin ,.ry aL1L4Kgq 44A26 Delineated By: SHEET 1 CJE 1 GTaysltene Summary of ©eiineation of Waren: of the U.S. LINEAR FT. Stream St ream Type Stream 51 ePtumcral 75,83 57. ephemeral 357.53 Stream%plat 63436 Open Acreage NOT TO SCALE C)0 E 1 IN 10 .M (0 6] = rn N c to Cn LO 0 X LO c: Co W Q 2 W H Z W U J Q D Z 0 WS Z V7 � W 1J<l C7 O J U J 0 Z w /0 LL I -- U) SP NUMBER: #26-19 Rev, Na. Date 03 09/0412019 la• oq t RACY L.CEPLER i Lic No, 32809 DATE: 06/28/2019 SCALE: AS SHOWN DESIGNED BY: TTC FILE NO. 2760GC SHEET 57 OF 59 19-09 Water 7�a of Open Water Ow01 farm Pond t7.Y1 Ow02 Farm Pared 0.Y29 Chan w.ter Taloa aaas NOT TO SCALE C)0 E 1 IN 10 .M (0 6] = rn N c to Cn LO 0 X LO c: Co W Q 2 W H Z W U J Q D Z 0 WS Z V7 � W 1J<l C7 O J U J 0 Z w /0 LL I -- U) SP NUMBER: #26-19 Rev, Na. Date 03 09/0412019 la• oq t RACY L.CEPLER i Lic No, 32809 DATE: 06/28/2019 SCALE: AS SHOWN DESIGNED BY: TTC FILE NO. 2760GC SHEET 57 OF 59 19-09 CO CDRevision W� CD Date: Febax-, 3, 2012 �3 nt�1.0• CD Revision Date: Februa, y 3, 2012 -C7' 4 t:rt RESOLUTION _1 `1 Revision Date: Februa,_1 3, 2012 w Revision Date: February 3, 2012 o GRA.YSTONE CORPORATION OF VIRGINIA �� Snowden Bridge Boulevard is developed to allow access for additional traffic from �, PROFFER STATEIVIEI\'T �' 3. The Applicant hereby proffers to establish internal asphalt trails for the benefit Of outside the Property, the construction of the ultimate four -lane divided road section ,n9 to mitigate transportation impacts to the full commercial intersections identified on Passed this 25th day of April, 2012 by the following recorded vote: employees of the office and industrial park. These asphalt trails will be a minimum dedication to Frederick County within 90 days from the date of written notice by shall be required when the total trip volume exceeds 8,000 VPD on the Property, Action= Approval REZONING: RZ##09-09 Frederick County, which shall occur after an official decision has been made by of eight feet in width and will be designed to connect land uses throughout the MI For which ever first Occurs. PLANNING COMMISSYON: April 18, 21112 - Recommended Rural Areas District (RA) to Light Manufacturing District (M1) Richard C. Shickle Chairman Absent. Clary A. Lofton Aye District land bay areas identified in the proffered GDP wherever possible. each 37 mainline section within the Property. In the event the aforesaid official decision that are available at the time of development to facilitate the installation of the > urban four -lane divided collector road system with signalized intersection or has not been made for the Route 37 mainline section within the time period specified lot or parcel associated with the construction of a building, the Applicant agrees to lot 5. The Applicant hereby proffers to limit full commercial intersection access on BOARD O F SUPERVISORS: April 25. 2012 A -PPR C7VEI? DENIED PROPERTY: 271.39± acres; identify the location on said lot or parcel for trails (if applicable, to said or parcel) may provide Frederick County with a 225 -foot wide right-of-way dedication for Snowden Bridge Boulevard to establish tip to three commercial intersections in the Gene E. Fisher Ave_ Charles S. DeHaven, Jr. Awe_ Tax Parcels ;#43-((A))-15$, 44-((A))-25, and 44-((A))-26, (here -in after Route 37 within the corridor study area depicted on the proffered GDP. The and to have the trail constructed (if applicable) prior to the issuance of the Certificate general location of intersections identified on the proffered GDP. An intersection has Applicant shall be allowed to install utilities or other elements necessary for site the "Property") her E. Collins Aye Christopher of Occupancy for the structure or building on said lot or parcel. development within the dedicated right-of-way area, provided that this does not been identified on the proffered GDP that could potentially be. developed as either a AN ORDINANCE AMENDING RECORD OWNER: Graystone Corporation of Virginia 4. The Applicant hereby proffers to establish a 100 -foot green space buffer area along roundabout or as a signalized intersection if warranted by VDOT. All full commercial intersections identified on the proffered GDP will be developed with THEZONING DIST! ZC"T MAP Corporation Virginia the northern boundary of the Property as depicted on the proffered GDP. This green space buffer area will tae left in its natural state to provide viewshed mitigation for the 3. The Applicant hereby proffers to provide for right-of-way dedication sufficient for medians to provide far controlled ]c ft tum movement access to rias Property. A COPY ATTEST APPLICANT: Graystone of the development of up to an 800 -foot wide diamond interchange or a dingle point provided that the adjustments do not eliminate or substantially relocate the areas urban interchange (SPUI) in the general location depicted on the proffered GDP. It is (here -in after the "Applicant") Milburn Cemetery and the Helm-McCaiui springhouse. Said buffer is in addition to 6. The Applicant hereby proffers to allow for the full commercial intersection located on REZONING #03-12 PROFFER REVISION OF GRAYSTCJNE CORPORATION interchange within the Property will not be requested from the Applicant. It is further the requirements of the Frederick County Code. the Johia R: Riley, Jr. east side of the Route 37 corridor study area to be closed entirely if necessary agreed that the engineering design sufficient to determine the Location, type and right- PROJECT NAME: Graystone Corporation Office and Industrial Park PROJECT Fred'rick Caun Administrator needs for the new interchange will provide direct access to Snowden Bridge when Route 37 is developed by others throughout the limits of the Property. The e. Cor oratiarr to revise the proffers i7VIitEREAS, Rezoning #{73-12 proffer Revision of Gra�stori p p N ATE 5. The Applicant hereby proffers to provide for evergreen landscaping along the Redbud Road frontage of alae Property identified as a green space buffer area on the proffered closure of the full conumercial intersection is conditioned upon the provision of street ,�, "Transportation Improvements" section of the proffers, associated with Rezoning X09-09 relating to the Transport p 4, 2009 February 3, 2012, is ORIGINAL OF PROFFERS: Au ust 24, 2009 g GDP. The provision of this evergreen landscaping is to provide viewshed mitigation which shall occur after an official decision has been made by Frederick County and access to this portion of the Property that will be developed by others during the construction of Route 37. The Applicant agrees to cooperate with Frederick County was considered. The proffer revision, originally dated August and revised w eater flexibility in the design of the roadway. The properties are located on the north intended to alio tY 3, 2012 VDOT for the alignment and right-of-way width for the new Route 37 interchange between the Property and rile Shenandoah Valley Battlefield Foundation property, Said buffer is in addition to the requirements of the Frederick County Code. to provide easements on the Property if necessary to facilitate new street access to this gr side of Redbud Road (Route 66a 1), the east side of CSX Railroad, the west side of Milburn Road (Route REVISION DATE: Februa �' VIRGINIA: FREDERICK COUNTY.SCT. Industrial District to be developed on the Property without the need for conditional the new Route 37 interchange within the time period specified in Section D(1), the portion of the Property if this becomes necessary due to the construction of Route 37. 662) and the south side of McCanns Load (Route 838), in the Stonewall Magisterial District, and are X14 -A.26. Preliminary Matters D. Transportation Enhancements 7. The Applicant hereby proffers to prohibit direct commercial access from the Propertyidentified by Property Identification Numbers 43-A-15$, 44-A-25 and Frederick County, which shall occur after an official decision has been made by at and with cprtific.tt acl<rta�.l d�cinent thereto,;��,. ,td C. M1, Liaht Industrial District Design Standards the corridor study area depicted on the proffered CIDP. The applicant shall be to existing Milburn Road (Route 662). The County may determine that emergency April IS, 2012 and Pursuant to Section 15.2-2296 Et. Seq. of the Code of Virginia, 1950, as amended, and the 1. The Applicant hereby proffers to provide a corridor study area within the Property as access from to the Property from existing Milburn Road is acceptable provided that it WHEREAS the Planning Commission held a public hearing on this rezoning on provisions of the Frederick Count Zoning Ordinance with respect to conditional zoriin the P Y g p g' t•`lj 't have been paid, if assc:.Ns ible. depicted on the proffered GDP that is a minimum of 350 feet in width. The purpose way. Q is designed to prohibit access for regular vehicular traffic;. forwarded a recommendation of approval; and undersigned Applicant hereby proffers that in the event the Board of Supervisors of Frederick of this corridor study area is to provide Frederick County with an opportunity to Additionally, the ARB will oversee and approve all monument signage and building 4. The Applicant hereby proffers to construct Snowden Bridge Boulevard between the County, Virginia, shall approve Rezoning Application 409-09 for the rezoning of 271.39±• -acres C I e r k determine a final alignment for Route 37 throughout the limits of the Property g. The Applicant hereby proffers to prohibit direct commercial access frau/ the Property E 'SAS the Board of Supervisors held a public hearing on this rezoning on April 25, 2012; and JVH�I p from the Rural Areas (RA) District to 271.39± -acres to the Light Industrial (M1) District, crossing, prior to the issuance of an occupancy permit for the first office or industrial thxough the completion of engineering design sufficient for this purpose. The design to existing Redbud Road (Route 661). Frederick County may determine that The A licant sl gall design and construct site plan approved on the Property, pp gwithin development of the subject property shall be done in conformity with the terms and conditions within the corridor study area depicted on the proffered GDP will provide access to Snowden Bridge Boulevard as a four -lane, divided where applicable, road throughout emergency access from to the Property from existing Redbud Road is acceptable be it Vtrl-IEREAS, the Frederick County Board ofSupervisors finds the approval of this rezoning ton ses forth herein, except to the extent that such termand conditions may be subsequently the limits of the Property, and shall develop the off-site segment of Snowden Bridge the Property to the proposed interchange and Snowden Bridge Boulevard. The provided that it is designed to prohibit access for regular vehicular traffic.. public health safety, welfare, and in conformance with the Comprehensive the best interest of the p y amended or revised by the Applicant and such be approved by the Frederick County Board of � corridor study area shall be available to Frederick County for a period of eight years Boulevard shall be initially constructed as a two-lane road section, and shall be part subsequent to right-of-way dedication, the recipient of the dedication agrees to , Supervisors and their legal successors, heirs. or assigns in accordance with the said Code and constricted as the ultimate four -lane divided road section prior to the issuance of the from the date of rezoning approval to complete engineering design necessary to 9. The Applicant hereby proffers to prohibit direct corriinercial access from the Property Policy Plan; Zoning Ordinance, In the event that such rezoning is not granted, then these proffers shall be determine the appropriate alignment and right-of-way width for Route 37 within the Proffer Statement to McCann's Road (Rothe 838). Emergency access to the Property from McCann's NOW, 'I`I�ER,EFC�RE, BE IT ORDAINED by the Frederick. County Board. of Supervisors that deemed withdrawn and have no effect whatsoever. These proffers shall be binding upon this mA Property. The Applicant agrees to cooperate with VDOT and Frederick County to information within the Applicant's if Road is prohibited as well to protect the integrity of the buffer identified along this Chapter 165 the Frederick County Code, Zoning, is amended to revise the proffers concemng Applicant and their legal successors heirs or assigns. pp g g provide engineering and reports possession needed to assist with this design effort. The Board of Supervisors may allow road. of Rezoning 409-09. The proffer revision is intended to allow greater flexibility r the design of the conditions voluntarily proffered in writing by the The Property, more articular/ described as the lands owned b Graystone Corporation of p y' particularly y y � encroachment into and or the definition of the corridor study arca if necessary to ` 1f3. The Applicant shall develop Snowden Bridge Boulevard as a public street; however, roadway, as described by the app lie. inion and attache Virginia (formerly Crider &Shocks ,Inc. of West Virginia), , besn all of Tax Ma Parcels 43- g Y Y g ) g pthe to site development al through the Site Planapproval c ce accotmmoda sproposalspr 3 ss. • Applicant shall have the ability to develop all internal streets as private street applicant and the property owner. ((A))-158, 44-((A))-25, and 44-((A))-26, and further described by Instrument Number systems. All private streets shall be constructed to meet or exceed VDOT vertical 630025588.Please refer to Rezoning Application Deed Information). ( g pP 2. fi350 ih The Applicant hereby proffers to provide or a maximum -foot wide right-of-way base section standards. dedication for the Route 37 mainline section within the Property. The mainline section is intended to include through travel lanes and collector -distributor lanes if necessary. It is agreed that any portion of the maximum 3501 -foot right-of-way that is PROFFER STATEMENT Proffer Statement Proffer Statement /lune,. 913-12 M CD W� M Revision Date: Februa, y 3, 2012 � Revision Date: Februa,_1 3, 2012 w Revision Date: February 3, 2012 This ordinance shall be in effect on the date of adoption. A. Generalized Development - not required for the Route 37 mainline section within the Property will rW be 11. The Applicant hereby proffers to provide for inter -parcel connections where possible requested from the Applicant. The Applicant shall provide the required right-of-way to mitigate transportation impacts to the full commercial intersections identified on Passed this 25th day of April, 2012 by the following recorded vote: 1. The Applicant hereby proffers to submit a Generalized Development Plan (the dedication to Frederick County within 90 days from the date of written notice by the proffered GDP. "GDP") for the Property. The purpose of the GDP is to identify the general location. Frederick County, which shall occur after an official decision has been made by of the MI District office and industrial land bays, the general location of the future Frederick County and VDOT for the alignment and right-of-way width for the Route 12. The Applicant subunits that it will apply for all such public assistance mechanisms Richard C. Shickle Chairman Absent. Clary A. Lofton Aye Route 37 corridor study area, the general location of the Snowden Bridge Boulevard 37 mainline section within the Property. In the event the aforesaid official decision that are available at the time of development to facilitate the installation of the > urban four -lane divided collector road system with signalized intersection or has not been made for the Route 37 mainline section within the time period specified aforementioned transportation/infrastructure improvements. Those mechanisms Na Aye Bill M. Ewing y Ross P. Splicer roundabout design and limited entrance locations, the general location of on-site and in Section D(1), the Applicant may either extend the time period for this decision, or include, but are not limited to, matching funds, industrial access funds and/or any off-site green space buffer areas, and the general location of the adjoining parcels that may provide Frederick County with a 225 -foot wide right-of-way dedication for other transportation/infrastructure funding vehicles, such as CDAs. Without binding Gene E. Fisher Ave_ Charles S. DeHaven, Jr. Awe_ are within permanent protective easements. Route 37 within the corridor study area depicted on the proffered GDP. The any future legislative act, the Applicant and the Frederick County Board of Applicant shall be allowed to install utilities or other elements necessary for site Supervisors agree that the use of said mechanisms are advantageous to the her E. Collins Aye Christopher 2. The Applicant hereby proffers to develop the Property in substantial conformity with development within the dedicated right-of-way area, provided that this does not development of the Property and the use of same should be encouraged and that both the proffered GDP, prepared by Greenway Engineering dated January 25, 2010. The restrict use of the right-of-way. parties should make all reasonable efforts to cooperate with one another to implement GDP is recognized to be a conceptual plan and may be adjusted by the Applicant to the appropriate mechanism or combination of mechanisms to ensure rapid installation accommodate final design and engineering constraints without the need of new 3. The Applicant hereby proffers to provide for right-of-way dedication sufficient for of the aforementioned improvements. A COPY ATTEST conditional rezoning approval by the Frederick County Board of Supervisors, the development of up to an 800 -foot wide diamond interchange or a dingle point provided that the adjustments do not eliminate or substantially relocate the areas urban interchange (SPUI) in the general location depicted on the proffered GDP. It is 13. The Applicant hereby proffers to provide for a maximum 60 -Foot right-of-way indicated on the proffered GDP. agreed that any portion of the right-of-way that is not required for the new dedication to Frederick County to provide for the development of a street connection A T , • j ... interchange within the Property will not be requested from the Applicant. It is further by others between the planned portion of Snowden Bridge Boulevard on the Property Johia R: Riley, Jr. B. Ml. Light Industrial District /Land Uses agreed that the engineering design sufficient to determine the Location, type and right- and existing Redbud Road (Route 661) immediately south of the Property. The Fred'rick Caun Administrator needs for the new interchange will provide direct access to Snowden Bridge general Iocation of this 60 -foot right-of-way shall be delineated on the final Master 1. 1. The AppIicant intends to develop the Property to implement industrial and office land Boulevard. The Applicant shall provide the required right-of-way dedication to Development Plan,which shall connect to one of the proposed new full commercial uses that are designed to coexist in an office- park setting. Frederick County within 90 days from the date of written notice by Frederick County, intersections that are located to the west of the Route 37 corridor study area as which shall occur after an official decision has been made by Frederick County and depicted on the proffered GDP. It is agreed that the 60 -foot right-of-way dedication 2. The Frederick County Board of Supervisors agrees to allow future office and VDOT for the alignment and right-of-way width for the new Route 37 interchange can be located within buffer areas provided that the landscape screening and opaque industrial land uses that are included within future amendments to the M1., Light within the Property. In the even the aforesaid official decision has not been made for elements are located between the adjoining properties owned by Applicant and the VIRGINIA: FREDERICK COUNTY.SCT. Industrial District to be developed on the Property without the need for conditional the new Route 37 interchange within the time period specified in Section D(1), the right-of-way dedication area. The Applicant shall provide the required right-of-way This instmit•ient of writing was produced to me oii zoning amendments. Applicant may either extend the time period for this decision, or may provide dedication to Frederick County within 90 days from the date of written notice by �]._ } /.'3 0 P, - Frederick County with a 225 -foot wide right-of-way dedication for Route 37 within Frederick County, which shall occur after an official decision has been made by at and with cprtific.tt acl<rta�.l d�cinent thereto,;��,. ,td C. M1, Liaht Industrial District Design Standards the corridor study area depicted on the proffered CIDP. The applicant shall be Frederick County and VDOT to construct this street connection. It is agreed that the Was admit[c:tl tri record. l 7ti iirlpased by Sec. Jti.l •x+11- Gf allowed to install utilities or other elements necessary for site development within the Applicant can construct street access with entrances to land bays within the delineated pp y' 1. The Applicant hereby proffers to establish an Architectural Review Board (ARB) to dedicated right-of-way area, provided that this does not restrict use of the right -of- 60 -foot right-of-way area provided that the proposed street access meets or exceeds t•`lj 't have been paid, if assc:.Ns ible. oversee and approve all structural design exterior treatments for new construction and way. VDOT vertical base section standards. The Applicant shall be allowed to install structural additions to ensure high quality development throughout the project. utilities or other elements necessary for site development within the dedicated right - Additionally, the ARB will oversee and approve all monument signage and building 4. The Applicant hereby proffers to construct Snowden Bridge Boulevard between the of -way area, provided that this does not restrict use of the right-of-way. C I e r k mounted signage, to ensure consistency in the design of signage throughout the Property and Martinsburg Pike (U.S. Route 11 North), including the CSX bridge project. Notwithstanding what is stated herein, the ARB is intended to be in addition crossing, prior to the issuance of an occupancy permit for the first office or industrial 14. The Applicant has agreed to provide Frederick County with right-of-way dedications t and not ' v o intended to override or conflict with any provisions o£ the Frederick The A licant sl gall design and construct site plan approved on the Property, pp gwithin the Property for the Route 37 mainline, the new Route 37 interchange, and the County Code. Snowden Bridge Boulevard as a four -lane, divided where applicable, road throughout connecting street between Redbud Road and Snowden Bridge Boulevard as described the limits of the Property, and shall develop the off-site segment of Snowden Bridge in Sections D(2), 1)(3), and D(13) of the Proffer Statement. In the event that 2. The Applicant hereby proffers to establish requirements for outdoor green areas Boulevard consistent with the approved public improvement plan. Snowden Bridge Frederick County or VDOT decides to not construct these road systems in whole or in and/or outdoor plaza areas for the benefit of employees of die office and industrial Boulevard shall be initially constructed as a two-lane road section, and shall be part subsequent to right-of-way dedication, the recipient of the dedication agrees to pari;. These outdoor green areas and outdoor plaza areas will be located within each constricted as the ultimate four -lane divided road section prior to the issuance of the convey the right-of-way dedication to the Applicant within 90 days from the date of of the MI District land bay areas identified in the proffered GDP. occupancy permit for the site plan that exceeds 8,000 VDP oi• in the event that this determination. Proffer Statement Proffer Statement Proffer Statement PDRes. 413-1 CO 0L W LL LL Z W Z W LAJ Z Wo W Q 2 W Z W U ry fF_ V ) Z W Z O Q C� C) p' Z C13 W �- l— Z U) ::) CJ 0 U 2_Ile ,--J U J E Q LLJ LU UJ Z Of 0 LL Cn SP NUMBER: #26-19 I Rev. No. I Date TH 0, # RRA aY L EPLE ' ''0 Lic. No. 32809 WV QI'JAL DATE: 06128/2019 SCALE: NIA DESIGNED BY: TTC FILE NO. 2760GC SHEET 58 OF 59 19-09