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HomeMy WebLinkAbout42-18 Site PlanGRAYSTONE IND. PARK - 900K SF WAREHOUSE Plan Revisions Revision No RevisionDate Comment 01 12-18-2018 Planning, Inspections & Frederick Water review comments 02 01-16-2019 Inspections review comments 03 01-23-2019 Update Inspections Notes 04 07-16-2019 Planning Review Comments 1-800-552-3904 Phone: Verizon 9 P.O. Box 17398 Baltimore, MD 21297 10 (301) 9546282 Gas: Shenandoah Gas Co. it P.O. Box 2400 Winchester, VA 22604 12 (540)869-1111 01 12-18-2018 13 E&S Narrative 14 E&S Details 15 E&S Details 16 E&S Details 17 E&S Details 19 Overall Site Layout & Grading Plan 02 01-16-2019 20 Site Plan 02 01-16-2019 21 Site Plan 02 01-16-2019 22 Site Plan 02 01-16-2019 23 Site Plan 04 07-16-2019 24 Grading Plan 01 12-18-2018 CALL "MISS UTILITY" VIRGINIA UTILITY PROTECTION SERVICE (VUPS) AT 811 OR 1-80()-652-7001,48 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 SITE DEVELOPMENT PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA S P#42-18 'e�iPl�:7 GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VIRGINIA 22604 (540) 667-7700 VICINITY MAP SCALE: 1" = 1000' DEVELOPER GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VIRGINIA 22604 (540) 667-7700 APPROVAL Sheet Index Sheet Sheet Title Revsion Revison Tj,,, T KAV No Date 1 P.O. Box 1877 04 Winchester, VA. 22604 2 (540)868-1061 Power: Rappahannock Electric Coop 3 137 Kelly Court Front Royal, VA 22630 4 1-800-552-3904 Phone: Verizon 9 P.O. Box 17398 Baltimore, MD 21297 10 (301) 9546282 Gas: Shenandoah Gas Co. it P.O. Box 2400 Winchester, VA 22604 12 (540)869-1111 SITE DEVELOPMENT PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA S P#42-18 'e�iPl�:7 GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VIRGINIA 22604 (540) 667-7700 VICINITY MAP SCALE: 1" = 1000' DEVELOPER GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VIRGINIA 22604 (540) 667-7700 APPROVAL Sheet Index Sheet Sheet Title Revsion Revison Tj,,, T KAV No Date 1 Cover Sheet 04 07-16-2019 2 General Notes and Legend 03 01-23-2019 3 Boundary and Existing Topo 4 E&S Key Plan 01 12-18-2018 9 E&S Phase II 10 E&S Phase B it E&S Phase II 12 E&S Phase 11 01 12-18-2018 13 E&S Narrative 14 E&S Details 15 E&S Details 16 E&S Details 17 E&S Details 19 Overall Site Layout & Grading Plan 02 01-16-2019 20 Site Plan 02 01-16-2019 21 Site Plan 02 01-16-2019 22 Site Plan 02 01-16-2019 23 Site Plan 04 07-16-2019 24 Grading Plan 01 12-18-2018 25 Grading Plan 01 12-18-2018 26 Grading Plan 01 12-18-2018 27 Grading Plan 04 07-16-2019 28 Pavement Plan 01 12-18-2018 29 Private Road Profiles 30 Private Road Profiles 31 Private Road Profiles 32 Private Road Profiles 33 Life Safety Plan 01 12-18-2018 34 Overall BMP 35 Overall SWM 36 SWM Pond 1 Details 37 SWM Pond 1 Details 38 SWM Pond 1 & Dry Swale Details 39 SWM Pond 2 Details 40 SWM Pond 2 Details 41 SWM Pond 3 Details 42 SWM Pond 3 Details 43 Bioretention A Detail 44 Sanitary Sewer Profiles 01 12-18-2018 45 Storm Sewer Profiles 01 12-18-2018 46 Storm Sewer Profiles 02 01-16-2019 47 Storm Sewer Profiles 02 01-16-2019 48 Storm Sewer Profiles 49 Storm Sewer & Culvert Profiles 50 Storm Sewer Computations 02 01-16-2019 52 Waterline Profiles Ol 12-18-2018 53 Waterlines Profiles 01 12-18-2018 54 Site Details 55 Site Details 56 VDOT Details 57 VDOT Details 58 Frederick Water Details Ol 12-18-2018 59 Landscape Plan 01 12-18-2018 60 Landscape Plan Details & Notes 61 Site Lighting Photometric Plan 01 12-18-2018 g2 Lighting Details 01 12-18-2018 63 Proffers 64 Proffers ZONING ADMINISTRATOR - SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL W W 2 y W O U W Z O U) NQN Irfn� V Lic. No, 32809 12-AuC-19 DATE: 77/0212018 SCALE: ASSHOWN I DESIGNED BY: KASITTC I DA I t FILE NO. 2760GC SHEET OF 64 18-06 Q 0 J4 �z a W W z Wz ce 0W W W 2 y W O U W Z O U) NQN Irfn� V Lic. No, 32809 12-AuC-19 DATE: 77/0212018 SCALE: ASSHOWN I DESIGNED BY: KASITTC I DA I t FILE NO. 2760GC SHEET OF 64 18-06 GENERAL NOTES VDOT GENERAL NOTES PROJECT NOTES LEGEND 1. Greenway Engineering, Inc. (GE) issued this plan set based on project criteria dictated by the client and municipal codes. 1. NO GUARD SHACK OR SECURITY FENCING IS PROPOSED WITH THIS PROJECT. IFA GUARD SHACK OR EXISTING INTERMEDIATE CONTOUR This plan set is not considered Complete or appropriate for construction until ALL necessary agencies have given approval V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of FENCING IS PROPOSED AT A LATER DATE THEN A PLAN WILL BE SUBMITTED FOR COUNTY STAFF REVIEW. o as E AND this Ian set is signed and sealed b a licensed professional. An work, planning, scheduling, material purchases P 9 Y P Y P 9� 9� P Transportation VDOT Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control P (VDOT) 9 P 9 EXISTING INDEX CONTOUR -- a, W �- ao 0 and/or construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the PROPOSED CONTOUR 400 al as W N a authorizing work. GE shall be held harmless from and costs, time delay and/or material changes incurred on work started Standards or Specifications and Regulations, the most stringent shall govern. •c c before this plan set receives approvals and seals. FREDERICK COUNTY BUILDING INSPECTION NOTES EXISTING EDGE OF PAVEMENT - - - - 2. Methods and materials used in the Construction of the improvements herein shall conform to current County Construction V2. All Construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations. 1. BUILDINGS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE (VUSBC) SECTIONS PROPOSED EDGE OF PAVEMENT a> 3 v Standards and Specifications and/or current VDOT Standards and Specifications. 311, S STORAGE OF THE INTERNATIONAL BUILDING CODE/2015, THE 2015 VUSBC/INTERNATIONAL FIRE CODE. EXISTING CURB AND GUTTER ___________ ----------- c m , 3. The Engineer shall not have control over or charge of and shall not be responsible for construction eons ethos g g p n m , methods, , _ V3. When working within VDOT right -of way, all traffic control, whether permanent or temporary, shall be in accordance with OTHER CODE THAT APPLIES IS ICC At 17.1-3-09. ACCESSIBLE AND USEABLE I I G BU LD N SAND FACILITIES AND , 3 .. .. a, o m techniques, sequences or procedures nor for safety precautions and programs in connection with work shown on these the current edition of VDOT's Work Area Protection Manual. A transportation management plan needs to be submitted 2015 VIRGINIA ENERGY CODE. PROPOSED CURB AND GUTTER plans. The Engineer is not responsible for the contractor's schedules or failure to carry out the work. The Engineer is not for approval and land use permit issued prior to any execution of work within the VDOT right of way. 2. PROPOSED 902100 SQ FT BUILDING SHALL COMPLY WITH HEIGHT AND AREA PER T503 FOR TYPE OF TRANSITION TO REVERSE CURB e d responsible for acts of omissions of the Contractor, subcontractor, or their agents or employees, or any other person CONSTRUCTION OR UNLIMITED AREA FACILITIES (SECTION 507, UNLIMITED AREA BUILDINGS) AND MAINTAIN 3 �' performing portions of the work. V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, AN OPEN PERIMETER OF 80'. FIRE PUMP SHALL MEET NFPA 20. GENERATORS LOCATED WITHIN 60' OPEN EXISTING TELEPHONE LINE --T----T----T----T--- 4. The Contractor, Owner or Developer shall be responsible for securing any third party inspection/testing service to insure Junction boxes, controllers, etc., owned by VDOT to private /public utility companies. It is the sole responsibility of the developer to locate and identify utility, facilities or items that may be conflict with the proposed Construction activity. PERIMETER MAY REQUIRE SPRINKLER SYSTEM. PROPOSED TELEPHONE LINE r T construction compliance with these plans and specifications. Itis Greenway Engineering's recommendation that a third m VDOT approval of these plans does not indemnify the developer from this responsibility. 3. ALL REQUIRED EXITS SHALL MEET ANSI A117.1-09 FOR ACCESSIBILITY AND SLOPES. MAXIMUM TRAVEL EXISTING STORM SEWER WITH INLET party inspection/testing service be employed to ensure that project is completed and materials installed meet the details DISTANCE PER IBC/USB TO AN EXIT IS 400'. ALL REQUIRED EXITS SHALL BE ACCESSIBLE. EXTERIOR AREA and specifications in these plans. V5. Design features relating to field Construction, regulations, and control or safety of traffic may be subject to change as OF REFUGE SHALL COMPLY WITH SECTION 1016 OF THE USSABC AND SECTION1009.71BC (EXTERIOR AREA PROPOSED STORM SEWER WITH INLET 5. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility FOR ASSISTED RESCUE). A ONE HOUR FIRE RATING FOR WALLS AND 45 MINUTES FOR DOORS INCLUDING EXISTING SANITARY SEWER WITH MANHOLE--s----s-- -s--- responsibility to verify the exact horizontal and vertical locaflon of all existing utilities as needed prior to Construction. The of the developer. ROLL -UP DOORS 10' FROM THE LANDING ON ALL SIDES PER 1009.7. PROPOSED SANITARY SEWER WITH MANHOLE S contractor shall be responsible for the digging of all test holes that may be required, whether recommended or not by V6. If required by the local VDOT Land Development Office, apre-construction conference shall be arranged and held by the 4. MAXIMUM TRAVEL DISTANCE TO RESTROOMS SHALL BE IN ACCORDANCE WITH SECTION 2902.3.2. (MAXIMUM PROPOSED SAN. LAT. CLEANOUT f s S i - Z these plans, to determine the exact location and elevation of existing utilities. If any conflicts arising from this existing utility engineer and/or developer with the attendance of the contractor (s), various County agencies, utility companies and 500' UNLESS OTHERWISE APPROVED BY AHJ). .. a H verification or if during the course of construction, any object of an unusual nature is encountered, the contractor shall VDOT prior to initiation of work. 5. STORAGE IN RACKS 12' IN HEIGHT REQUIRE A PERMIT AND SHALL COMPLY WITH THE INTERNATIONAL FIRE EXISTING ELECTRIC SERVICE--E----E----E----E--- � pi cease work in that area and immediately notify Greenway Engineering at (540) 662-4185 and/or the proper authority. V7. CODE. HIGH PILE STORAGE AREAS REQUIRE FIRE DEPARTMENT ACCESS AROUND PERIMETER OF THE PROPOSED ELECTRIC SERVICE E E _ , ZW Greenway Engineering or any engineer associated with these plans shall not be responsible or liable for any construction The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any BUILDING. ACCESS/DOORS SHALL NOT BE SPACED FURTHER APART THAN 1001. W cost that may be associated with the installation or reinstallation any utility or other improvements if not notified of any undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or 6. ANSI PARKING SPACES SHALL BE PROVIDED AS REQUIRED PER T1106.1. ACCESSIBLE PARKING AND EXISTING GAS LINE--c----c----c----c-- W z , � discrepancies between actual field Conditions and the approved plan. requested inspection. UNLOADING SHALL NOT EXCEED 2% SLOPE (1:48). ACCESSIBLE ROUTE SHALL EXTEND FROM PARKING AND PROPOSED GAS LINE c G W 6. The approval of these plans in no way relieve the developer, the contractor, or their agents of any legal responsibility V8. The Contractor shall the Traffic Operations Center at (540) 00 for any traffic control plan that impacts a UNLOADING AREA TO ACCESSIBLE ROUTE TO MAIN ENTRANCE. CURB RAMPS SHALL HAVE A MINIMUM 3' EXISTING WATERLINE W/ TEE --W - w/ '7.r which may be required by the code of Virginia or any other ordinance enacted by the County nor does it guarantee the issuance by the County, VDOT Agency. VDOT maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone. Interstate cation LANDING AT THE TOP AND BOTTOM OF THE LANDING. VAN SPACES REQUIRE MINIMUM UNLOADING AREA 8' WITH 8' OF PARKING OR A MINIMUM OF I V WIDE PARKING WITH UNLOADING IS of any required permit or any other 7. An approved set of all applicable be the times during V9. The contractor shall be responsible for maintaining VDOT temporary in 5' OF SPACE REQUIRED. ACCESSIBLE ROUTE WITH MAX 5% SLOPES SHALL BE PROVIDED FROM PARKING/UNLOADING TO MAIN PROPOSED WATERLINE W/ TEE •�'-T• plans and permits must available at construction site at all a permitted mnstmction entrance(s) accordance EXISTING FIRE HYDRANT/VALVE/METER C&I 0 construction. A representative of the developer must be available at all times. with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties ENTRANCE, p 8. Prior to the initiation of any land disturbing activities the Developer, the Contractor or the Responsible Land Disturber shall affected by this project shall be maintained through Construction. 7. PUBLIC ENTRANCES INTO SPACES LARGER THAN 3,000 SQ FT SHALL BE PROVIDED WITH A VESTIBULE AS PROPOSED FIRE HYDRANT/VALVEIMETER CPQ m obtain a Land Disturbance Permit from the County Engineer's office. The Contractor, Developer or his agent shall be V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of DETAILED PER ANSI At 17.1-09. ALL STRUCTURAL PLANS SUBMITTED FOR PERMIT APPLICATIONS SHALL BE PROPOSED REDUCER •�'' responsible for obtaining a Virginia Stormwater Management Program (VSMP) Permit and shall be responsible for the construction. SEALED BY A VA DESIGN PROFESSIONAL. SPECIAL INSPECTION REQUIREMENTS OF CHAPTER 17 OF IBC registration of the construction site as required by law. They shall also be responsible for obtaining and maintaining on site SHALL APPLY TO THIS TYPE OF STRUCTURE. (SOILS, COMPACTION, CONCRETE, STEEL, ETC.) PROPERTY LINE a Stormwater Pollution Prevention Plan (SWPPP). The approval of these plans in no way relieves the developer or his V11. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches 8. LIGHT POLES REQUIRE PERMITS AND INSPECTIONS. RETAINING WALLS WITH MORE THAN T UNBALANCED EXISTING EASEMENT agent of the responsibilities contained in the Virginia Erosion and Sediment Control Handbook. Cover and when possible shall be installed under roadway drainage facilities at conflict points. FILL REQUIRE PERMITS. NO GUTTERS OF OTHER WATER SHALL DISCHARGE OVER WALKWAYS. PROPOSED EASEMENT ------- 9. The Developer or his agent shall be responsible for obtaining any required permits from the Virginia Department of V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, raves, etc.) encountered during the 9. A GEOTECHNICAL EVALUATION SHALL BE PERFORMED AND SUBMITTED WITH APPLICATION AS REQUIRED Environmental Quality (DEQ) or the United States Army Corp of Engineers for any plan wetland disturbance as shown on Course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that USBCABC SECTION 1803. PROPOSED CENTERLINE these plans. The shall also be responsible the identification and delineation of an wetlands that may be resent on the P Y P Y Y P vicinity until an adequate design Can be determined by the engineer and approved by VDOT. EXISTING CENTERLINE _ _ _ Construction site. V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to EXISTING TREE LINE - LU 10. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR's is f A streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to representative of the location. When soil samples are submitted to private laboratories for testing, the samples shall be FLOW LINE -.. .•. V insure that public streets are maintained in a clean, mud and dust free condition at all times. clearly identified and labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in FENCELINE -x -x -x xx - 11. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation (VDOT) and accordance with all applicable VDOT standards and procedures. taO Frederick County prior to any Construction activities Within existing State fight -Cf -Way. 12. The developer be for damage to the his V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance EXISTING UTILITY POLE/GUIDE WIRE El will responsible any existing streets and utilities which occurs as a result of with the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge EXISTING TELEPHONE PEDESTAL T construction project within or contiguous to the existing right-of-way. P 19Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. y SIGNS T y 13. Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform PARKING INDICATOR ■ . E Traffic Control Devices (MUTCD). V15. VDOT Standard CD and UD underdmins shall be installed where indicated on these plans and/or as specified by 1 � W 14. The exact location of all guard rails and paved ditches will be determined by VDOT personnel. "A joint Inspection will be VDOT. INDICATES THE NUMBER OF TYP. PARKING SPACES held with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the HANDICAP PARKING (VDOT) to determine if and where guard rail and/or paved ditches will be needed. The developer will be responsible for plans as storm sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for providing guardrail and paved ditches as determined b this joint inspection," Refer to Virginia Department of P g 9 P Y 1 p r9 P Transportation (VDOT) Guard Rail and Paved Ditch Specifications. each size of each material type will be inspected or ten percent of the total amount for each size and material type VEHICLES PER DAY COUNT 100 summarized. Alla installations on the plans not identified as storm sewer pipe shall be considered as culvert pipe for P P 15. All unsuitable material shall be removed from the construction limits of the site plan before placing embankment. inspection purposes. Additional testing may be required as directed by the Area Land Use Engineer or their 16. All pavement sections shown on these approved plans are based on a minimum CBR value of 6 and are for preliminary representative. PROPOSED BUILDING ENTRANCE design only. Final pavement design shall be based upon actual field tested CBR values. The Contractor or Developer shall u. L) be responsible for field tests per VOOT standards to obtain actual CBR values for final design. Final pavement designs will V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design standards and is the responsibility of the developer. 9 P ty P Q Z 2' a be approved by VDOT and/or the Owner/Developer, which ever applicable, prior to installation. SANITARY MANHOLE IDENTIFIER 12 F 17. All springs shall be Capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter to VDOT SB V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by theN ? and conform standard -1. developer in accordance with the Manual On Uniform Traffic Control Devices. STORM DRAIN STRUCTURE IDENTIFIER O LU O 3 18. When grading is proposed within easements of utilities, letters of permission from all involved Companies must be provided J J 40 to the County Public Works Department prior to issuance of grading and/or site development permits. V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of a 19. Notification shall be given to the appropriate utility Company prior to construction of water and/or sanitary sewer lines. construction. Copies of all invoices for materials utilized within any dedicated street rightof-way must be provided to the EXISTING SPOT ELEVATION Z 0 } Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to local VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured. PROPOSED SPOT ELEVATION 355 Q' a Il� W existinglines. V20. Aggregate base and subbase materials shall be placed on h by means of a mechanical spreader. Density will X y� F Z Z 20. The Developer and/or Contractor shall be responsible to supply all utility Companies with copies of the approved plans and be determined using the density control strip in accordance with Secfion 304 of the VDOT Road and Bridge With Sects LIGHT POLE UJ W 1 y :3 advise them that all grading shall conform to the approved plans, and further that the utility Companies shall be responsible Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports h (9 O for horning these plans and the finished grades in the installation of their utility lines. shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT FREDERICK WATER CONSTRUCTION NOTES PROJECT INFORMATION ° a 21. All utilities to be located underground. representative shall be notified and given the opportunity to be present during the construction and testing of the density Z Y 22. Contractors shall notifyoperators who maintain underground utility lines in the area of proposed excavatio or blasting at P 9 tY P P 9 9 control strip. PARCEL IDENTIFICATION NO: 43-A-158 INSTR. 160011840 ( # ) J J U least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. V21. Asphalt concrete pavements shall placed in accordance with Section 315 of the Road and Bridge 1. Frederick Water's Water and Sewer Standards and Specifications are available p ab at www.frederickwater.com. STREET ADDRESS: jJTBD - SNOWDEN BRIDGE BOULEVARD a J lY W 23. The developer will be responsible for the relocation of any utilities which is required as a result of his project. The r d in S Specifications. Density shall be determined using the density Control strip as specified in Section 315 and VTM-76. A PROJECT SITE AREA: 71.97 ACRES W a relocation should be done prior to construction. P certified compaction technician shall perform these tests. Certified Copies of test reports shall be submitted to VDOT 2. The contractor shall adhere to Frederick Water's standards and specifications in effect at the time of construction. DISTURBED AREA: 55.97 ACRES Z � 24. All parking lot/street light and dry utility design shall be performed and provided separately by others. All dry utility and or daily, unless specifie otherwise. A VDOT representative shall be notified and given the opportunity to be present during CURRENT ZONING: MI W W W lighting information shown hereon is as specified by others and is included for informational purposes only, as directed by the Construction and testing of the control strip. 3. The contractor shall coordinate with and arrange for inspection by Frederick Water. CURRENT USE: VACANT/AGRICULTURAL 0 • Z x the Owner, Developer and/or public agency requirements. Greenway Engineering has not performed the lighting and/or PROPOSED USE: WAREHOUSE BUILDING 0 LL dry utility design and does not warrant and is not responsible for the degree and/or adequacy of illumination on this project V22. In accordance with Section 302.03, the foundations for pipe culverts thirtysix (36) inches and larger shall be explored 4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole. PREVIOUSLY APPROVED PLANS: REZ 09-09; REZ 03-12; MDP 01-15 # # # or the adequacy of the dry utility to service the site. below the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report C/1 25. All sanitarysewers, water mains and appurtenances shall be constructed in accordance with the current standards and PP findings of foundation exploration to the engineer and VDOT for approval prior to placing pipe. Foundation designs shall Comply with VDOT Road and Bridge Standard PB -1. Where soft, yielding, or otherwise unsuitable foundation is 5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap. MAXIMUM BUILDING HEIGHT: 60' � specifications of Frederick Water. encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and W t fu a Frederick Water shall furnish all needed material and make the tap. PROPOSED BUILDING HEIGHT: 50' � 26. All stormwater piping and structures shown on these plans are only accurate to the inlet or manhole locations as shown approved by VDOT. a. lihall for Wet shall be submitted and the initial fee acct before to is Application P p p made. LU hereon. Detail design of stormwater structures were not provided to Greenway Engineering. Actual pipe alignments will be REQUIRED SETBACKS PROVIDED SETBACKS based upon developed structural shop drawings as provided by the manufacturer. Contractor shall make adjustments to V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with 6. Exact locations of water and sewer services on new lines are to be coordinated with Frederick Water's inspector. FRONT: 75' FRONT: 253.68' Z pipe alignments base on provided shop drawings. Greenway Engineering will not be held responsible or liable for any VDOT's installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete. SIDE: 25' SIDE: 282.34' discrepancies or changes caused by the structural design. Contractor may submit shop drawings to GreenwayV24. Approval of these plans shall expire five (5) years from the date of the approval letter. 7. Frederick Water's maintenance division shall furnish and install all water meters through 2 inch in size. REAR: 25' REAR: 234.2' O Engineering for review and approval at Contractor's expense. Shop drawings will reviewed for Co compliance with design It is the contractor's responsibility to have the meter box assembly installed correctly. plans. The Owner or Developer will be responsible for any redesign as a result of structural shop drawing design. structural V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. Before a permanent meter is installed: PARKING SETBACK PARKING SETBACK leaes 27. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard proctor a. The meter box, with its frame and cover, must be properly aligned with the coppersetter. FRONT: 25' FRONT: 180.68' '^ AASHTO-T99, ASTM -D698, or VTM-1 as applicable. Density shall be certified by a registered professional engineer and V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed b. The frame and cover shall be set to final grade. SIDE: 5' SIDE: 36.84' V' results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it foundation elevation to determine the type and condition of the foundation. The Contractor shall submit copies of c. The distance between the top of the cover and the coppersetter shall be between 18 and 21 inches. REAR: 5' REAR: 174.62' should supersede the requirements in this note. Reference Geotechnical Investigation Report for Hillwood borehole logs and report findings of foundation exploration to the engineer and VDOT for approval prior to constructing box. d. All Components of the meter box assembly shall be in proper working order. Warehouse/Distribution Facility by Buckman Engineering. Foundation designs shall Comply with VDOT Road and Bridge Standard PB -1. Contrary to the Standard, where rock is encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft, SIGN SETBACK PROVIDED SIGN SETBACK a 28. Refer to Geotechnical Engineer for methods, materials and details for Construction of all earthwork activities. Reference yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation g, For services that Connect to existing lines: Authority The furnish FRONT: 10' FRONT: N/A Geotechnical Investigation Report for Hillwood Warehouse/Distribution Facility by Buckman Engineering. stabilization shall be determined by the engineer and approved by VDOT. a. shall and install: SIDE: 10' SIDE: N/A 29. Any retaining wall 2 ft. or greater in height shall require the issuance of a separate building permit. all 5/8"x314",shat 3/4", 1 ", 1 %d' and 2" water services L a REAR: 10REAR: N / ' A / A 30. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter I. all sewer services. V receptacle shall be provided at the construction site. b. The owner/developer shall: FAR CALCULATION: TOTAL LOT AREA = 71.696 ACRES=3,123,069 SF 31. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected in accordance i. coordinate or have the contractor Coordinate the location of the service lateral with ) TOTAL FLOOR AREA = 20.709 ACRES=902,100 SF with state law. In the event gravesites are discovered during Construction, the owner and engineer must be notified Frederick Water's engineering assistant BUILDING AREA/LOT AREA = 0.29 < 1.0 immediately. ii. submit an Application for Service and pay the required fees. 32. Individual sign permits will be required from the Zoning Office for all free standing and/or facade signs prior to erecting the PARKING SPACES REQUIRED: 1 PER 250 SF OFFICE FLOOR AREA sign and may require a separate building permit. 9. All water service lines must have a backflow prevention assembly (double check valve or RPZ, as required). The 6,000 SF / 250 = 24 SPACES Rev. No. Date os o1-23-2019 assembly must meet ASSE standard number 1015 or 1013. 1.5 PER WAREHOUSE EMPLOYEE 170 EMP. x 1.5 = 255 SPACES/SHIFT (PEAK) 10. All fire lines must have a backflow prevention assembly (detector double check valve or RPZ, as required). The PARKING SPACES REQUIRED: 279 SPACES OFD assembly shall meet ASSE standard number 1048 or 1047. Any exterior, privately owned fire line shall also have a TOTAL SPACES PROVIDED: 280 SPACES fire service meter. The assembly shall be installed immediately before the backflow prevention unit. Radio read remotes are required. ADA SPACES REQUIRED: 8 SPACES .y ADA SPACES PROVIDED: 8 SPACES U RA K LER 11. The Authority shall review the mechanical plan(s) for design and material approval of a building's: a. domestic water meter and its backflow prevention device, and/or its LOADING SPACES REQUIRED: 1 PER 40,000 SF OF FLOOR AREA 1 L'IC. No. 32809 b. Fire service line's backflow prevention device. 896,100 SF / 40,000 = 22 SPACES LOADING SPACES PROVIDED: 144 O,n,/Z- yy'- pt9 SPACES/DOCK 12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ's Certificate to `YrONAL Operate and a copy of the station's DEQ approved O&M Manual. These documents must be received OPEN SPACE CALCULATIONS: before substantial completion is issued and water meters released. REQUIRED - 25% = 17.93 ACRES February 27, 2018 PROVIDED - 43% = 30.69 ACRES DATE: 11/0212018 TRIP GENERATION DATA* OUTDOOR LIGHTING: PER 165-201.07 B (3) WE ARE REQUESTING LIGHT CLASS USE GROSS FLOOR AREA TRIP RATE VPD FDCTURES MORE THAN 25 FEET ABOVE FINISHED GRADE BUT LESS THAN 45 FEET ABOVE GRADE FOR THIS MI SCALE: N/A FIRE MARSHAL'S NOTE 152 High -Cube Warehouse/ 902,100 sf 1.68/ 1000 sf 1,516ZONED SITE FREDERICK WATER PROJECT INFORMATION DESIGNED BY: KASITTC Fire lane markings and signage: Distribution Center SIGNS: ALL BUSINESS SIGNS SHALL BE MONUMENT -STYLE SIGNS Calculation of demandidischarge Any "No Parking" signs and yellow painted curb locations will be installed WATER AND SANITARY SEWER USAGE WATER DEMAND THAT ARE A MAXIMUM OF 15 FEET IN HEIGHT. BUSINESS FILE NO. 2760GC by field inspection at the direction of the Fire Marshal's Office. 'Residential: 235 gpd per connection WATER DEMAND 17,924 GPD *Commercial: 75 gpd per 1,999 at SIGNS SHALL NOT EXCEED 100 SQUARE FEET IN AREA AND SHALL CONFORM TO 165-201.06. (SIGN LOCATION SHEET 2 OF 64 SANITARY SEWER DISCHARGE 17._,924 GPD Industrial: 25 gpd @ 19 persons per acre AND DETAILS/STRUCTURE PLANS SUBMITTED IN THE * DATA PROVIDED BY ITE TRIP GENERATION MANUAL, 9TH ED. VOL. 2: Data 2012. CODE REF: 152 SP#42-18 18-05 SEWER DISCHARGE SewerdNeharge equals water demand FUTURE UNDER SPECIAL PERMIT REQUEST) i \ \ r T.M. 43-A-152 _ EX -24" STEEL\ 3 \ \ X & J INVESTMENTS LC CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD BEARING CHORD LENGTH TANGENT C1 1932.08' 327.58' 9.4252" N 42'41'15" E 327.19' 164.18' C2 2842.93" 30.07' 0.3621 " N 38'08'06" E 30.07' 15.03' C3 182.83' 141.12' 44'13'27" N 6753'01 " W 137.64' 74.29' C4 6304.85' 508.70' 4'37'22" N 48.04 59 " W 508.56' 254.49' ON- E N N h V ENCASEMENT PIPE ZONE., MI GRA c�OR g OBS �� FORCE MAIN r > USE: VACANT -COMMERCIAL - - - - ERG? T EX OV,�fRHEAD EX UTILITY / �. -- — — — —• —. P C ELECTRIPOLE EX. 24"'WIDE x 36" TALL _ 662.39 STONE BOX/CULVERT EX. UTILITY L10 POLE \�.` L) _'W/ HEADWALLS \ - - _ EX. NVPC POLE EX. UTILITY DB 174 P6 425- - ` plyU 77 POLE I --- LINE BEARING DISTANCE L1 N 52.10'11" W 4.00' L2 S 52.10'11" E 4.00' L3 S 38.06'24" E 87.87' L4 S 54.08'30" E 129.18' L5 S 58'4349" E 104.04' L6 N 86.44'16" E 46.49' L7 S 68'4339" E 164.79' L8 S 73'23'00" E 116.30' L9 S 81'292.9 E 140.20" L 10 N 50'2340" W 48.37' Olp N T � w c 3 y oK w s c 3� EX. 10 C&P TELEPHONE EX. GUY COMPANY ESMT. r DB 533 PG 261 \ �'yU -- - - \` -_ `-_ - T.M. 4J -A-151 Z \� z ' WIRE N 3T49'49" E �` _ _ Q4 / ` �` - K & J INVESTMENTS, LC R \ O f \ 169.00' �� N,gT49 qg• ��` INST. No. 050009792 \ / w I �� _- -E 9 ZONE, M1 - T.M. 43-A-154 SHENANDOAH VALLEY BATTLEFIELDS FOUNDATION OQ INST. No. 020006215 ZONE., RA (p USE VACANT �J O � EX. VDOT DRAINAGE IMPROVEMENT PROJECT (UNDER CONSTRUCTION) N 4546"18" W 158.73' / EX. UTILITY----./ l POL£ EX. POWER POLE EX UPOLE \ \\\ POLE _\J1' EX. OVERHEAD�yG ELECTRIC 2 . EX.. UTILITY p 62 _ -.� / - W O 30' EX 10" C&P TELEPHONE HU 00 ` ` \ r PRESCRlP7IVf C1&P NY ESML POLE- - \ ` \` ` ` `E• COMMERCIAL:. -- \ , ' W Zi = EASEMENT _,DB 533 PG 261- - \ _ \ / O EX f/ l( N \ _ -� \ / SNOWDEN BRIDGE W C7 / --. / POLE \ OHU \ �` -C , .� ' BOULEVARD % �/ `Z ` INST. No. 150004537 EX. UPOLY U R4 N3Tgg rg•E EX. UTILITY l r POLE - _ CH ` _ T.M 43 -A -151C EX. 40' ELECTRIC POWER ESMT fX. UTILITY \%K & J INVESTMENTS, LC 2S' (POTOMAC fDISON CO.) POLE - - ` - -`- 7�� - �-� —_ INST. No. 160003049 , BUFFER A' PER MASTER DB 361 PC 516 O /` E 1 ZONE.• M1 DEVELOPMENT PLAN USE•VACANT-COMMERCIAL EX UTILITY i —'� GRAYS70NE COMMERCE �- CENTER DATED -.02/08/2015 ` POLE, - - � EX 0 ERHEA 4Z %3b \ \ T.M. 43 A 147 OHU CTRIC F 25 K & J INVESTMENTS, LC LU EX UTILITY _ -- _ :21� , POLE \� \ \ , INSL No. 130013563 ZONE. RA/M7 EX UTILITY � --� J �' �� � �L ONU � � �'� � � \ USE. VACANT -COMMERCIAL — — --_ POLE EX. --EX OVERHEAD / 'f POLE TELEPHONE EX _EX WATERLINE No. 150004542 _ EX. UTILITY � POLE X30' PRESCRIPTIVE— EX 40 ELECTRIC POWER ESMT I / EASEMENT -- - (RAPPAHANNOCK ELEC. CO-OP.) -- I 1APPROX. LOC EX. ORIGINAL - ACCESS TO - - I .: � � , ' � � � I EX No: 150004541 , ,' 41 � --� 12" SDR 21 PVC �PROUf TK( OX0 FE ED) - -- -- - - - - . / , i EX. UTILITY •`1" WATER LINE H EX -UTILITY i ` ` / \ � � ,.�� ,,��. I POLE r'� � � \ O /A U_ POLE - EX NVPC POLE -LINE ESMT. �.. v 1 _- _ - _- - _ -' I ry I ' ! ( (L V / Q' Q _�- DB. 200 PG 543- —� I 4 - . ' r I '� { _ O Y W 2 - �-. ELECTRIC I �� / EX OVERHEAD POLE ( EX OVERHEAD C7 pHU ELECTRIC � ��� I Q. ILITY _ � EX OVERHEAD 1, i , - _- o �r ��� II �� V) > —TEX X iry ) \ N W} \ ��--TELEPHONE j ti. �, W 1 F- Z . UTILITY DB C&P POLE Ll E5•ML _ _ _`l �I II I I "o II ` _ ❑ U \ _\\I' EX. FENCE EX. 36" RCP --- Z DB C& PG 537 I (� 0 I l TM 43-A-158 ` \ \ POLE / f \ GRAYSTONE CORPORATION OF VIRGINIA EX UTILITY /l/f *�, INST. No. 160011840 - EX I I I I �1 Q J _ UTILITY POLE "� < 71.6958 AC. _ I F, - - Q lL ZONING: M1 POLE �l I I / ' v Z 0 666.57 - , RADIUS AND DIMENSIONS -,�.�- f l�� r) I I � s W W _ - I r i, _ EX. PAVS T STRIPING O LL _ PER SNOWDEN BRIDGE s I Z LU _ L BLVD. DESIGN PLAN FOR r' 'I m FAQ EX. 15" CMP = �' � -� ti) i I REF. ONLY � ' r ��� 1 b' IMAGE; FOR REF EF bNLY Z tq I I SL' LU �J T.M. 43-A-155 EX UTILITY SHENANDOAH VALLEY ^' \ EX. FENCE POLE BATTLEFIELDS FOUNDATION I / INST. No. 150007696 c� EX. OVERHEAD L - () J �\ �` \ r ZONE. RA \ TELEPHONE \ f 1 I I `� SN DEN A I & B LVD. " - - - DESIGN PL_ANDFOR REF. USE., DWELLING EX UTILITY POLE f/ I ONLY }' �_- POLE \ \ BUFFSI� A PER MASTER II 1N -+� -/ �-+. f. ,' I 4 I } i I I T.M. 44 ARESIDUE o26 - Q T.M. 43-A-156—�-- \ \,\ 25 DEVELOPMENT PLAN - �, I t VI GRAYSTONE CORPORATION LALJ / • m , I I OF VIRGINIA J✓JA ASSOC/RTES �fGRAYS70NC\COMMERCE _ - J a I o ,- DB 548 PG 333 CENTER. DAFE[i.02 OB 2015 / I r I11 ZONE.: RA N �, \ 1 / / f I I d I I I II INST. ZONE., 5588 BUFFER 8 PER MASTER I tI I I I USE DWELL/NG EX. OVERHEAD z \ o � � USE VACANT m z - _ / - _ _ DEVELOPMENT / " 1 EX. UTILITY I rl I I ELECTRIC o e / / `\� - CEN ERODATED 0210812615 1 / fS�.y ..i V ��,�/ �L POLE PPROX LOC. -EX.. --- EX. NV C--POLE2MTE ESMT. - - I 1 " SDR 21 PVC DB 200 PG 546 - 25 ACTIVE - ! ° r t - f 7 j I l ti warE�z c v�E T.M. 43-A-157 - / J I I rv. m �1 I DOROTHY C. LA PORTA BUFFER -- `1 i' Rev. No. Date INST. No. 170010751 EX. UTILITY ZONE. RA POLE \ IVF-- Iry.\ EX. UTILITY ) ',-" o DWELLING \ __ — -- PMI �T POLE �� EX UlLII%-/� J �\ I 1 / HOF4t .. FM EX lI \\ I A \ , \ \ \ PROX LOC. EX. r� 30' PRESCRIPTIVE -- X - 25' BRL POLE I �,., ` \ \ \ 16" SDR 21 PVC v EASEMENT j \ EX. UTILITY -+•'� " °'° , , ---- ZONED M1' �- -- \ �� S 2T2T37" W 568.91' - - 'l WATER LINE RA Y L EPLER I POLE T.M. 43-A-159 ZONED RA EX OVERHEAD _ �$--- �- OHU _ \ \ \ \� LIC. NO. 32809 f \ \ UPTONS CHARGE LLC EX. FENCE ELECTRIC S 2T1743 ,W .1334.94-.---- \ \ INST. No. 160013415 ZONE., RA (TYP.) ,I l � EX FENCE \ \ ate` Ota ti SURVEY AND TOPOGRAPHIC INFORMATION 1. Boundary survey was performed by: GREENWAY ENGINEERING Dated: JULY 2106 2. Aerial, horizontal and vertical control surveys were performed by: GREENWAY ENGINEERING JULY 2016 Date 3. Aerial topographic mapping performed by: VIRGINIA MAPPING Dated: MARCH 2007 \ \ USE DWELLING (TYP.) J'1 EX UAL POLE ` �\\ \ TON L , CD EX. NVPC POLE LINE ESML ~ EX UTILITY \ �\ \\ O y \ \ \ G 2 DATE: 11/0212018 DB 200 PG 546" POLE s \ \ T.M. 43 -A -159A O G SHENANDOAH VALLEY �` - \ �_ SCALE: - 1" =100' O O RESIDUE OF 672.50--- \ \ BATTLEFIELDS FOUNDATION = W _\- J �J INST. No. 150000765 O p T.M. 44-A-26 \s O \ ZONE., RA `"'�+ GRAYSTONE CORPORATION \ \\\ DESIGNED BY: KASITTC y \ OF VIRGINIA USE., DWELLING - \\ --INST. No. 030025588 \ FILE NO. 2760GC ZONE: M1 \ 1 USE: VACANT EX. 28'W x T 100 0 100 200 SHEET 3 OF 64 --- CONC. ELLIPSE 1 1 67180 k SCALE' 1" = 100' 1SP#42-4 18-05 0 PE GPS ----------- -9 ------------------------------------------------i SHEET _ 1 I 1 \ ___ ___ ___ _ _-7-k CHO LCG oyu \ \ � Oyu Oyu --- ' ' COMPOST FILTER SOCK — 1- —I ---- — LEVEL SPREADER OUTFALL, I I \ SEE DETAIL SHEET 15 I 1 'S \TI/ ., AREA TO SB 111 I DD \ `� P _ 1 SB#1 A-23.85 AC. I I I '\�\ y\ EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 SF -X— X— X- SILT FENCE �M-XX—XX—XX- SMART FENCE 3.08 CIP CULVERT INLET PROTECTION 3.09 DD TEMPORARY DIVERSION DIKE 3.13 ST®H TEMPORARY SEDIMENT TRAP 3.14 SB TEMPORARY SEDIMENT BASIN 3.15 TSD TEMPORARY SLOPE DRAIN 3.18 OP ® OUTLET PROTECTION 3.20 ROCK CHECK DAMS LIMITS OF CLEARING & GRADING 3.32 P$ PERMANENT SEEDING DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START - , I ST#2 LCG li I--�� DD I 1 AREA TO ST i2 I A-1.12 AC. SF it i !'' ' ' ✓ —�� — '',.I' , I 11 ' 1 I CG \ COORDINATE DEMOLITION OF c ONSITE UTILITIES AS PHASE I I t, MEASURE I k________ _ ___________________________1_- AA --582 TO Cu I ,� \ I l sF i 1 1 -_i -------- ------------I ----------------------- --- - . _4 r I� ' ------------------------------------------ �- \ \\ SB#2 AREA TO SB 92 A-8.37 AC. LCG REMOVE BERM TO ENABLE IL I 1 \ II I M \ DRAINAGE TO SB #2 �\ ; I \ � I CD I 1 CDD 1 _ \ \ SF \ /- 1 ; SMF UCG �_ x I.. AREA TO SBM / I V� �-- � SMF �i-� �_�; ; A-10.90 AC. o DD \ \ AREA TO ST i1 A-1.40 AC.1 j SMF I I \I. II1 11 11 II , EXISTING STOCK ST#1 1 DD \y — _ DD -- - - _ lOPILE AREA � D I 1 t 1\, 1 I SMF \ xx _ O / Y ' HU---_I_FU \\ LC - „ ----- _ - -_--+'- - �- - 1— _ - SMF- X� LCG x L------------------------\ `-------------------- - - - - -- --� - - -�- _ SHEET 7 & \ L--------------------------------------------�\\' --- -� SHItET 8 & 12 a0 �zz I A zW LV z W�) z V W I� Ill RESPONSIBLE LAND DISTURBER CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS. V) otS W Rev. No. I Date 01 12-18-2018 /T�H OF J / f2 RA Y L PILER ' Lic. No. 32809 Oen)2-ALC-2D' s`StoNAL yG DATE: 11102/2018 SCALE: 1" = 100' DESIGNED BY: KAS/TTC 100 0 100 200 SHEET 4 OF 64 E: 1 " = 101 = 10 SP#42-18 18-05 EROSION/SEDIMENT CONTROL LEGEND FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY!! RESPONSIBLE LAND DISTURBER NO. KEY SYMBOL DESCRIPTION `y o m 3.02 TEMPORARY GRAVEL O CONSTRUCTION ENTRANCE / CERTIFICATION #: DATE: C Nm Y N mV 3.05 SF —X— X—X— SILT FENCE o / c \ THE RESPONSIBLE LAND DISTURBER a' ='. s `a d y -xx—xx—xx- SMART FENCE \ \ \ _ '' _ IS THE PARTY CARRYING OUT THE RESPONSIBLE FOR LAND DISTURBING 3 o ; ;, a LL ., 3.08 CIP � CULVERT INLET PROTECTION , ACTIVITY AS SET FORTH IN THE PLANS. 3 3.09 ODD TEMPORARY DIVERSION DIKE \ 3.13 ST TEMPORARY SEDIMENT TRAP / �\ \ ` pyV 3.14 SB TEMPORARY SEDIMENT BASIN S z 3.15 TSD TEMPORARY SLOPE DRAIN / \ \ ` \ \ - \ 1._ Z W 3.18 / OP ® OUTLET PROTECTION / - \ \ \ 0/vu W z �W - \ 3.20 ROCK CHECK DAMS \ OyU N LIMITS OF CLEARING &GRADING / \ \ 3.32 PS PERMANENT SEEDING '77/ DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED / /\ Oyu�` AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START / / \ \ �� \ 0% \ Y11 1 .��1 NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE (D / / —X—R —1 -- \ \� \ \ PROTECTED WITH SOIL STABILIZATION (O / BLANKETS (EC-2). / y / / /0001* J L _�� �� %r—�� x —660 662— -- / / \ \ \ \�� TO ' \4<1 % LCG�666 11 —664 —ui �SF —662 / 635066� Wp I 5500 63- —660 662 `LLLi Ilk Y co) 41 ` Q Q > _ uWi FW- z cc co U) Y QO --—— — — — --- — — — — — N w W Y U / S''77 COMPOST FILTER SOCK LEVEL SPREADER OUTFALL,W J Q SEE DETAIL SHEET 15 ^ 0 . W W F z m Z to / m m / I&� ,m AREA TO SS 41 A-2385 AC. X56Ex Z �D O LL (o Rev. No. Date w / BASIN OUTFALL STRUCTURE, w SEE DETAIL SHEET 15 U) H OF I I I t I _i RANISY L ' PLER a I LCG I I I = U Lic. N0.32809 oz Av< 2D M~` I I ~ Q s`SIONAL �yG \ \ f COORDINATE DEMOLITION OF DATE: 1110212018 ONSITE UTILITIES AS PHASE I MEASURE SCALE: 1"=40' MATCH LINE SHEET 7 DESIGNED BY: KASITTC FILE NO. 2760GC 40 20 0 40 80 SHEET 5 OF 64 SP#42-18 18-05 SCALE: 1" - 40' Imo_ z' 0 m aAL I =Ino' Ztel RE \ I I ,� zzzzz zz 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. NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC -2). EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SCALE: 1 ° = 40' 3.15 3.05 SF —X— X— X— SILT FENCE 3.18 �M XX—XX—XX— SMART FENCE 3.08 CIP CULVERT INLET PROTECTION 3.01 DD S. TEMPORARY DIVERSION DIKE 3.13 ST —O®*— TEMPORARY SEDIMENT TRAP �\ 3.14 SBS TEMPORARY SEDIMENT BASIN 40 20 0 40 80 SCALE: 1 ° = 40' 3.15 TSD TEMPORARY SLOPE DRAIN 3.18 OP ® Ea2M OUTLET PROTECTION 3.20 ROCK CHECK DAMS �1?10~D LIMITS OF CLEARING & GRADING w 11% z l7W ONO 3.32 PS PERMANENT SEEDING \ \ \ \ _ \ DRAINAGE DIVIDES \ ONU \ �, CRITICAL SLOPE – CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START ONO W O _ 0 LCG \ \ NUU. - \ tv \ \ \ v/ F Z \ \ ONO QLu> /L SF����X - \ \ \ \ \ O Q W \7:IrCL V a \ i \ \ \ 2 i a U �Y 7 � OP � � \ OHWU � W IL W 5 I / sT#z 6g?v \ \ \ O U ZO LL DD -r N w LoW AREA TO ST !2 Z I SEE COMPUTATIONS T 1SO Q -- g80i619 — BASIN OUTFALL STRUCTURE, / SEE DETAIL SHEET 15 0l I W O 4I� , Rev. No. Date 144 J�� 0 r, I �-6-�73 I I I I II II t' RA Y L PLER s CIP ss. I II Lic. No. 32809 - I 71 SS'" �gl� � I 739TX 5 INV O J2-Au�-Z2i9 OP 684. 1p / , I I S �. SBNS _ I I I 70 I / TAO Sg p - I I I I I I741NV 6� NAL / DATE: 11/02/2018 674 SCALE: 1 =40 676 ' y DESIGNED BY: KAS(iTC 0 Q0 LCG u MATCH LINE SHEET 8 947T '1 �IqI FILE NO. 2760GC SHEET 6 OF -64 / = I II SP#42-18 18-05 0 \No, MATCH LINE-SHEET 5 gNNN' c N g N U ONU c `muv� a i \ \ EX. SAN. r � A. R. V. c m EX. AN G. 0 \ LOG 1 \ \ I EX. 20' FREDERICK W ER COORDINATE DEMOLITION OF ESM'T. PER 'SANITARY o \ \ \ \\ - - ONSITE UTILITIES AS PHASE I FOR GRAYSTONEyG MEASURE ` � W Lu " SEWER __ o V\ T�� COMMERCE CENTER AND -Zi - > w/ z \ 66¢o N STEPHENSON VILLAGE'" � �'<'., X \ PLAN DATE 1112412017 \ \ \ REV. DATE 10/3/2018 \ _- - AREA Tbn rn, A-8.37 AC.. N p+ \ 40 V C� v �s� BASIN OUTFALL STRUCTURE, SEE DETAIL SHEET 15 - � �� - 00 �— W 1 a � 1 o \ \ LIJ cVl^l O GG REMOVE BERM TO ENABLE DRAINAGE TO SB #2 c/) o fi J 73 ¢ 73 W 73 R e C LL t ch N Z CD \_ Lu OyG Cn W Q U RESPONSIBLE LAND DISTURBER \ J Q � Lu NAME: CERTIFICATION #: \ \ DATE: \ i 0 p co Z o LL RESPONSIBLE LAND DISTURBER \ \ sF IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING uj ACTIVITY AS SET FORTH IN THE PLANS. oy \ ,` LOG 1 ` Z EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION \ �� - — o \ 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE \ \ I \ \\A� 3.05 SF-X—X—X- SILT FENCE V XX—XX- SMART FENCE G \ 1 3.08 CIP CULVERT INLET PROTECTION DD 3.09 DDS # TEMPORARY DIVERSION DIKE— _ _ — ��\ \ C' 3.13 ST -►®H TEMPORARY SEDIMENT TRAP SEE COMPUTATIONST 1 SHE TUTp ST }1 TH OF D 3.14 SB �- TEMPORARY SEDIMENT BASIN \ A-L40 AC. J 3.15 �D TEMPORARY SLOPE DRAIN \\ \ ----LIC. DD L680 679.5. 682 - - - - RA Y L K LER N0. 32809 C.'ta%L-� U4' qbD S. s`SIONAL 3.18 OP ® OUTLET PROTECTION '� \ \ —855 684_ DD 3.20 ROCK CHECK DAMS j \ \ FM FM ,[� B-X1Li��1_. 684 XY— .� OP SMF — — DATE: 1110212018 LCG - ---- LIMITS OF CLEARING &GRADING ,\ \ \T \ ��-��,yx� FM OHS • A2_ FM XX-- X�X— — F A SCALE: 1"=40' PS 3.32 PERMANENT SEEDING NOTES: \ \ 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED \ ��- - - DRAINAGE DIVIDES AR.V.AN. _ �HUv -- - - - �, - - - _ - ,�- LOG __ OHLL__-.--_ -_,_ — DESIGNED BY: KASITTC FILE NO. 2760GC \ \ WITH SOIL STABILIZATION BLANKETS (EC-2).\ - _-- ---.--_\�� —_X i �-�-� -- G SODDEDANDCAND PETHIN 14GG DRI WITH NSI4FDAYS AFTEROF ARTDING GR, OR FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY ! ! _ -- ___ 40 20 "" 40 80 SP#42-18 18-05 SCALE: 1 0" EROSION/SEDIMENT CONTROL LEGEND9 RESPONSIBLE LAND DISTURBER 7 s° LOG , ° I NO. KEY SYMBOL cE DESCRIPTION TEMPORARY GRAVEL NAME: CERTIFICATION #: MATCH LINE SHEET 6 I I 7 I W E C N E 3.02 CONSTRUCTION ENTRANCE DATE: - \ / \ Os I l `IuI o I I I I / I I I I j� x a «g n 3.05 SF -X— X— X- SILT FENCE THE RESPONSIBLE LAND DISTURBER se a -�sis 6Ta/ I I III I b Ti3 g m d d ;M—xx—xx—xx— SMART FENCE IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ° II 3 w 0 m LL 3.08 cIP CULVERT INLET PROTECTION ACTIVITY AS SET FORTH IN THE PLANS. I lI I I { I II 3 3.09 DD -*-0i TEMPORARY DIVERSION DIKE NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION l` I I � II 3.13 ST ♦®F O� TEMPORARY SEDIMENT TRAP BLANKETS (EC-2). 3.14 SB TEMPORARY SEDIMENT BASIN I o 1 3.15 SD TEMPORARY SLOPE DRAIN I I I Z WTI 3.18 OP ® OUTLET PROTECTION I I \`I I I ' SMF II I \JI I I I I Lu t Lu z 3.20 CD �'�'� O ROCK CHECK DAMS X � I r W LIMITS OF CLEARING &GRADING , O 3.32 PS PERMANENT SEEDING DRAINAGE DIVIDESCD SF � I I 1 I I I CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED ITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START cE�I(\Lu O I SF I \I I I ■ � SF Lij w 1 I\ CD \ I CD I � / I -I SMF .._ X1L_ CD z Wz Y U Q 75 / � j0 ° �Wz c7 Dc W� W I II a WW / I i II � z LL O AFEA TO SEI #4 � / I I I I I A-10.90 AC. , I I I ) W 682 680 O EXISTING STOCK SMF/ \ \ PILE AREA 11 684 680 \ I 1 1 687.668682 7800 \ \sBj\\6'66'6 �► , Rev. Dame ° e F A Ig FM- --_----'---� _ 81 iry - - _ _ _ - XX� .- - SMF LCG O sBY`_— \ �� ooh LG \ \ \ HOF ---- 4 LCG --�_ EX. N.-- -- �;".. FM -. HI U m z \ o RANDY L PLER A.R.V. \ SMF ,. OHU `-_ -. I �" ` Li 0 X� _X� 01-IU OHU CHIT 1'\) \� e G 2 $ EX.1- \— FM FM __ 5 - --- --` _ ---- -- - 7 - T___-S___- _ - S ' \. \ \ `..,, \\\ \ ONAL DATE: 11/0212018 "/ -- - - - EX. 10" SAN. G.V. EX. 10" SAN. EX. 20' FREDERICK WATER FORCE MAIN ESM7 PER "SANITARY EX. 15" SAN. SEW. SEWER FOR GRAYSTONE 74 \ \ SCALE: 1"=40' COMMERCE CENTER AND STEPHENSON VILLAGE" DESIGNED BY: KASITTC PLAN DATE 1112412017 V. E_ 10/3/2018 REDAT EX 15" SAN. SEW. \ \ \ \ FILE NO. 2760GC - 14' FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY!! 40 20 400' SO SCALE: 1" SHEET 8O�8-64 EROSION/SEDIMENT CONTROL LEGEND FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY!! NO. KEY SYMBOL DESCRIPTION x- 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 SF -X—X—X- SILT FENCE MF-XX—XX—XX- SUPER SILT FENCE I / / / 0/;7� ti v vH-v.v� Al-. C=0.90 C=0.90 C=0.90 C=0.90 I C-0.90 C=0.90 C-0.90 O \ \ \ \�� .—d ` C-0.90 I I I I I SCALE: ill = 40 I I DESIGNED BY: KAS/TTC i6 ' OHU_l\� 39 MATCH LINE SHEET 11 I FILE NO. 2760GC 40 20 0 40 80 SHEET 9 OF 64 SCALE: rr = 40' SP#42-1818-05 N ID d - U C N 1 N J C END w N A pOp Ti IDC a. C 3 y o K w Int a!- � ti v vH-v.v� Al-. C=0.90 C=0.90 C=0.90 C=0.90 I C-0.90 C=0.90 C-0.90 O \ \ \ \�� .—d ` C-0.90 I I I I I SCALE: ill = 40 I I DESIGNED BY: KAS/TTC i6 ' OHU_l\� 39 MATCH LINE SHEET 11 I FILE NO. 2760GC 40 20 0 40 80 SHEET 9 OF 64 SCALE: rr = 40' SP#42-1818-05 -� - F_ PHASE E 11 EROSION OS I O N A---__-N-� D SEDIMENT ROO\SION/SEDIMENT CONTROL L ONLY ! ! RESPONSIBLE LAND DISTURBER E CONTROL LEGE ND -�--�-- N0. KEY SYMBOL DESCRIPTIONNAME: _-O__ - -R #. 3 02 DATE:---- TEMPORARY GRAVEL CONSTRUCTION ENTRANCEJ .E b m c THE RESPONSIBLE LAND DISTURBER 3.05 SF - X- X - X- SILT FENCE \ ! IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING 3 w `o ACTIVITY AS SET FORTH IN THE PLANS.-XX-XX-XX- SUPER SILT FENCE a 0 w 3.08 CIP CULVERT INLET PROTECTION 3 ~ Zizzzi NOTES: 1. SLOPES 31 AND GREATER SHALL BE 3.09 DD PROTECTED WITH SOIL STABILIZATION TEMPORARY DIVERSION DIKE BLANKETS(EC-2D. 3.13 TEMPORARY SEDIMENT TRAP 40 20 0 40 8040' 314 SB TEMPORARY SEDIMENT BASIN Q Z a '\ SCALE: 1" = 3.18 OP ® OUTLET PROTECTION ' Z W - - 3.20 CD ROCK CHECK DAMS , W z LU 0 •' ` - -- CSX � ` - � _ _ \� ' - \ � �` ; �' -� � \ LCG LIMITS OF CLEARING &GRADING � W � \ = _ \ \ \--�-� -_ \ •_ -\ FDRAINAGE \ ` - __ _ _ - _ _ \_ _ �. - \\ 3.32 PS PERMANENT SEEDING DIVIDES ' W W -- pHU� ED CRITICAL SLOPE CRITICAL SLOPE TO BE SEEDED MULCHED H \\� * AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR pHU �-� - _ - _- ' - SODDED AND PEGGED WITHIN 14 DAYS AFTER START _ \\ _ \ \ LLJ \ `' Lu .P ONU \ \ ` \ \ l Q \ \ pHU \ �` \ - • \ _ _ i W XRT -\ - 6 680 \ •\� 676-,, V/ all 672 6676 / /.' �-678_680 678 680 682 i 882 678 --680 \ Dip W V - o oyI \ �\ W Q _j0 Y �� -- _682 ®/\ I / \ • W W All 90 1' DA-0.45 AC. DA-0.45 AC. Ca0.90 C-0.90 I DA-0.45 AC. DA-0.45 AC. DA-0.45 AC. C-0.90 I C-0.90 I C-0.90 I DA-0.63 AC. \ \ _. off p C-0.90 Q O LL i i ` _ \_ - \ Z I, e. T. aV. 66O l \ •. `x'21' .. :i'• .':' .., `• • - .' - 'v: \ ��'�,k o �u \ � co i.� 666 � � .:- � �� I 5 OP O RD TO STR. #21 RD TO STI. #22 RD TO STR. #23 I RD TO STR. #24 I RD TO STR. #25 RD TO STR. #26 66 RD TO STR. #27 RD TO STA. #17 J D =0.67 C I D C. I DA 0.67 C. DA 0.67 C. I DAC=0.90 C. I DAC. I DAC. I DCO.. AC. I I I II I m IQ C=0.90 I C=0.90 C=0.90 =0.90I I _---- '::. ': m I I I a I� O // Rev. No. Date T STR. 67b SIO I 1 Va/� Op o 4'� TA OFU c=0.82 � _ - - � p o l v o l� 14 CIP 0 I � iu PLER Lic. Na. 32e09 � ' SII / l I S10 I I I TO M. #2 1' _ nl lO (_ - 6� / c DAI: �l p I � DATE: 11/0212018 I �c-Os1 I �� I� 11 I I I I / 222 SCALE: 1"=40' DESIGNED BY: KAS/TTC 12 I I I �_ 676 I Xn \ II MATCH LINE SHEET I I I I' I �I FILE NO. 2760GC SHEET 10 OF 64 1 oP SP#42-18 18-05 OHU I I I I I I MATCH LINE -SHEET 9 E 0_1 v N m °y \ EX. SAN. ��_ _ �_ A.R.V. I r s " ° d " �1� SAN _ r_ � I 05 EX 20 FREDERICK a�a_40 ; ESM'T PER SANITARY \, \ \ \\� \ „-•\ \ \ (' \ I I I I I I W Z W SEWER FOR GRAYSENTER ONE \ \i \\ \` ,•\ _ \. � �-- ... _ COMMERCE CENTER AND ,n STEPHENSON VILLAGE" o `\ 85 \ yG\\., \ -- - -- �� ��- I _ ���� - - - - -..,. _ -- ------I �I r ----- ----- ------I I - - - - -' �Z W PLAN DATE 11/24/2017 84 1 .\-.-�;. \ .- _ 1 I_ T REV DATE 10/3/2018 w w LLI 4010 05 \ \ \\ \ I010LLI 1---� \\ O \ \ \ o � s RD TO STR. RD TO STR. #43 #42 I DA -0.67 AC. I DA=0.42 AC. C-0.90 I RD TO STA. #44 RD TO STR. #45 DA -0.67 AC. I DA -0.67 AC. C=0.90 C=0.90 I RD TO STR. #46 DA -0.67 AC. I C=0.90 RD TO STR. #47 RD TO STR. DA=0.67 AC. I DA -0.67 AC. C=0.90 C=0.90 #48 RD TO STR. #49 I DA -0.67 AC. C=0.90 LCL c-0.90 I I I I I I I o o yG uWi W- 1 o\� 676 660 heti I I I I I I I I I 106 a Y o J J a RESPONSIBLE LAND DISTURBER \ s8o -LU p 1 I Z o W NAME: \ CERTIFICATION #:43 \ \ I - ° ° qg _ 1 ° Q' 0 LL DATE: \ \ \ `` a: 6Q2' 4 692'- 45 : m 48 n 44 N THE RESPONSIBLE LAND DISTURBER °y \ \ a ` ,_°i A '1 P ° ;' v I ; , a_ • a W IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING � ACTIVITY AS SET FORTH IN THE PLANS, _ 111 • _- � - = � ' `' � • - - _ \ \\ n EROSION/SEDIMENT CONTROL LEGEND ° `\� �\ I yG '' TO STR. #56 O STR. #55 I DA -0.81 AC. c1 o.5s cI c=o.83 TO M. #57 DA -0.76 AC. I c=oC-0.81I TO STR. #58 DA -0.76 AC. c=oC-0.810-0.811 TO STR. #59 DA=0.76 AC. I o.el I \ I P'� N0. KEY SYMBOL DESCRIPTION \�� \ \ , � TEMPORARY GRAVEL \ I I I I I Q 3.02 CE CONSTRUCTION ENTRANCE `°�' ,• / ., 3.05 SF -X -X -X- SILT FENCE \ \ \\ M -XX -XX -XX- SUPER SILT FENCE °y \` N \ \ V r, I - IP i' I _- - - ___ I 58: u - 3.08 CIP CULVERT INLET PROTECTION 56 57 , I 58 59 P' x IP 66 .Rev. No. Date -. --__ 1 Y �.i._i - 3.09 DD 0 0 TEMPORARY DIVERSION DIKE -r` 1 ��-- -� - � � `' '''' / O i 682 TH Op+ I 3.13 ST ♦90- TEMPORARY SEDIMENT TRAP \ •' -- - RA Y L EPLER 3.14 SBS TEMPORARY SEDIMENT BASIN \ \ \ - 3.18 OP ® OUTLET PROTECTION •' \ �flU • . , -___�� •. ., .,,� X82 s8p ---" - • . • . - /• /-.__._._-_ - - 6aC__ , • - - `� ., -..-6 - ,�O LIC. v43�� 12 X53 G 110 3.20 CD J'-'- ROCK CHECK DAMS ` `\ \ LIMITS OF CLEARING & GRADING \\\\ \ \ 684- 682-.__" FM - '684 �'_- ME._._ .� 686 �vv XYZ AFM--_-�_, --YY - - _ -- FM �� ---�___ 684 - -68 SMF X84 DATE: 11/02/2018 \ X. EX. SAN. SAN. �_--- -V ,,, -• "- _ ---- FM ___- PM� _ ��..X--'�-��_ FM SCALE: 1"=40' 3.32 PS PERMANENT SEEDING \ _\`� NOTES: / 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED ` -_ DRAINAGE DIVIDES WITH SOIL STABILIZATION BLANKETS (EC -2). ` \ A. R. V. __ - --.- X --------- _�_ - _ Y,- __ nui i _ --_X_ - - -- HU DESIGNED BY: KASITTC \ \ \\ __-- __X_ _. _ FILE NO. 2760GC CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, DR SODDED AND PEGGED WITHIN 14 DAYS AFTER START FOR PHASE 11 EROSION j r" AND SEDIMENT CONTROL ONLY. ! -_ 40 20 0 40 80 SCALE: 1" = 40' SHEET 11 F 64 018-05 SP#42-18 (DT MATCH LINE SHEET 10 I �����; 3 �� r �0 ►� ��� _��' r m 664 n W z .. uu O = SMF W W 690TO STR. SF684 I j . #49 RD TO STR. #50 RD TO STR. #51 I DAC C I DAC RD TO STR. #52 RD TO STR. #53 RD TO STR. #9 RD TO STR. #8 RD TO STR. #10 RD TO STR. #11DA=0.52 AC. I DAC I D C I DAC-0.90 C I D C D C D C C-0.81 ss2 i� � I OAC. 090 C=090 C=0.90 C 090 C-0.90 Co0.90 C-0.90 I I I I I I I I II SF To STR. #74 �g '- D C=0.°66 ' o I s t T II SF 71 TO STR. #10 I W DA-0.01 C' TO STR. #5 � I � I I DA=0.15 AC. c-0.90 _ -66q_ _ J Q , TO STR. #9 TO STR. #11 TO4 _ ` 6ss� DA AC. DA=001 AC. IF C-0.90 C-0.39U. woo OP -!7 ' -_ �D. � v.: p •.. 51 Qp X52: �; , p 53 - o {I I � .'. - / I I I 1 :�• .r TO STR. #8 STR. #71. �} TO 9TH. # ' k� ._ 0 •.: IP I DA-0.19 AC. DA=0.24 AC. B ::�" �''�•� O I / ..r I II .I� I I _ O 0 Q > 0 61 - + � r s 6 9 t C-0.88 0.25 c 0"0� � �� x 1 I I EROSION�SEDIMENT CONTROL LEGEND I a � TO STR. #60 P (y�7�/( }� O , I I I I N0. KEY SYMBOL DESCRIPTION � a Y z O DA-0.76 AC. I C-0.81 TO STR. #61 �P `--� / -....- /� ,.�. TO STR. #62 - - _ ? AC. I I I 3.02 CE TEMPORARY GRAVEL O CONSTRUCTION ENTRANCE ca °� LL w Y DA=0.76 AC. I C-0.81 I'' DA .70 TO STR ,#64 fid/ ,�� � C 0.77 � � / I I i 3.05 SF -X- X- X- SILT FENCE Q �' � W D 680 y.. �� _ I �84 C=0.7@ TO STR. #65 a - I / �-� DA-0.04 AC. ti 680 I I �� C-0.30 I I I I M XX-XX-XX- SUPER SILT FENCE 3.08 CIP 6 CULVERT INLET PROTECTION W Z� � W LL �- / , TO STR. #63 �; DA-0.74 AC. P 1 I DD 3.09 ---1-�� TEMPORARY DIVERSION DIKE 3.13 ST TEMPORARY SEDIMENT TRAP ui Z IP _ 60 P 61 I 62 C-0.82 - - - -680-4\ 662 O � �' 3.14 SBS TEMPORARY SEDIMENT BASIN O ~ X 686.5 �- �� L \., � S�� .� I I --� \ \.1� 3.18 OP ® OUTLET PROTECTION 't.6 / ` d - TO STR #69 - - - - / .. ♦ ga2/ ` ��, '/ II S TO STR. #70 - - - - - - - - ss TO STR. #66 ' \ DA-043 AC. ,- � ♦ Ip b1- ♦ D C-0.43 _ DA-0.20 AC. / I A x I o I 3.20 CD -'-'- ROCK CHECK DAMS I O LIMITS Of CLEARING &GRADING �. - - C-079 I - - - - IF 72 . . -. - - - �'-- I _ �% � I \41CRITICAL 3 32 O PERMANENT SEEDING PS DRAINAGE DIVIDES -sea _ xx x �_x-� ,��y TO 11 2 TO STR. #68 P - C - IP DA=0.40 AC.DA-0.02 AC. X- �� �' I SLOPE -CRITICAL SLOPE TO BE SEEDED, MULCHED I * AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR Rev. No. Date ' ' ` C=O. \ 80 I FM I -� \ TO STR. #71 x � � �� C=0.71 �'� � �xx- - � J DA=0.11 AC. I ✓ ` F-ML--- ' � '� SODDED AND PEGGED WITHIN 14 DAYS AFTER START 61 12-18-2618 -- -- -„ ` \ C=0.37 ¢ 6 r SMFSMFj } TO STR. #67 �\ \ \ as DA=0.03 AC. A TA OF t r-_ >- OHi �_ - �i-- j� HD - .. - - - - - -- u �- - x� C=O.68 I RESPONSIBLE LAND DISTURBER c 2 _ A.R.V. - - - - -�� AM 8Ty - e- - ---`- _ a84� _ SM ;rz - °� - CHU - �� i --- - -x_-oHu- oHu I oHu O m m NAME: CERTIFICATION#: � DATE U RA Y L EPLER ro Lic. No. 328os �o�Z EX, PROPERTY Ll� NE"��-- (� T -- -- -- 5 �_--- _ LAND DISTURBER THE RESPONSIBLE LAND DISTURBER FOR IS THE PARTY RE R CARRYING OUT THE LAND DISTURBING ACTNITYASSET FORTH INTHE PLANS. ssto �yCsti NAL _ EX. SAN. N DATE: 11102/2018 EX 1. EX. 20 FREDERICK WATER 10" IG V. FORCE MAIN ESM'T. PER "SANITARY EX. 15" SAN. SEW. � SEWER FOR GRAYSTONE EX SANITARY SEWER DESIGN BY -- - \ 4 \ \\ NOTES: SCALE: � 1" = 40' COMMERCE CENTER AND OTHERS. CONTRACTOR TO CONFIRM VILLAGE" AS-BUILT CONDITIONS PRIOR TO \ 1. SLOPES 3:1 AND GREATER SHALL BE \ � N DESIGNED BY: KAS/TTC � START OF CONSTRUCTION FOR EX 15" SAN. SEW. PLAN DATE 1112412077START PLAN DATE SANITARY SEWER REV. DATE 10/3/2018 CONNECTION TO EX MANHOLE. PROTECTED WITH SOIL STABILIZATION \ \ 4 BLANKETS (EC-2). FILE NO. 2760GC FOR PHASE II , EROSION AND SEDIMENT CONTROL ONLY !! 40 20 O 40 80 SHEET 12 OF 64 SP#42-18 18-05 � � � SCALE: 1" = 40' EROSION AND SEDIMENT CONTROL NARRATIVE Description: The project development will consist of construction of large industrial warehouse, with Management Strategies: MINIMUM CONSTRUCTION STANDARDS 17. Where construction vehicle access routes intersect paved or public roads, provisions p p © COm W �- E related utilities, parking, and road roadways. The property is zoned M1 and is located north of Redbud Rd. Co struction shall be sequenced such that radia operations will begin and end as quickly as n q grading p g q Y An erasion and sediment control program adapted with this plan must be consistent with 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, g. Outfall from a detention facility shall be discharged to a receiving channel, and 0? C4 co O cv � s3 i° � "' 0) approximately 0.5 miles east of Route 11 and Interstate 81 in Frederick County, Virginia. The total site possible. the VSECH for 9VAC25-840-40 minimum standards: the road surface shall be cleaned thoroughly at the end of each da Sediment shall g Y Y energy dissi ators shall be laced at the outfall of all detention facilities as necessary gY p p Y .� rn - E `�' m area is 71.6958 acres, of which approximately 55.97 acres will be disturbed for construction. to provide a stabilized transition from the facility to the receiving channel. •Fn --- 3,, The site superintendent shall be responsible for the installation and maintenance of all erosion and p p 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 h. All on-site channels must be verified to be adequate. = ,L_ r. 0 7 _ o Date of construction: Construction will begin following plan approval and will take approximately twelve (12) months to complete, sediment control measures. Maintenance of these measures throughout the project is critical to the g p 1 1. Permanent or temporary soil stabilization shall be applied to denuded areas within in this manner. This provision shall apply to individual development lots as well as to i. Increased volumes of sheet flows that may cause erosion or sedimentation on Y e * m S 't? " effectiveness of the program. p g seven days after final grade is reached on any portion of the site. Temporary soil larger land-disturbing activities. g g adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe a as ,r m � Existing site conditions: The proposed site is vacant scrub growth vegetation covered agricultural land p f3 g g g After areas above controls have been stabilized, the controls shall be cleaned up and removed. 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 18. All temporary erosion and sediment control measures shall be removed within 30 p �' system, or to a detention facility. in U 6 with a rolling terrain and generally drains to the south and east. The site is divided into one major drainage shall be applied to areas that are #o be left dormant for more than one year. days after final site stabilization or after the temporary measures are no longer Inapplying these stormwater management criteria, individual lots or parcels in a 1 g r- 0 � area on the west half, and several smaller ones on the east. Typical slopes range between 1 Jo and 6 t0. Electric ower, telephone, storm, sanitary, water & as supply trenches are to be compacted, p p ry g pp Y P needed, unless otherwise authorized by the VESCP authority. Trapped sediment and residential, commercial or industrial development shall not be considered to be seeded and mulched within five 5 days after backfilling. No more than 5DD feet are to be open at [) Y 9� p 2. During construction of the project, soil stock piles and borrow areas shall be stabilized g p � p the disturbed soil areas resulting from the disposition of temporary measures shall be separate development projects. Instead, the development, as a whole, shall be p p p J p Adjacent areas: The site is bounded on the west b the CSX Railroad, on the north and northeast b _ Y Y any one time. i trapping measures. The applicant is responsible for the or protected with sediment f app. g u pp p permanently stabilized #o prevent further erasion and sedimentation. P Y P considered to be a single development project. Hydrologic parameters that reflect the vacant agricultural lands zoned M1, to the southeast b residential developed land zoned RA, and on the g Y p temporary protection and permanent stabilization of all soil stockpiles on site as well 19. Properties and waterways downstream from development sites shall be protected ultimate development condition shall be used in all engineering calculations. south by Redbud Road (Rt. 661). All cut and fill slopes are to be seeded and mulched within five 5 days of completion of radia p () Y p grading. as borrow areas and soil intentionally transported from the project site. from sediment deposition, erosion and damage due to increases in volume, velocity k. All measures used to protect properties and waterways shall be employed in a Offsite areas: Top sail will be stripped from graded areas and stockpiled for use in final grading and Drainage swales shall be stabilized with check dams until vegetation has been well established, at 3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the followingstandards and criteria. Stream restoration manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. }" permanent stabilization. Stockpiles will be kept either onsite or offsite on adjacent land owned b the p p p 1 Y which time the check dams shall be removed. until a ground cover is achieved that is uniform, mature enough to survive and will and relocation projects that incorporate natural channel design concepts are not U " developer to stay clear of all construction activities. The stockpiles will be stabilized with temporary seeding and protected with Silt fence. Devices listed above are considered minimum erosion and sediment controls- Additional control inhibit erosion.man-made channels and shalt/ be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: 1. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flaw rate capacity and velocity requirements for natural or 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures man-made channels shall satisfy the flow rate capacity and velocity requirements for lx Soils: The existing soil conditions were obtained from the USDA Soils Survey. The soils on this site measures may be necessary due to contractor phasing or other unforeseen conditions. ft is the contractor's responsibility to provide additional measures to those shown, as needed, in order to intended to trap sediment shall be constructed as a first step in any land-disturbing be functional before land disturbance takes a. Concentrated stormwater runoff leaving a development site shall be discharged natural or man-made channels if the practices are designed to i detain the water p g { } • W • consist mostly of Carbo silt loam (5B and 5C) and the Carbo-C3aklet silt foam [6-C). control erosion and contain sediment on site. All measures steal! be installed according to the activity and shall made upslope place. direct/ into an adequate natural or man-made receiving channel, pipe or storm sewer y q g p p system. For those sites where runoff is discharged into a or system, quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour i UJ W Z standards ands specifications in the Virginia Erosion and Sediment Control Handbook. p g 5. Stabilization measures shall be applied to earthen structures such as dams, dikes pipe pipe period the expected rainfall resulting from the one year, 24-hour storm; and (iii) Critical areas: There are no Critical Areas associated with this plan. and diversions immediately after installation. downstream stability analyses at the outfall of the pipe or pipe system shall be reduce the allowable peak flow rate resulting from the 1.5 2 and 10- ear, 24-hour p g Y W C • C7 Stormwater Management: 6. Sediment traps and sediment basins shall be designed and constructed based upon performed. storms to a level that is less than or equal to the peak flow rate from the site � T Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion the total drainage area to be served by the trap or basin. b. Adequacy of all channels and pipes shall be verified in the following manner: q Y p p g assuming it was in a good forested condition, achieved through multiplication of the W and sediment control measures shall be constructed and maintained according to the minimum standards and specifications of the Virginia Erasion and Sediment Centro! Handbook. Increased runoff from this development will be controlled b the Project's stormwater management p Y 1 g a. The minimum storage capacity of a sediment try shall be 134 cubic yards per acre g p Y p Y p (1) The applicant shall demonstrate that the total drainage area to the point of analysis 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 b the runoff volume from g Y facilities {See sheets 34 - 43). of drainage area and the trap shall only control drainage areas less than three acres. within the channel is one hundred times greater than the contributing drainage the site in its proposed condition, and shall be exempt from any flow rate capacity and Structural Measures: Maintenance Program: b. Surface runoff from disturbed areas that is comprised of flow from drainage areas area of the project in question; or velocity requirements for natural or man-made channels as defined in any regulations greater than or equal to three acres shall be controlled by a sediment basin. The (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that promulgated pursuant to § 62.1-44.15:54 or 62.1-44-15:65 of the Act. E&S Phase 1: All control measures shall be inspected dal b the site superintendent or his representative and minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of stormwater will not overtop channel banks nor cause erosion of channel bed or m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity f3 Y Y p P 9 p Y Y p p pp Y P Y Y within 24 hours after any storm event greater than 0.5 inches of rain per 24-hour period. Any drainage area. The outfall system shall, at a minimum, maintain the structural integrity banks. requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by Install Temporary Construction Entrance with Wash Rack (3.02) at the entrance to the site on Snowden damaged structural measures are to be repaired b the end of the day. Seeded areas shall be g P Y Y of the basin during a 100-year storm of 24-hour duration. Runoff coefficients used in 9 Y _ (b} All previously constructed man-made channels shall be analyzed by the use of compliance with water quantity requirements in the Stormwater Management Act (§ P q h+' q g Bridge Blvd. checked regularly to ensure that a good stand of grass is maintained. All areas shall be fertilized runoff calculations shall correspond to a bare earth condition or those conditions a 10-year storm to verify that stormwater will not overtop its banks and by the 62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such and re-seeded as needed until grass is established. expected to exist while the sediment basin is utilized. use of a two-year storm to demonstrate that stormwater will not cause erosion land-disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Install perimeter erosion sediment controls silt fence (3.05) and smart fence as shown on the plans to 7. Gut and fill slopes shall be designed and constructed in a manner that will minimize of channel bed or banks; and Stormwater Management Program (VSMP) Regulation or are exempt pursuant to LU intercept and detain small amounts of sediment from disturbed areas during construction in order to p g 0 Trapped sediment is to be removed as required to maintain 50 /o trap efficiency and disposed of by erosion. Slopes that are found to be eroding excessively within one year of (c) Pipes and storm sewer systems shall be analyzed by the use of a 10-year subdivision C 7 of § 62.1-44,15:34 of the Act. prevent sediment from leaving the site. Super silt fence may be used in lieu of smart fence. p g p Y spreading on site. permanent stabilization shall be provided with additional slope stabilizing measures storm to verify that stormwater will be contained within the pipe or system. n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of U) dikes 3.09 as shown on the plans to divert sediment-laden runoff to the Install temporary diversion d { } p Inlet protection shall be checked regularly for sediment build-up. If the gravel outlet is clogged by until the problem is corrected. c. If existing natural receiving channels or previously constructed man-made channels the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed to satisfy the requirements of this subdivision 19, sediment trapping structures. sediment, it shall be removed and cleaned or replaced immediately. 8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an or pipes are not adequate, the applicant shall: adequate temporary or permanent channel, flume or slope drain structure. 0 Install temporary sediment traps 3.13 as shown on len as a Phase 1 control measures riot to clearing p ry p ( ) p p 9 The contractor is responsible for keeping existing public roads in a clean, dust and mud free, 9. Whenever water seeps from a slope face, adequate drainage or other protection shall (1 } improve the channels to a condition where a 10-year storm will not overtop the banks and a two-year storm will not cause erosion to the channel, the bed, or the the site. Traps shall detain runoff long enough to allow the majority of sediment to settle out prior to leaving condition at all times. be provided- banks: or the site.. LU Erosion and sediment control program: 10. All storm sewer inlets that are made operable during construction shall be protected (2) Improve the pipe or pipe system to a condition where the 10-year storm is Install temporary sediment basins (3.14) as shown on the plan prior to clearing the site. Basins shall retain so that sediment-laden water cannot enter the conveyance system without first being contained within the appurtenances; the major runoff to allow sediment to settle prior to leaving the site. phase I filtered or otherwise treated to remove sediment. (3) Develop a site design that will not cause the pre-development peak runoff rate 1. Hold pre-construction meeting on site with inspector. 11. Before newly constructed stormwater conveyance channels or pipes are made from a two-year storm to increase when runoff outfalls into a natural channel or will NOTE: Sediment Basins 1, 2, and 3 will become permanent stormwater facilities upon completion of the 2, Install construction entrance. operational, adequate outlet protection and any required temporary or permanent not cause the pre-development peak runoff rate from a 10-year storm to increase project. Contractor is to install the permanent SWM structures associated with these ponds as as Phase 1 3. Clearing and grubbing for placement of sediment control devices only. channel lining shall be installed in both the conveyance channel and receiving when runoff outfalls into a man-made channel; or measures. These structures must be temporarily modified in order to serve as temporary sediment E&S p y p rY 4. Obtain inspector's approval prior to beginning grading operations. channel. (4) Provide a combination of channel improvement, stormwater detention or other basins. See page 15 for details. Once the upstream area has been stabilized as defined by VESCH, 5. Clear and grub main area of site protected by installed E&S controls. 12. When work in a five watercourse is performed, precautions shall be taken to minimize measures which is satisfactory to the VESCP authority to prevent downstream U contractor must completely remove the temporary measures applied to these structures in order for them encroachment, control sediment transport and stabilize the work area to the greatest erosion. V to function as permanent SWM ponds. Phase 11 extent possible during construction. Nonerodible material shall be used for the 6. Rough grade remainder of site. construction of causeways and cofferdams. Earthen fill may be used for these d. The applicant shall provide evidence of permission to make the improvements. Install a temporary compost filter sock as a temporary level spreader at the outfall of Sediment Basin #1. 7. Install drainage devices with sediment control. structures if armored by nonerodible Cover materials. e. All hydrologic analyses shall be based on the existing watershed characteristics and Sock to be manufactured by Filtrexx utilizing a 24 inch, 5 mil HDPE Soxx filter sock or approved equal. 8. Final grading. 9. Restoration and stabilization of disturbed areas, 9.Remove 13. When a live watercourse must be crossed by construction vehicles more than twice in the ultimate development condition of the subject project. � �r ❑ � Coordinate relocation/demolition of existing utilities in location shown on plans. 10, erosion and sediment control measures with the approval of the inspector. any six-month period, a temporary vehicular stream crossing constructed of f. If the applicant chooses an option that includes stormwater detention, he shall obtain W J - > nonerodible material shall be provided. approval from the VESCP of a plan for maintenance of the detention facilities. The > Q Q Temporary seeding 3.31 and/or permanent seeding 3.32 shall be laced on all critical slopes 3:1 or p ry g { ) p g ( ) p p ( Note: The Frederick County Public Works and Engineering Department retain the right to add 14. All applicable federal, state and loon[ requirements pertaining to working in or plan shall set forth the maintenance requirements of the facility and the person I-- co > greater) and as needed to stabilize disturbed areas. and/or modify these erosion and sediment control measures during the construction process, crossing live watercourses shall be met. responsible for performing the maintenance. W within reason, to ensure adequate protection to the public and the environment.1 15. The bed and banks of a watercourse shall be stabilized immediately after work in the Q° ~ Z W D E&S Phase ll: watercourse is completed. Q F30 Seeding schedule {soil stabilization}: Z Phase I controls shall remain into Phase 11 for the duration of the project or until drainage area is 16. Underground utility lines shall be installed in accordance with the following standards GAJ Y 1. All permanent seeding shall be In accordance with section 3.31 & 3.32 of the VESCH. in addition to other applicable criteria: 06 stabilized. 0 2. Spread topsoil at a minimum depth of four (4) inches. a. No more than 500 linear feet of trench may be opened at one time. W J l� Install inlet and outlet protection measures as stormwater structures are installed. 3. Incorporate pulverized agricultural limestone into the topsoil at a rate of 92 lbs. per 1,00{] Q square feet (2 tons per acre). b. Excavated material shall be placed on the uphill side of trenches. A 1•� � 0 Nearing completion of the final drive grade, the remainder of storm sewer shall be installed, Culvert Inlet 4. Fertilize with 10-10-10 fertilizer at a rate of 23 lbs per 1,000 square feet (1,000 lbs per acre). c. Effluent from dewatering operations shall be filtered or passed through an approved W W protection 3.08 and Inlet protection 3.07 shall be installed on all new inlets throughout the site. p ( ) p ( ) g 0 0 5. Seed all areas with a seed mix consisting of 67 /o Kentucky 31 Tail Fescue and 33 /0 Red Top sediment trapping device, or both, and discharged in a manner that does not Z p[ Clover. adversely affect flowing streams or off-site property. 0 LL Fill slope surface shall be left in a roughened condition to reduce erosion. Contractor shall redirect the 6. Mulch all seeded areas with straw mulch applied at a rate of 3,500 lbs per acre anchored with I­- concentrated flow awe from the fill slope b installing diversion dike and divert the runoff to sediment y p y g cutback or emulsified asphalt applied at a rate of 200 gallons per acre. d. Materia! used for backfilling trenches shall be properly compacted in order to � Cl) traps or sediment basins- minimize erosion and promote stabilization. Dust control: e. Restabilization shall be accomplished in accordance with this chapter. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or f. Applicable safety requirements shall be complied with. W greater) and as needed to stabilize disturbed areas. 1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic. Z ' Stormwater Management Structures shall not be converted from sediment basins until their respective 2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface is drainage areas are completed and stabilized. wet and repeated as needed to control dust. Hydrologic Soil Group -Frederick County, Virginia BMPs shall not be installed until their respective drainage area is completed and full stabilized. VARIANCE REQUEST - SMARTFENCE & COMPOST FILTER SOCK: Vegetative Measures: Permanent Stormwater Management Facility Maintenance Program: 747200 747300 747400 7475W 747500 747703 74MO 7099 74FW.) 74810) 74$790 748SM 748400 74BSM Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after We are requesting the use of an alternative erosion and sediment control measures that is not This has been designed to water and water quality protection measures per the Virginia Department of a listed in the Virginia Erosion and Sediment Control Handbook. project provide quantity �1 final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven 1. ACF Environmental - Smartfence: Smartfence is an perimeter erosion control device Environmental Quality requirements. Below is a project specific list of tasks for inspection and maintenance with references to (7) days to denuded areas that may not be at final grade but will remain dormant for longer than fourteen equivalent to super silt fence, see detail on sheet 16. maintenance documents published by other parties but considered a part of this program. Please review this document and all (14) days. Permanent soil stabilization shall be applied to all areas that are to be left dormant for more 2. Filtrexx - Compost Filter Sock: Compost filter sock is equivalent to silt fence, see detail on referenced documents at the start of the maintenance program to fully understand the needs for proper operation and than six (6) months. sheet 16. This will allow for less disturbance since it can be Installed on the surface and maintenance of these installed stormwater management facilities. requires no excavation.' Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or At a minimum, the following inspection and maintenance items must be provided for the facilities included in this program. temporary vegetation immediately after grading. z _ Task Frequency All earth berms, diversions and sediment trap embankments are to be machine-compacted, seeded and Vegetation Maintenance Twice Per Year mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately after (keep structures clear/berms free of woody species) construction Inspection for animal burrows Twice per Year Repair/eradicate invasive animals Within 30 days of inspection Rev. leo. Date Erosion control mats shall be installed over steep (3:1) cut and fills slope which have been brought to final Visual Inspection for proper operation Monthly or after a significant rain event grade and seeded to protect from rill and gully erosion. (removal of trash, removal of blockage, erosion) Visual Inspection of BMP orifices in SWM Ponds 2,8 Monthy Repair of damage due to rain events Within 30 days of inspection H QF (repair erosion, remove sediment, remove blockage) If any of the inspections result In finding damage or blocked structures, the owner must take action to make the necessary U repairs. All repair and damage must be back to original conditions shown in the construction plans. RANDY L. EPLER Uc. No 32809 For more detailed information on inspection and maintenance of specific design items shown on the construction plans please "VDOT �Z ''7 u 1I 1 refer to either the BMP Maintenance Manual - June 2016' (available at `�'� httpi//www,virgiiiiadot.org/business/resources/BMP_Maintenance_Marival_20160913.pdf) or the Virginia Department of $ O.NAL Environmental Quality's 'Stormwater Management's stormwater publications [available at A http://vvww.deq.virginia.gov/ProgramsfWater/StormwaterManag€-ment/Publications-aspx). S HATE: 11102/2018 DEQ publications will provide details for specific water quantity or water quality design methods, if the project includes '= � proprietary stormwater treatment systems, please refer to the manufacturer's recommendations for inspection, operation and, maintenance to ensure the systems operate at the design parameters. � ff35Vfl 4° 1Z:- 7472W 747300 747403 747500 7476W 747700 747800 7479M 74EOX 71131CO ..c-JO 7 �8`,_ _J _A' ;n SCALE: NIA m Map Sc*: 1:5,5701fprnted on A 13'd ape (11" x 8.5) " � ri Ci 5o 147 "Go :£d DESIGNED BY: KASITTC A 0 306 6ti0 1200 1$f10 ft pr9)Zckn: Vlkb M8rAor Caner coordnabe, V GS84 Edge tks: UTM Zcre 17N Wt usm Natural Resources web Soil Survey 6/2/2016 FILE NO. 2760GC Conservation Service National cooperative Soil Survey Page 1 of4 SHEET 13 OF 64 IS P#42-181 18-05 CONSTRUCTION OF A SILT FENCE GRAVEL CURE INLET SEDIMENT SILT FENCE CULVERT INLET TABLE 3,31-B �, STONE CONSTRUCTION ENTRANCE (WITH WIRE SUPPORT) FIL2'ER PROTECTION � E ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS 1, SET POSTS AND EXCAVATE A 4"]C4" 2. STAPLE WIRE FENCING TO THE POSTS.� � N 41 TRENCH UPSLOPE ALONG THE EINE ENDWALL '_ KC 70' MIN. fx+srtr<c OF POSTS. PA7�ArEArT � ��-� 'QUICK REFERENCE FOR ALL REGIONS'_ °_' � IN A r: 41 7 41 «� �' _ 0 Cil � AKRIJ. :TOEOF FLLFi7Ei 6" MIN. A CULVERT Rate LL SIDE ELEVATION ` - �--- Cl ,1 Plantin Dates Specie(Lbs,/acre) J}11 70` MIN ,/ �� � - wA 11WATN _ _ � •� Sept. 1 - Feb 15 50/50 Mix of A 4 � Annual Ryegrass Ilk FLOW multi -f lorum7 rD` MrrL `�! I �11 ' « 50 - 100 12` AfNV. AxisnAITOE OF FILL G 4" &PAMWENT d o Cereal (Winter) Rye GRAVEL FILTER 12" 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE WIRE MESH (Seca! Cereale) Ii Ii FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. RUNOFF WATER SILT FENCE o ■ YDOT r-�—Fos/nvr akv'mw ro' MIN. FILTERED WATER IS TOWARD EMBANKMENT ^ r � � DISTANCE IS 6' MINIMUM IF FLAW COUlill AGCREGATI: B ': �. • ' . L SOW ;= ear, 16 -Apr, 30 Anual Ryegrass Ell - 100 � - � � 1 I (Loliium multi-f(orum) • • MUST EXMWD FULL NTDTH OF WGRMSS M40 EGRESS PLAN VIEW .' e W'' �' I. -I • x — .�` .. OPTIONAL STONE COMBINATION TIO N r2' Al I r k -MIN II.� :• .. May 1 - Aug, 31 German Millet 50 W 1 Ii (Setaria Italica) 3' MAN , j - � SEDIMENT FLOW FILTER cLoTH CONCRETE GUTTER 12" CURB INLET , SECTION A—A I 6'-7` 111 = lVl EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FLO�, 2.5' r- ,.':.. •: ,�`::. .•: fir` Seeding SPECIFIC APPLICATION # , a FILTER FABRIC THIS METHOD OF INLET PROTECTION 13 APPLICABLE AT cvRI3 TNI,ETS � Seed shall be evenly applied with a broadcast seeder, drill, WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LTKELY TO CAUSE *VDOT J3, #357, 15, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP cuLtlpacker seeder or hydroseeder. Small grains shall be II WIRE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED TO REPLACE SILT FENCE IN HORSESHOE WHEN RRMft7kGED CONCREIE DRAIN SPACE I AREAS. HIGH VELOCITY OF FLOW 19 EXPECTED planted no more than one inch deep, Grasses and legumes shall be planted with no less than 1/4" soil cover. LU SECT 10 N B-13 _ * GRAVEL SHALL RE VDOT #3, #357 OR 5 COARSE AGGREGATE. SOURCE: Adapted from w r S , pIATE' 3'05-I PLATE 3.07-t3 SOURCES A4APTED from VDOT Standard Sheets and Ya. DSWC PLATE. 3,08 t SOURCE A�APIfD fram.,l9 ,Nrrr�land Standafds for Sarl erosian and Serlirrlent CoTlttal, and Ya, DSWC Plate 3.f12-1 SCerlrood k lye SOURCE: VA. DSWC SEDIMENT 7 r� �r7 IPE OUTLET CONDITIONS ROCK CHECK DAM TABLE 3.32-C D SEDIMENT BASIN SCIIL11i A Tl C TEMPORARY AJ ED111V1 El V T 1 RAI` � SITE SPECIFIC PERMANENT SEEDING MIXTURES « A A FDR APPALACHIAN/MOUNTAIN AREA 0 ELEVATIONS 1' VARUIBLE Total Lbs. 2 ACRES OR LESS OF DRAINAGE AREA: Minimum Care Lawn Per Acre T CREST OF EMERGENCY ORIGINAL VARU+eII SPILLWAY GROUND R - Commercial or Residential 200-250 lbs, LU [SIGN . STORM ELEV.) ' °• �0 DESIGN HIGH WATER EI -F+• - Kentucky 31 or Turf -Type Tall Fescue 90-100% (Io 0'i - Improved Perennial Ryegrass 0-10% MIN. 1.O' 67 CU, YD./ACRE « - Kentucky Bluegrass D.6' N � VARIABLE PIPE OUTLET TO FLAT ,3' 0 -10% MIN. 1.O' AREA FILTER CLOTH CHANNEL NO DEFINED High -Maintenance Lown RISER CREST PLAN VIEW (OPTIONAL) 67 C.Y./ AC. DEWATERING 67 CU, YD./ACRE Minimum of three (3) up to five (5) varieties of " DRY " STORAGE DEVICE 4' MAX. (DOWNSTREAM VIEW) (EXCAVATED) bluegrass from approved list for use in Virginia, 125 lbs, " FILTER CLOTH ORIGINAL � L U � 67 C.Y./ AC. - ELEV. VDOT #1 General Slope (311 or less) WET " STORAGE _« o x —► � COARSE AGGREGATE _ GROUND (A _ *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP - Kentucky 31 Fescue 128 lbs, F„ SEDIMENT CLEANOUT POINT FLOW '7 -Red Top Grass 2 lbs, Z (" WET 20 tios, STORAGE REDUCED23 0 TO 34 C.Y./ ACRE) CROSS SECTION QE OUTLET SECTION A -A FII,M cI.aTli M IIx "-9' bMMMED FOR o DER - Seasonal Nurse Crop 150 lbs Law -Maintenance Slope (Steeper than 30 (1) " > Kentuck DESIGN ELEVATIONS WITH CLASS I RIPRAP LENGTH (IN FEED - A 6 X DRAINAGE AREA 2-10 ACRES OF DRAINAGE AREA: -y 31 Fescue �- 108 lbs, "-� Ul EMERGENCY SPILLWAY (IN dO (MIN.) - Red Top Grass -.__. A 2 lbs, Q W AC.) 3� DIVERSION - Seasonal Nurse CropmEw 20 lbs, F— MIW. 2.4' DIKE - Crownvetch 20 lbs, Wp U) DESIGN HIGH WATER 150 lbs �e D 100 -YR. STORM ELEV.) �- ( a,� PIPE OUTLET TO WELT. , A Perennial Ryegrass will germinate faster and at lower soil ' DEFINED CHANNELtem3' eratures than fesMIN. 0.5' —.� ► �— FILTER CLOTH W MIN. 1.0' PLAN VIEW resistance for seedbed cue, thereby providing cover and erosion (OPTIONAL) 67 C.Y./ Ac. La (DOWNSTREAM VIEW] )K� Ilse seasonal nurse crop in accordance with seeding dates as W DRY " STORAGE _ RISER CREST/ f / a 67 C.Y./ AC. DEWATERING ■■ stated below! �y ` r D � March, April through May 15th Annual Rye � W W DEW j ! '�/� _L VDOT 1 May 16th through August 15th Foxtail Millet z LL'` WET " STORAGE 'DEVICE COARSE AGGREGATE / Y g LL I` r' % — j Ai COARSE AGGREGATE August 16th through Sept„ Ilct, Annual Rye EXCAVATED _� FILTER CLOTH ��'� SECTION A -A fNovember through February Winter Rye SEDIMENT CLEANOUT P01NT �/ FMTER CLOTR HEY IN 6"-9"; RECGIOL �iDED FOR ENTIRE PEREI&MM FLOW 1 3' TIONS WITHOUT NOTES: 1. APRON LINING MAY BE RLPRAP, GROUTED RIPRAP, GABIQN DESIGN ELEVABASKET, OR CONCRETE. ��� If 1= latpea is used, increase to 30 lbs,/acre, All legume seed EMERGENCY SPILLWAY COARSE AGGREGATE SHALL BE VDOT X13, #357 OR #5 2. La IS THE LENGTH OF THE RIPRAP .APRON AS CALCULATED },�► uslNc PLATES s.iB-3 AND 3,18-4- must be properly inoculated, Weeping Lovegrass may also be (RISER PASSES 25 -YR. EVENT) OUTLET PERSPECTIVE VIE1N S. d - 1.5 TMS THE MAXOil I STONE DIASTER, BUT NOT Included in any Slope Or (ow-maintance mixtures during warmer LESS THAN s INCHES. CLASS t RIPRAP seeding periads7 add 10-20 lbs/acre in mixes, PLATE. 3,14-2 SOURCE: VA. DSWC PLATE. 3.13-2 Source: Va, DSWC Plate 3,18-1 PLATE 3.20-1 SOURCE: VA. DSWC _ - ,� EXAMPLE PLAN VIEWS OF SPACING BE T T�YEEN CINE C DAMS � RECO1I�11�IE-NDE. I)E WA TERII� BAFFLE L O CA TIOIS IN SYSTEM FOR SEDIMENT TEMP+ORAR Y DI VERSION DIKE Cly BASINS SEDIMENT BA SINS L = THE DISTANCE SUCH THAT POINTS >= A AND H ARE OF EQUAL ELEVATION II >p/z NO SCALE co=pacted 9071 ENFEOW —+� �� RISER PROVIDE ADEQUATE 9 E8" Maio STRAPPING POLYETHYLENE CAP D/2 — Plow A L B 0 L o TOTAL DISTANCE FROM NORMAL POOLS ` THE POINT OF INFLOW THE URND ISER E BAFFLE TO01111 Mill I LA 111110-7111111011111 � ++ DEPTH I,— 4.5' min VARIES AS NORMAL POOL TACK WELD — + REQUIRED PERFORATED POLYETHYLENE FOR" DRY w� —� DRAINAGE TUBING, DIAMETER STORAGE �� D/2 L RISER Rev. No. Date n VARIES (SEE CALCULATIONS IN I APPENDIX 3.14-A) D : BAFF SOURCEVA. DSWC I i , PLATE 3.0-1 SOURCE: VA. DSWC H� PLATE. 3.20-2 WET " FERNOO-STYLE °COUPLING STORAGE -� NORMAL POOL RISER INFLOW ' . �- • � �+ DEWATERING ORIFICE, � RAND L. K PLER SCHEDULE 40 STEEL STUB 1 --FOOT MINIMUM, No32809 . , DIAMETER VARIES (SEE CALCULATIONS IN �� 0 LicJ WPI�� CORRUGATED METAL RISER APPENDIX 3.14-R) BAFFLE �` ° �� • s 0/2 f7 --yam -101VAL L2 i.� NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE L L1 + L2 DOZER TREADS CREATE [)ATE: '1110212018 GROOVES PERPENDICULAR INFLOW TO THE SLOPE, SUPER SILT FENCE - FILTER FABRIC TO PREVENT SAGGING, FILTER CLOTH TO BENlA *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 OVER CHAIN LINK FENCE FASTENED SECURELY TO CHAIN LINK FENCE WITH SCALE: AND AASHTO M294 (SEE DETAIL, SHL C2-04) TIES SPACED EVERY 12" AT TOP AND MID SECTION. POSTS MIN, SIZE 2 i/2" DIA. TRA CKING DESIGNED BY: KASITTC '►` GALV ALUM FENCE POSTS SEI- SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTATION GUIDE PLATE. 3.29-4 AT LEAST 3' INTO THE GROUND. FILE N4, 2760GC 6• MAX. SHEET 14 OF 64 SOURCE: VA. DSWC PLATE. 3.14-15 S P#42-18 18-05 24" COMPOST FILTER SOCK SB#1 EMBANKMENT �I--I-- 1.01x% ' r N int. V -DITCH WIZERO LONGITUDINAL SLOPE AT SB#1 OUTFALL INVERT 655.00 SB#1 _ LEVEL SPREADER OUTFALL NOT TO SCALE 12' WIDE ELEV.=666.00 TEMP.PERFORATED POLYETHYLENE DRAINAGE PIPE %���!A A T � (15") 5SEE DETAIL SHEET 14ING EM BLOCK SPILLWAY - OPENING TO y 100YR WATER ELEV = 664.10** ELEV.=663.50 ELEV =662.5 ------- -- 11E LIE] [ILI HAND WHEEL (TYP) TOP OF RIfRa- VDOT L ELEV =663 20 DRY STORAGE ELEV 663.20' STEM GUIDE (TYP) ■® = 662.0020'Wx1. H9'10YRWATER ELEV -661.31 41 TERMINATE LINER �, INSTALL 2'' D0 NC1T INSTALL REVERSE PIPE, 10 YR WSE DEWATERING �DEWATERING DEVICE TO BE ORIFICE = 660.00 INSTALLED DURING E&S PHASE g WET STORAGE ELEV 660.00' EX.GRADE INV.=660.00 SB1 FLOOR EW -1 (SEE LOW FLOW y ORIFICE DETAIL,THIS SHEET) 36" RCP ASTM C-361 �f,�.\� b ` -� 4" ORIFICE (RUBBER GASKETS �'�\\° - INV.=657.50 \' W.T. JOINTS) INV. 6" GATE VALVE WITH STEM 4000 ID'S€ CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' GRADE I (� INV.= 001j. rust d ` CONCRETE FILL I a ELEV = 652.70 FOR BUOYANCY CONCRETE BLOCKS I I FOR VALVE SUPPORT I I I •� I LZ _ I Z� ELEV = 648-203, SEDIMENT BASIN #1 (SWM POND #1) - PRINCIPAL RISER MODIFICATIONS Nis 6" DIF' DRAIN WITH VALVE (NORMALLY CLOSED) -- CAPIBLOCK OPENING l / ppop� RAPE 2' CLAY LINER WITH 6" TOPSOIL CAP '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 - Nates: 1. The reclired storage volume is based upon 134 cu. yds. Per acre (or 3618 cu. ft.. per acre) = 80% trap efficiency. 2. V1=0.85xD1x Al 3. V2= RAI +A2)J2] x D2 4. Total drainage area is used to design the outlet structure of the trap. 5. Construction of the sediment trap shall be in accordance with the latest version of the VA Erosion & Sediment Control Handbook. 10' WIDE SPILLWAY LEV.=673.00 TOP OF BERG ELEV.=675.00 TERMINATE LINER 10 YR WSE --` --- 24" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) ------------ 40100 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL - FOR BUOYANCY BLOCK OPENING TO ELEV= 672.00 4 INSTALL 6" DEWATERING ORIFICE = 669.50 < INV.=667.50 _y< 4 I � V 3.0' i- - - - - - - - f "THE 1001 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL OPENINGS BEL0W THE TOP OF THE RISER ARE CLOGGED AND THE STARTING WSE IS AT THE TOP OF THE RISER. 10' WIDE ELEV.=681.50 SPILLWAY ELEV.=679.00 TERMINATE LINER @ 10 YR WSE 24" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL FOR BUOYANCY TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL ELEV -673.00 " V DRY STORAGE ELEV 672.00' 100 YR WS ELEV 673.831** 'I OYR WATER ELEV = 672.78 ]L TEMP. PERFORATED NR POLYETHYLENE DRAINAGE LEV = 670.79ti PIPE (8") DEWATERING JL 1 5'W 2.3'H SYSTEM SEE DETAIL SHEET 14 GRADE AT �s ,. V WET STORAGE ELEV 669.50' S82 FLOOR VDOT EW -1 (SEE LOW 'f\\ PVC DH 40 FLOW ORIFICE DETAIL, THIS SHEET) BLOCK OPENING ,� �\ GRADE 666.60 �/�/\ AT BOTTOM a` f \ rte. �`� OF SB2 PROP 2' CLAY LINER WITH 6" -- TOPSOIL CAP' SEDIMENT BASIN #2 (SWM POND #2) - PRINCIPAL RISER MODIFICATIONS I� 4 INSTALL" STEEL PLATE WI8" DEWATERING - ORIFICE = 675.20 t'-, INV.=675.00 I 3.0' 4 I . L_� --- NTS TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL 7 100 YR WS ELEV 679.86"*'* TOP OF RISER ELEV =679.50 TEMP. PERFORATED POLYETHYLENE DRAINAGE PIPE (10") DEWATERING SYSTEM SEE DETAIL SHEET 14 Ll 1+'1 FIR EV = 677.3O,� o ``' Q DRY STORAGE ELEV 677.30' V 10 I N vva 2.2'H 12" SCH 40 PVC SEDIMENT TRAP COMPUTATIONS VDOT EW -1 (SEE LOW FLOW r[ Rei, r7 r_ n.1i - I11'.t' �:!-EET) Q WET STORAGE ELEV 675.20' - ` r 1.5" QRIFICI. TRAP NO. DRAINAGE AREA (ACRES) STORAGE REQUIRED (CU. FT.) STORAGE PROVIDED (CU. FT.) DEWATERING DEVICE TO BE Cdz WET STORAGE DRY STORAGE EXCAVATED DEPTH (FT.) BERM HEIGHT H (FT.) TOP BERM WIDTH W (FT.) OUTLET HEIGHT He (FT.) CLEANOUT HEIGHT (FT.) OUTLET TYPE LENGTH OF GRAVEL WEIR (FT.) DEPTH AREA Al D1 (FT.) (SQ. FT.) VOLUME VOLUME SURFACE REQUIRED PROVIDED DIMENSION (CU. FT.) V1 (CU. FT.) (FT. x FT.) DEPTH D2 (FT.) AREA A2 (SQ. FT.) VOLUME VOLUME SURFACE REQUIRED PROVIDED DIMENSION (CU. FT.) V1 (CU. FT.) (FT. x FT.) 1 1.40 5066 5961.6 3.0 1152 2533 2937.6 18 30 64 2.0 1872 2533 3024 26 x 72 3.0 3.0 2.5 2.0 3.0 GRAVEL 9 2 1.12 4053 4716.8 3.0 896 1 2026.5 2284.8 1 16 X 56 1 2.01 1536 r 2027 1 2432 1 24 X 64 3.0 3.0 1 25 1 2.0 3.03 1 GRAVEL 7 Nates: 1. The reclired storage volume is based upon 134 cu. yds. Per acre (or 3618 cu. ft.. per acre) = 80% trap efficiency. 2. V1=0.85xD1x Al 3. V2= RAI +A2)J2] x D2 4. Total drainage area is used to design the outlet structure of the trap. 5. Construction of the sediment trap shall be in accordance with the latest version of the VA Erosion & Sediment Control Handbook. 10' WIDE SPILLWAY LEV.=673.00 TOP OF BERG ELEV.=675.00 TERMINATE LINER 10 YR WSE --` --- 24" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) ------------ 40100 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL - FOR BUOYANCY BLOCK OPENING TO ELEV= 672.00 4 INSTALL 6" DEWATERING ORIFICE = 669.50 < INV.=667.50 _y< 4 I � V 3.0' i- - - - - - - - f "THE 1001 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL OPENINGS BEL0W THE TOP OF THE RISER ARE CLOGGED AND THE STARTING WSE IS AT THE TOP OF THE RISER. 10' WIDE ELEV.=681.50 SPILLWAY ELEV.=679.00 TERMINATE LINER @ 10 YR WSE 24" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL FOR BUOYANCY TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL ELEV -673.00 " V DRY STORAGE ELEV 672.00' 100 YR WS ELEV 673.831** 'I OYR WATER ELEV = 672.78 ]L TEMP. PERFORATED NR POLYETHYLENE DRAINAGE LEV = 670.79ti PIPE (8") DEWATERING JL 1 5'W 2.3'H SYSTEM SEE DETAIL SHEET 14 GRADE AT �s ,. V WET STORAGE ELEV 669.50' S82 FLOOR VDOT EW -1 (SEE LOW 'f\\ PVC DH 40 FLOW ORIFICE DETAIL, THIS SHEET) BLOCK OPENING ,� �\ GRADE 666.60 �/�/\ AT BOTTOM a` f \ rte. �`� OF SB2 PROP 2' CLAY LINER WITH 6" -- TOPSOIL CAP' SEDIMENT BASIN #2 (SWM POND #2) - PRINCIPAL RISER MODIFICATIONS I� 4 INSTALL" STEEL PLATE WI8" DEWATERING - ORIFICE = 675.20 t'-, INV.=675.00 I 3.0' 4 I . L_� --- NTS TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL 7 100 YR WS ELEV 679.86"*'* TOP OF RISER ELEV =679.50 TEMP. PERFORATED POLYETHYLENE DRAINAGE PIPE (10") DEWATERING SYSTEM SEE DETAIL SHEET 14 Ll 1+'1 FIR EV = 677.3O,� o ``' Q DRY STORAGE ELEV 677.30' V 10 I N vva 2.2'H 12" SCH 40 PVC o U- 10 Z CL 0z VDOT EW -1 (SEE LOW FLOW r[ Rei, r7 r_ n.1i - I11'.t' �:!-EET) Q WET STORAGE ELEV 675.20' - ` r 1.5" QRIFICI. INV.=674-P-- =`�L- DO NOT INSTALL REVERSE PIPE, W0 DEWATERING DEVICE TO BE Cdz INSTALLED DURING E&S PHASE GRADE 671.00 AT BOTTOM OF SB3 X, U) r�•f/% ��% ; .. - _ -� pRC)P. GRADE ELEV = 671. 2' CLAY LINER WITH 6" TOPSOIL CAP **THE 100 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL OPENINGS BELOW THE STORMWATER MANAGEMENT BASIN 3 TOP OF THE RISER ARE CLOGGED AND THE STARTING WSE IS AT THE TOP OF THE RISER. PRINCIPAL RISER SECTION NTS SEDIMENT BASIN CONVERSION TO SWM BASIN N©TES:. 1. THE DETAIL ABOVE SHOWS THE PERMANENT RISER AND OUTFALL STRUCTURE IN COLOR GRAY AND TEMPORARY E&S MODIFICATIONS TO THE SEDIMENT BASIN ARE SHOWN IN BLACK. 2. INSTALL PRINCIPAL RISER, OUTLET PIPE, AND DAM EMBANKMENT AS SHOWN ON SWM POND DETAIL SHEETS. 3. E&S MEASURES TO REMAIN UNTIL UPSTREAM AREAS ARE PERMANENTLY STABILIZED. 4. DURING E&S PHASE, WHILE IN USE AS A SEDIMENT BASIN, THE PRINCIPAL RISER SHALL BE MODIFIED AS SHOWN ABOVE. TEMPORARILY BLOCK WEIR AND ORIFICE OPENINGS AND INSTALL TEMPORARY DEWATERING ORIFICE AND DEWATER DEVICE. 5. TO CONVERT FROM SEDIMENT BASIN TO SWM BASIN - DEWATER BASIN AS NECESSARY USING PUMPED WATER FILTER BAG. - REMOVE ALL ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE BASIN. - REGRADE BASIN BOTTOM TO MATCH PROPOSED GRADING SHOWN ON THE GRADING PLAN AND POND DETAIL SHEETS. - REMOVE TEMPORARY DEWATERING DEVICE AND GROUT DEWATERING ORIFICES CLOSED (UNLESS OPENING IS PROPOSED WITH SWM BASIN). - REMOVE TEMPORARY BLOCKING. - SEE SHEETS 36-43 FOR SWM BASIN DETAILS. NW c cs COr CD c e rq v J W (D _ efl , N fp,._ _ �• R RG 7+ > oW) o U- 10 Z CL 0z zw - of W Z W0 Cdz W U) ❑ 0 X W LL I� EL � ? J_ Q LIQ! W !j n 0 06 0 �e LU J J V � W W ■ Z 0 W W LL z W z 0 0 Rev. No. Date TH op �, RA L. K PLEB ' Lic. NO. 32809 O 12 --Au 4-2 o 19 NAL DATE: 11102/2018 SCALE: NIA DESIGNED BY: KASITTC FILE NO. 2760G+C SHEET 15 OF 64 SP#42-18 18-05 EXISTING CONTOURS BLOWN / PLACED FILTER MEDIA DISTURBED AREA 2" x 2" WOODEN STAKES PLACED @ 10' O.C. COMPOST FILTER SOCK SECTION VIEW UNDISTURBED AREA a �- \ DISTURBED AREA COMPOST FILTERUNDISTURBED AREA 2"x2" WOODEN STAKES SOCK PLACED @ 10-0 C. NOTES: 1. COMPOST FILTER SOCK SHALL BE PLACED AT EXISTING LEVEL GRADE. BOTH ENDS OF THE SOCK SHALL BE EXTENDED AT LEAST 8' UP SLOPE AT 450 TO THE MAIN SOCK ALIGNMENT. 2. TRAFFIC SHALL NOT BE PERMITTED TO CROSS FILTER SOCKS. 3. ACCUMULATED SEDIMENT SHALL BE REMOVED WHEN IT REACHES 1/2 THE ABOVE GROUND HEIGHT OF THE SOCK AND DISPOSED IN THE MANNER DESCRIBED ELSEWHERE IN THE PLAN. 4. SOCKS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT. DAMAGED SOCKS SHALL BE REPAIRED ACCORDING TO MANUFACTURER'S SPECIFICATIONS OR REPLACED WITHIN 24 HOURS OF INSPECTION. 5. BIODEGRADABLE FILTER SOCK SHALL BE REPLACED AFTER 6 MONTHS; PHOTODEGRADABLE SOCKS AFTER 1 YEAR. POLYPROPYLENE SOCKS SHALL BE REPLACED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. 6. UPON STABILIZATION OF THE AREA TRIBUTARY TO THE SOCK, STAKES SHALL BE REMOVED. THE SOCK MAY BE LEFT IN PLACE AND VEGETATED OR REMOVED. IN THE LATTER CASE, THE MESH SHALL BE CUT OPEN AND THE MULCH SPREAD AS A SOIL SUPPLEMENT. 7. COMPOST SHALL MEET THE FOLLOWING STANDARDS OR APPROVED MANUFACTURER'S RECOMMENDATIONS. COMPOST FILTER SOCK Table 4.1 COMPOST SOCK FABRIC MINIMUM SPECIFICATIONS Filtrexx & .1MD TABLE 4.2 ORGANIC MATTER CONTENT 80% - 100% (DRY WEIGHT BASIS) ORGANIC PORTION FIBROUS AND ELONGATED Ph Heavy Duty MOISTURE CONTENT 35%-65% PARTICLE SIZE 98% PASS THROUGH 1" SCREEN Multi -Filament Multi -Filament THE HFOEMNIoN CONTAINED"TME 42" T 34" Polypropylene Polypropylene Material Type 3 mil HDPE 5 mil HDPE 5 mil HDPE (MFPP) (HDMFPP) Material Photo- Photo- Bio- Photo- Photo - Characteristics de radable de radable de radable degradable de radable POST TENSIONING CABLE CHANNEL 12" 12" 12" 12" CABLE CHANNEL 121" 18'" 18" 18'" 18'" Sock Diameters 18" 24," 24" 241" 24" 321' 32" 32" 32," Mesh Opening 3/8"' 3181" 3/8" 318" 1/8" Textile Strength 26 psi 26 psi 44 psi 202 psi Ultraviolet Stability % 23% at 230/6 at 100% at 100% at Original Strength 1000 hr. 1000 hr. 1000 hr. 1000 hr. (ASTM G-155) Minimum Functional 6 months 9 months 6 months 1 year 2 years Longevity Twy-ply systems HDPE biaxial net Continuously wound Inner Containment Netting Fusion -welded junctures 3/4" x 3/4" Max. aperture size Composite Polypropylene Fabric (Woven layer & non -woven fleece Outer Filtration Mesh mechanically fused via needle punch) 3/16" Max. aperture size Sock fabrics composed of burlap may be used on projects lasting 6 months or less. Filtrexx & .1MD TABLE 4.2 ORGANIC MATTER CONTENT 80% - 100% (DRY WEIGHT BASIS) ORGANIC PORTION FIBROUS AND ELONGATED Ph 5.5-8.0 MOISTURE CONTENT 35%-65% PARTICLE SIZE 98% PASS THROUGH 1" SCREEN SOLUBLE SALT CONCENTRATION 5.0 dS MAXIMUM 0 a, h U n a I I n to L TACKWEL.D ALL AROUND #6 X 12' SPACER BAR (TYPICAL) m 0 MAX. WATER LEVEL MINIMUM FREESDARD 16" DIAMETER FILTRi'J X6 SOXX7"E (ALSO AVAILABLE IN 8", 12" AND 24" DIAME'T'ERS) 2' X 2" X 36' WOODEN STAKES PLACED 10" Q.C. SINGLE INSTALLATION SECTION NTS MAX WATER LEVEL 4" MINIMUM FREEBOARD 2:1 A#AXSLopS /'�?` - 18" DIAMETER F[LTREXxS SOxXTM - (ALSO AVAILABLE IN 8", 12" AND 24" DIAMETERS) 2" x 2"X 38" WOODEN STAKES PLACED 10' O.C. PYRAMID INSTALLATION SECTION NTS FILTREXX@ RUNOFF DIVERSION SECTIONS NTS ANTI- VORTEX DE VI GE DESIGN PLAN VIEW h D RISER DAMETER SECTION A -A PRESSURE RELIEF HOLES 1/2- DIA. J H i 6' LAIN. SUPPORT BAR SIZE (#6 REW MIN.) ��'3�1►l�lli�L�� TOP STIFFENER (IF REQUIRED) IS -X --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 I,/8' STEEL PLATE. NOTES: , . 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 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 -POST TENSIONING TIE (TYP OF 4) DWsEN&+ONSIN IrONFS 5 FT. METAL T -POST --- --- S' TYPICAL I (1.25 LB/FT MINIMUM) TWGL4LC MACH 4FND 6 - 2." 1 -i- THE HFOEMNIoN CONTAINED"TME 42" T 34" 4" J22` 1 16. ATTACHMENT POINTS {USING INDICATOR LINEHING NYLON TIES OR METAL WIRE) AP XIVIOH tl0 NOT SOME DRAWItO LOCATED AT REINFORCED POST TENSIONING CABLE CHANNEL ATTACHMENT NYLON TIES OR ITYP AT EACH T -POST) METAL WIRE FOR POSTS SHALL BE PLACED BELOW TENSIONING TIE LOCATION WITHIN LOWER I INCH OF REINFORCED POST POST TENSIONING CABLE CHANNEL TENSIONING TIES REINFORCED POST TENSIONING CABLE CHANNEL 10 INCHES FABRIC ANCHORAGE DEF ISOMETRIC VIEW 5 FT, METAL T -POST (1.25 LB/FT MIN.) SMART FENCE HC INSTALLED WITH T -POSTS 992 DETAILS OF CORR UGA TED METAL ANTI -SEEP COLLA' Ni5PAi1 CIOEAITR WRH O0RRVGWIFOHS Ck1MAL COLLAR TO BE OF sews GAGE AS THE PPE WON VIM n IS u Q WELn- 1/.27 X :e 9L0TEED HOLES FOR 12' MIN.. 3/E• DtA11€7FR BOLTS. t 9 I'_L t Ul &Vie WELD BOTH SIDES ATOS IM HOUS C 7F71 EEETX --WNMWU51YFtQSECTION B -B CDOF SAM Mro 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 1/2" DIAMETER RODS WITH STANDARD TANK SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE. DETAIL OF HELICAL PIPE ANTI -SEEP COLLAR WELD 1 r X 1 1167 x 1 1/6' ANy'LES 70 001-4V OR RUND A 96 SIZE AND SPACING OF SLOTTED AHMZ r !6' WIVE AS SHcrM+ w DRAMS. OPENINGS SHALL BE THE SAME AS SHOWN FOR CM COLLAR. NOTE FOR BANDS AND COLLARS. 1 1/67 MODIFICATIONS OF THE DETAILS USE RODS AND LUGS TO CLAMP SHOWN MAY BE USED PROVIDING BANDS SECURELY TO PIPE. t r1e� EQUAL WATERTIGHTNESS IS MAINTAINED AND DETAILED DRAWINGS ARE SUBMITTED AND IB MIH. APPROVED BY THE ENGINEER PRIOR TO DELIVERY. &INID OF ISOMETRIC VIEW LIETAL DOLIM SFWL BE = TO FIT COM.10ATIONS OF Har_,kL RVHD, AND RM AM LW WELOM WH A COWNLIOVS WELD.. NOTE. FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE. ""Al- DOLLAR TO BE NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: F OF NEUCAL 1. CORRUGATED METAL. SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4F -r.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. PARTIAL ELEVATION 2. CONCRETE, SIX INCHES 'THICK FORMED AROUND THE PIPE Res. Ewe. FELD MWJAL WITH #3 REBAR SPACED 15' HORIZONTALLY AND VERTICALLY. SOURCE: USDA -SGS PLATE. 3.14-13 " Loudoun County, Virginia www.loudoun.gov Department of Building and Development 1 Harrison Street, S. E., P. O. Box 7040, Leesburg, VA 20177-7000 (703)777-0220 Fox N=tbe�8: Permits (703)771-5522 - Eoginecring (703)737-8993 Zoning & Ad=inisastion (7D3)771.5215 Super Silt Fence A&Ankm Paws CAM LAIC CX lTff$ ONE CRAM l71'1s MCI lAT= OF mass 1A>iss1C ATTACMID Ta rF m'M >P►>tial,C io' um %To 42" 3d" 4e 4r UNDINUMM s•Zia 11 s FAHf![C IFUMT1is - YAM 81UlifD ELEMION VI N x x -X -x�x SECTION VIEW SUPER aSILT� FENCE. _ FENCING Ch6tln link lance shad be 34' above ,grade with, a' embedded for a total fabric width of 42". The poet rhtall be 42" abe" grade with 80' .Ppynlaced below grade (without concrete) I for a total leneb. of '. NOTES 1. Chain link fence shaU be fruiitened wworeEly to fence poets with wbe tt- 8. filter fabrla t6WU be fastened seewvly to chain limy fence wit1T, ties t VOI harlsantall,� 24 at the tap and midnic lion 3. Fbyfsiaal drllles of the filter fabrla aball nonfarm to the la� erditiotl of THiI; 1►IRGIiIRA S9OSlan't Ik �f" CON1YZtiL XfAIriDSOOY. 4. apppe a Iptr of finer fabric ttEovin each other, they shatli be aver pad andfolded. 6. Yeintsnauae a %be per1brs ad as nead� _ itndoma rl�p:t %bale -a who® se Lia nt b raraahee dv76 of the a ►i FIGURE 3 Section 7.604 Adoption Date~: 02111/2015 SUPER SILT FENCE Definition A temporary 'barrier of Geotextile Class F over 2 -inch wire fabric mesh (chain link) used to control sediment - laden runoff from small drainage areas. Purpose To reduce runoff velocity and allow the deposition of transported sediment to occur. Limits imposed by ultraviolet light stability of the fabric will dictate the maximum time period the silt fence may be used. 1) Super silt fence (SSF) provides a barrier that can collect and hold debris and soil, preventing the material from entering critical areas, streams, streets, etc. 2) Super silt fence can be used where the installation of dike would destroy sensitive areas, woods, wetlands, etc. 3) Super silt fence should be placed as close to the contour as possible. No section of silt fence should exceed a grade of 5%4 for more than 50 feet. 4) Super silt fence is not intended to replace primary controls such as sediment traps or sediment basins. Design Criteria Length of the flow contributing to Super Silt Fence shall conform to the following limitations: Slope Slope Steepness Slope Length (Max.) Silt Fence Len h Max) 0-10% 0-10:1 Unlimited Unlimited 10-20% 10:1-5:1 200 feet 1,500 feet 20-33%© 5:1-3:1 100 feet 1,000 feet 33-50% 3:1- 2:1 1030 feet 500 feet 50%+ 2:1 + 50 feet 250 feet Construction Specifications 1) Fencing shall be 42 inches in height and constructed in accordance with the latest Virginia Department of Transportation Road and Bridge Standards for chain link fencing. 2) Chain link fence shall be securely fastened to the fence posts with wire ties or other suitable means. The lower tension wire, brace and truss rods, drive anchors and post caps are not required except on the ends of the fence. 3) The silt fence fabric shall be securely fastened to the chain link fence with tires spaced every 24 inches at the top and mid-section. 4) The silt fence fabric shall be embedded a minimum of 8 inches into the ground. 5) When two sections of silt fence fabric adjoin each other, they shall be overlapped by 6 inches and folded. 6) Maintenance shall be performed as needed and silt build-up removed when the silt reaches one-half the height of the fence. 7) The silt fence fabric shall meet the following requirements for Geotextile Class F: Tensile strength 50 lb/in (min) ASTM Test Method D- 4595 Tensile Modulus 203 lb/in (min) ASTM Test Method D 4595 Flow hate 0.3 gal/cu.ft. /min. (max) ASTM Test Method D- 5141 Filtering Efficiency 75% (min) ASTM Test Method D-5141 References: VDeOT Road and Bridgc Standards Vol. I 1993 Maryland Department of Environment Water Management Administration US Department of Agriculture Soil Conservation Service N to CO t11 N r pq Q eN`fN n M . 4 aP C4 w =alotisa a � E o c C L Q i!7 r G U - a W I❑ W Q CO) Z F3 q a3 W i- Q 0 Y J � W a LU W Z W 0 LL U) Rev. No. I Date rH ©,1 ' URAN Y K LER b Lic. No. 32849 _OPAL _ DATE: 19/02/2018 DESIGNED BY: IKASITTC FILE NO. 2760GC SHEET 16 OF 64 SP#42-18 18-05 DWsEN&+ONSIN IrONFS OOI N . i4ApNM CT TWGL4LC MACH 4FND TWO PLACE DFCWDL4 P4OP4&TAW AND Q7IHNDJKHAL 7A4FF PLaGE DFO4."M THE HFOEMNIoN CONTAINED"TME W1[2.A D4AM4 E 1 HE SOLE P4pPEM OE ACS EN1'BICF:bENTALANY REPRODUVION " W PARI OR AS A VAOU INA NOW 1 HE NEXT ASSY USED ON WAFTEN PTft=IDN OF AGF €N+AtO:n:LYiAIFS PRON'ZdFW. AP XIVIOH tl0 NOT SOME DRAWItO 5 FT, METAL T -POST (1.25 LB/FT MIN.) SMART FENCE HC INSTALLED WITH T -POSTS 992 DETAILS OF CORR UGA TED METAL ANTI -SEEP COLLA' Ni5PAi1 CIOEAITR WRH O0RRVGWIFOHS Ck1MAL COLLAR TO BE OF sews GAGE AS THE PPE WON VIM n IS u Q WELn- 1/.27 X :e 9L0TEED HOLES FOR 12' MIN.. 3/E• DtA11€7FR BOLTS. t 9 I'_L t Ul &Vie WELD BOTH SIDES ATOS IM HOUS C 7F71 EEETX --WNMWU51YFtQSECTION B -B CDOF SAM Mro 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 1/2" DIAMETER RODS WITH STANDARD TANK SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE. DETAIL OF HELICAL PIPE ANTI -SEEP COLLAR WELD 1 r X 1 1167 x 1 1/6' ANy'LES 70 001-4V OR RUND A 96 SIZE AND SPACING OF SLOTTED AHMZ r !6' WIVE AS SHcrM+ w DRAMS. OPENINGS SHALL BE THE SAME AS SHOWN FOR CM COLLAR. NOTE FOR BANDS AND COLLARS. 1 1/67 MODIFICATIONS OF THE DETAILS USE RODS AND LUGS TO CLAMP SHOWN MAY BE USED PROVIDING BANDS SECURELY TO PIPE. t r1e� EQUAL WATERTIGHTNESS IS MAINTAINED AND DETAILED DRAWINGS ARE SUBMITTED AND IB MIH. APPROVED BY THE ENGINEER PRIOR TO DELIVERY. &INID OF ISOMETRIC VIEW LIETAL DOLIM SFWL BE = TO FIT COM.10ATIONS OF Har_,kL RVHD, AND RM AM LW WELOM WH A COWNLIOVS WELD.. NOTE. FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE. ""Al- DOLLAR TO BE NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: F OF NEUCAL 1. CORRUGATED METAL. SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4F -r.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. PARTIAL ELEVATION 2. CONCRETE, SIX INCHES 'THICK FORMED AROUND THE PIPE Res. Ewe. FELD MWJAL WITH #3 REBAR SPACED 15' HORIZONTALLY AND VERTICALLY. SOURCE: USDA -SGS PLATE. 3.14-13 " Loudoun County, Virginia www.loudoun.gov Department of Building and Development 1 Harrison Street, S. E., P. O. Box 7040, Leesburg, VA 20177-7000 (703)777-0220 Fox N=tbe�8: Permits (703)771-5522 - Eoginecring (703)737-8993 Zoning & Ad=inisastion (7D3)771.5215 Super Silt Fence A&Ankm Paws CAM LAIC CX lTff$ ONE CRAM l71'1s MCI lAT= OF mass 1A>iss1C ATTACMID Ta rF m'M >P►>tial,C io' um %To 42" 3d" 4e 4r UNDINUMM s•Zia 11 s FAHf![C IFUMT1is - YAM 81UlifD ELEMION VI N x x -X -x�x SECTION VIEW SUPER aSILT� FENCE. _ FENCING Ch6tln link lance shad be 34' above ,grade with, a' embedded for a total fabric width of 42". The poet rhtall be 42" abe" grade with 80' .Ppynlaced below grade (without concrete) I for a total leneb. of '. NOTES 1. Chain link fence shaU be fruiitened wworeEly to fence poets with wbe tt- 8. filter fabrla t6WU be fastened seewvly to chain limy fence wit1T, ties t VOI harlsantall,� 24 at the tap and midnic lion 3. Fbyfsiaal drllles of the filter fabrla aball nonfarm to the la� erditiotl of THiI; 1►IRGIiIRA S9OSlan't Ik �f" CON1YZtiL XfAIriDSOOY. 4. apppe a Iptr of finer fabric ttEovin each other, they shatli be aver pad andfolded. 6. Yeintsnauae a %be per1brs ad as nead� _ itndoma rl�p:t %bale -a who® se Lia nt b raraahee dv76 of the a ►i FIGURE 3 Section 7.604 Adoption Date~: 02111/2015 SUPER SILT FENCE Definition A temporary 'barrier of Geotextile Class F over 2 -inch wire fabric mesh (chain link) used to control sediment - laden runoff from small drainage areas. Purpose To reduce runoff velocity and allow the deposition of transported sediment to occur. Limits imposed by ultraviolet light stability of the fabric will dictate the maximum time period the silt fence may be used. 1) Super silt fence (SSF) provides a barrier that can collect and hold debris and soil, preventing the material from entering critical areas, streams, streets, etc. 2) Super silt fence can be used where the installation of dike would destroy sensitive areas, woods, wetlands, etc. 3) Super silt fence should be placed as close to the contour as possible. No section of silt fence should exceed a grade of 5%4 for more than 50 feet. 4) Super silt fence is not intended to replace primary controls such as sediment traps or sediment basins. Design Criteria Length of the flow contributing to Super Silt Fence shall conform to the following limitations: Slope Slope Steepness Slope Length (Max.) Silt Fence Len h Max) 0-10% 0-10:1 Unlimited Unlimited 10-20% 10:1-5:1 200 feet 1,500 feet 20-33%© 5:1-3:1 100 feet 1,000 feet 33-50% 3:1- 2:1 1030 feet 500 feet 50%+ 2:1 + 50 feet 250 feet Construction Specifications 1) Fencing shall be 42 inches in height and constructed in accordance with the latest Virginia Department of Transportation Road and Bridge Standards for chain link fencing. 2) Chain link fence shall be securely fastened to the fence posts with wire ties or other suitable means. The lower tension wire, brace and truss rods, drive anchors and post caps are not required except on the ends of the fence. 3) The silt fence fabric shall be securely fastened to the chain link fence with tires spaced every 24 inches at the top and mid-section. 4) The silt fence fabric shall be embedded a minimum of 8 inches into the ground. 5) When two sections of silt fence fabric adjoin each other, they shall be overlapped by 6 inches and folded. 6) Maintenance shall be performed as needed and silt build-up removed when the silt reaches one-half the height of the fence. 7) The silt fence fabric shall meet the following requirements for Geotextile Class F: Tensile strength 50 lb/in (min) ASTM Test Method D- 4595 Tensile Modulus 203 lb/in (min) ASTM Test Method D 4595 Flow hate 0.3 gal/cu.ft. /min. (max) ASTM Test Method D- 5141 Filtering Efficiency 75% (min) ASTM Test Method D-5141 References: VDeOT Road and Bridgc Standards Vol. I 1993 Maryland Department of Environment Water Management Administration US Department of Agriculture Soil Conservation Service N to CO t11 N r pq Q eN`fN n M . 4 aP C4 w =alotisa a � E o c C L Q i!7 r G U - a W I❑ W Q CO) Z F3 q a3 W i- Q 0 Y J � W a LU W Z W 0 LL U) Rev. No. I Date rH ©,1 ' URAN Y K LER b Lic. No. 32849 _OPAL _ DATE: 19/02/2018 DESIGNED BY: IKASITTC FILE NO. 2760GC SHEET 16 OF 64 SP#42-18 18-05 1992 3.14 1992 3.14 1992 3.14 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 8. Total available basin volume at crest of riser* = 13387cu. yds. at 16. With emergency spillway: Anti -Seep Cellar Design. SEE SWM BASIN DETAILS FOR ANTI -SEEP (with or without an emergency spillway) elevation 662.5 . (From Storage - Elevation Curve) Assumed available head (h) = 1 ft. (Using Q2) COLLAR DETAILS AND DESIGN Gra stone Ind. Park - Wharehouse Project �' (with or without an emergency spillway) * Minimum = 134 cu. yds./acre of total drainage area. h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Assumed available head (h) = 1 ft. (Using Q2) 23. Depth of water at principal spillway crest (Y) = ft. Gra stone Ind. Park - Wharehouse Project y 9. " Minimum = 134 cu. yds,/acre of total drainage area. U h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Slope of upstream face of embankment (Z) = :1. Basin # 1 Location SouthWest 9. Diameter of dewatering orifice = 12 in, Without emergency spillway: Slope of principal spillway barrel (SO = % Total area draining to basin: 8,370 acres. 10. Diameter of flexible tubing = 8 in. (diameter of dewatering orifice plus 2 inches). Assumed available head (h) = N/A ft. (Using Q25) Without emergency spillway: 10. Diameter of flexible tubing = 15 in. (diameter of dewatering orifice 24, Number of collars required � dimensions = Length of barrel in saturated zone (LS) = ft. Total area draining to basin: 23,850 acres. plus 2 inches). Assumed Assumed available head {h) = NIA ft. (Using Qom) Basin Volume Design Preliminary 24" orifice computed for 6hr drawdown a smaller orifice was provided to allow increased settlement of sediment h = Design High Water Elevation - Crest of Riser Elevation Number of collars required = dimensions = 13 in Volume D Preliminary approximately 1 9h dewatering Design Elevationg 17. Riser diameter (Dr) = 48x48 in. Actual head (h) = 0 ft. Q2 {from Plate 3.14-12). Wet Storage: 11. Crest of Riser = 672 17. Riser diameter (D)= 48x48 in. Actual head {h} = 0 ft. Q2 Finalesi n Elevations Wet Storage: 11. Crest of Riser = 663.20 (From Plate 3.14-8.) Permanent Riser used 0.0 ft. Q10 Final Design Elevations 1. Minimum required volume = 67 cu. ds. x Total Drainage Area (acres). q Y g ( ) Top of Dam = 675 (From Plate 3,14-$.) Permanent Riser used 0.0 ft. 010 675 25. Top of Dam = 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). Top of Darn = 666.00 ��; Avoid orifice flow conditions. 666.00 25. Top of Darn = 67 cu. yds. x 9.875 acres = 560.8 cu, yds. Design High Water = 673.59 100YR Hole: Avoid orifice flow conditions. Design High Water = 673.60 100YR W.S.E. 67 cu. yds, x 23.$50 acres = 1.698.(1 cu. yds. Design High Water = 864.10 100YR 18. Barrel length (1) - 40 ft. Design High Water 664.10 100YR W.S.E. = 2. Available basin volume = 618ctt. yds. at elevation 669.50 . (From Upstream Toe of Dam = 886.5 18. Barrel length (l) = 57 ft. Emergency Spillway Crest = 673.00 2. Available basin volume = 3940.74 cu. yds. at elevation 660.00 . (From Upstream Toe of Dam = 656.40 Head (H) on barrel through embankment = 5.9 ft. Emergency Spillway Crest = 663.50 storage - elevation curve) Head (H) on barrel through embankment = 8.5 ft. Principal Spillway Crest = 662.00 Temporary elevation of blocking for 3. Excavate 618 cu. yds. to obtain required volume*. Basin Shape (From Plate 3.14-7). E&S 662.50 Temporary blocking weir to 662.5 art Principal Spillway Crest = 3. Excavate. Q cu. yds. to obtain required volume*, Basin Shape 19. Barrel diameter = 24 in. Permanent Barrel used (From Plate 3.14-7). principal riser orifice, * Elevation corresponding to required volume = invert of the dewatering 12. Leneth of Flow L - 19. Barrel diameter = 36 in. Permanent Barrel used Dewatering Orifice Invert = 660.{] orifice. Effective Width We 2.4 (From Plate 3.14-B [concrete pipe) or Plate 3.14-A [corrugated pipe]). Cleanout Elevation 658.3 Available volume before cleanout required. If > 2, Raffles are not required Baffle Required (From Plate 3,14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 4. Available volume before cleanout required. If a 2, baffles are not required Baffle Not Required Trash rack and anti -vortex device or Excavated Bottom of "Wet Storage Elevation of Upstream Toe of Dam 33 cu, ds. x Y 8.370 acres = 276.2 cu. yds. If < 2, baffles are required 20. Trash rack and anti -vortex device or Excavated Bottom of "Wet Storage 33 cu. yds. x 23.850acres = 787.1 cu. yds. If < 2, baffles are required Diameter = N/A inches. Permanent Trash Rook to Re used. 656.40 Area" (if excavation was performed) _ Elevation corresponding to cleanout level = 668.3 Runoff Diameter = NIA inches. Permanent Trash Rack to be used. 5. Elevation corresponding to cleanout level = 658.3 Runoff Height = N/A inches. (Froin Storage - Elevation Curve) 13. Q2 - 24.19 cfs (From Chapter 5) Height = N/A inches. (From Storage - Elevation Curve) 13. Q2 = 80.04 cfs (From Chapter 5) (From Table 3.14-D). 6. Distance from invert of the dewatering orifice to cleanout level = 1.8 ft. 14. Q2 - 64.01 cfs (From Chapter 5)100YR Q per Frederick County {From Table 3.14-D}. 6. Distance from invert of the dewatering orifice to cleanout level = 1.9 ft. 14. Q25 = 214.87 cfs (From Chapter 5) 100YR Q per Frederick County (Min. = 1.0 ft.) > iereencv Spillway Design Principal Spillway Design Etrierge� 5pillway Design Dry Storage: Principal illwa Design Required spillway capacity Qe = Q100 - Qp = 214.87efs. Dry Storage: 15. With emergency spillway, required spillway capacity QP = Q2 = 24.19 cfs, 21. Required spillway capacity Qe = x100 - QP = 214.87efs, 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 15. With emergency spillway, required spillway capacity QP = Qz = 80.04 cfs. Bottom width (b) = 18 ft.; the slope of the exit channel (s) 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). (riser and barrel) 22. Bottom width (b) = 50 ft.; the slope of the exit channel (s) = 67 cu. yds. x 8.370 acres = 560.8 cu. yds. Without emergency spillway, required spillway capacity QP = Q25 = 64,01cfs. N/A ft. N/A ft./foot; and the minimum length of the exit channel (x) _ 67 cu. yds. x 23.850 acres = 1,598.0 cu. yds. (riser and barrel) Without emergency spillway, required spillway capacity QP = Q25=214.87cfs. (From Table 3.14-C). Emergency spillway designed to pass 100YR Flow NIA ft. 100YR Q per Frederick County (riser and barrel) routed in HydroCad. (From Table 3.14-C). Emergency spillway designed to pass 100YR Flow III -112 III -113 100YR Q per Frederick County III -114 routed in HydroCad. 111- 112 III -113 II1-114 III -115 1992 3.14 1992. 3,14 1992 3.14 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 8. Total available basin volume at crest of riser* = 1734cu. yds. at 16. With emergency spillway: Anti -Seep Co11Ar Design SEE SWM BASIN DETAILS FOR ANTI -SEEP (with or without an emergency spillway) elevation 672 . (From Storage - Elevation Curve) Assumed available head (h) = 1 ft. (Using Q2) COLLAR DETAILS AND DESIGN 23. Depth of water at principal spillway crest (Y) = ft. Gra stone Ind. Park - Wharehouse Project �' W 11-- * Minimum = 134 cu. yds./acre of total drainage area. h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Slope of upstream face of embankment (Z) _ :1. Basin # 2 South 9. Diameter of dewatering orifice = 6 in. U Slope of principal spillway barrel (SO _ % J Location A Without emergency spillway: Total area draining to basin: 8,370 acres. 10. Diameter of flexible tubing = 8 in. (diameter of dewatering orifice plus 2 inches). Assumed available head (h) = N/A ft. (Using Q25) Length of barrel in saturated zone (L$) 24, Number of collars required � dimensions = h = Resign High Water Elevation - Crest of Riser Elevation Basin Volume Design Preliminary Design Elevations. (from Plate 3.14-12). 17. Riser diameter (Dr) = 48x48 in. Actual head (h) = 0 ft. Q2 Wet Storage: 11. Crest of Riser = 672 Finalesi n Elevations (From Plate 3.14-8.) Permanent Riser used 0.0 ft. Q10 1. Minimum required volume = 67 cu. ds. x Total Drainage Area (acres). q Y g ( ) Top of Dam = 675 675 25. Top of Dam = ��; Avoid orifice flow conditions. 67 cu. yds. x 9.875 acres = 560.8 cu, yds. Design High Water = 673.59 100YR Design High Water = 673.60 100YR W.S.E. 18. Barrel length (1) - 40 ft. 2. Available basin volume = 618ctt. yds. at elevation 669.50 . (From Upstream Toe of Dam = 886.5 Emergency Spillway Crest = 673.00 storage - elevation curve) Head (H) on barrel through embankment = 5.9 ft. Principal Spillway Crest = 662.00 Temporary elevation of blocking for 3. Excavate 618 cu. yds. to obtain required volume*. Basin Shape (From Plate 3.14-7). E&S * Elevation corresponding to required volume = invert of the dewatering 12. Length ofL = 19. Barrel diameter = 24 in. Permanent Barrel used Dewatering Orifice Invert = 669.50 orifice, ,.Flow Effective Width We 1.3 Cleanout Elevation 668 30 (From Plate 3.14-B [concrete pipe) or Plate 3.14-A [corrugated pipe]). 4. Available volume before cleanout required. If > 2, Raffles are not required Baffle Required Elevation of Upstream Toe of Dam 20. Trash rack and anti -vortex device or Excavated Bottom of "Wet Storage 33 cu, ds. x Y 8.370 acres = 276.2 cu. yds. If < 2, baffles are required 666.5 Area" (if excavation was performed) _ Diameter = N/A inches. Permanent Trash Rook to Re used. 5. Elevation corresponding to cleanout level = 668.3 Runoff Height = N/A inches. (Froin Storage - Elevation Curve) 13. Q2 - 24.19 cfs (From Chapter 5) (From Table 3.14-D). 6. Distance from invert of the dewatering orifice to cleanout level = 1.8 ft. 14. Q2 - 64.01 cfs (From Chapter 5)100YR Q per Frederick County (Min. = 1.0 ft.) > iereencv Spillway Design Principal Spillway Design Dry Storage: 21. Required spillway capacity Qe = Q100 - Qp = 214.87efs. 15. With emergency spillway, required spillway capacity QP = Q2 = 24.19 cfs, 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). (riser and barrel) 22. Bottom width (b) = 18 ft.; the slope of the exit channel (s) N/A ft./foot; and the minimum length of the exit channel (x) _ 67 cu. yds. x 8.370 acres = 560.8 cu. yds. Without emergency spillway, required spillway capacity QP = Q25 = 64,01cfs. N/A ft. (riser and barrel) (From Table 3.14-C). Emergency spillway designed to pass 100YR Flow 100YR Q per Frederick County routed in HydroCad. III -112 III -113 III -114 III -115 N U CD CO to E C N CO CV J E 2 .tM O C4 to o ca uy� c,L �L) CD_� ,64 W W W z U o it Z V W W U) O Z W DC W Z O H LM Rev. No.I Date TH OF I Q L. PLEB Lic, No. 32809 mot DATE: 1110212018 SCALE: NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 17 OF 64 SP#42-181 18-05 LL H c H W � W 11-- Z Q U W U J A W Q WW © IX U- Z s W Z O H LM Rev. No.I Date TH OF I Q L. PLEB Lic, No. 32809 mot DATE: 1110212018 SCALE: NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 17 OF 64 SP#42-181 18-05 GpS0 r + _- `-- Z w W� jWz f w r r r r uj 0 W z n L a. �., (.9 zCD � { J 06 cr) > H W z 0 Ww J C? F0 om LU J s Z OU. LU a z V) 0 W z 0 Rev. No. Date 02 01-16-2019 TH op F J� RA Y L EPLER LIC. No, 32809 0 12-,Av4-lb)9 L ©ATE: 1110212018 SCALE: - 1" =100' DESIGNED BY: KASMC FILE NO. 2760GC SHEET 19 OF 64 ISP#42-181 18-05 l�EX. 24 STEEL I I ENCASEMENT PIPE _ EX. OVERHEAD NOTES: ELECTRIC I- TRACTOR TRAILER DOLLY PADS ARE SHOWN AT V BACK FROM THE FRONT OF THE SPACE AND WITH A 10 ! 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNERIDEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. r E 2. ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE 8" HDPE SMOOTH BORE PIPING. c + i `� N CID 0 EX. UTILITY �- T.M. 43 A-152 ROOF LEADER CONNECTION TO DOWNSPOUT SHALL BE PER ARCHITECT DETAIL. m c m c POLE I Cft K J fNVESTMENTS, LC 1 PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK = '- Q N 0 I EX. 12xx `� 662„3D fNST Nv. 050009792 COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE ,.- o ' FORCE MAIN ZONE M 1 REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. USE. VACANT-COMMERCIAL 4• POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN c -- EX GATE CyU `- - `~---- COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY s x �' -�—�� COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY *� c LL r I VALVE „ '-- �' ----- ----�� COMPANY PLANS, THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE I rx.7j EX. 12JO RED. -� �-`- ----_,-��OF ACTION. TILITY - �_� Oh(I ` r~-`�--- ��� 5. 3” DOMESTIC WATER METER AND FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK POLE EX. 24„ WIDE x.36 TALL `�-� FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION ” STONE BOX CULVERT ` � ---� WATER METER SMALL BE HP PROTECTUS III FIRE SERVICE METER. SEE MEP PLANS FOR DETAILS. EX, NVPC POLE ESMT. EX. UTILITY _ W,% HEADWALLS BOTH METERS AND BACK FLOW PREVENTION DEVICES SHALL MEET FREDERICK WATER DB 174 PG 4.25 POLE � �- ��� ``'!; SPECIFICATIONS AND TOUCH READ PADS PROVIDED ON THE EXTERIOR OF FIRE PUMP ROOM. EX. 20' FREDERICK WATER x �� QyU - _ INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. ESM r^ PER SANITARY X OY EX. 10 C&P TELEPHONE �- �1 6 2, 0.' 6. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE [ SEWER FOR GRA YSTONE IRE COMPANY ESMT- �j / COMMERCE CENTER AND STEPHENSON VILLAGE'" BY STOWE ENGINEERING, PLAN DATE 11124/2017 AND � � z COMMERCE CENTER AND DB 533 PG 261 `� � �� ONU � - �� ���L �� Jf�J REVISED DATE 10!312018. � ►-� SrEPHENSON VILLAGE I PLAN DATE 1112412017 2017 BUFFER A' PER MASTER B im -- P z w REV. DATE 101JI2018 ,' � � DEVELOPMENT PLAN � --_ --_ ��`` P W J 1 GRA YSTONE COMMERCE v yv -� A'C7r��-�� W CJ • j CENTER DATED EX. UTILITY �IN� u/ f c 0210612015 POLE �`" � �'' � � ..,, let W ►y EX. 10' C&P TELEPHONE yU I COMPANY ESMT. DB 533 PG 261 EX. 40' ELECTRIC POWER ESMT�-- f 1 DB 361 PG 616 EX. UTILITY (POTOMAC EDISON CO.) I 30' Qyv� ►� I PRESCRIPTIVE POLE -�---� `-�--�� j I E45EMENr -----�� -�, LIMITS OF I! DISTURBANCE cn T.M. 43-A-154 1 �� S /LIMITS OF O _� D HENANDOAH VALLEY � � �I cr, 'r � DISTURBANCE EX, UTILITY —� yv '-- BATTLEFIELDS FOUNDATION � � � EMERGENCY� .� � � "� INET. No. 020006215, 1 SPILLWAY POLE ,I r ZONE. RA � er r EX. UTILITY PERFORATED 1 / 0/lu USE. VACANT POLE PIPE LEVEL 1 r �- I SPREADER ' 1 77 CV 10 YR WSE = 662,50' EXTENT OF CLAY LINER 1 IJ..I J . y :',':;;y: I •.LL . y y....... T V 4Q- a W //\ .. ..• .'.'.'.'.'-... ,.''''' ''''''`ti= .. , :�'.'. � moi+ Q 1' C`I Ilr :..:::.' '.' :' .... .. E-11-AN ..$MEI F , • -RAP — .,y.......y... ... r7 ....... y'.', , ar ....' . , . ,., ............ y. cry = . D` I C`� Z I...1 .'.....':':::':':::......',QIi f+:: '.. , .: _ ... ':." :''::'.:....':,v.' :'....... ;' :::: '':'::':': :::' ',:.:.:.::_: ;'. ; RIP-RAP ... ...,. ... u... 1/ 1 y.. y ar. ... y J �. CL. 1 Q .•.: " , .-, .'...• ,� RIP RA CHANNEL LINER TYP. W CL. 1 1 'V.. �..1. SEE SHEET 51 ..................... .. I,..--':'::•:':''''' : '' FC�f I: BAY':'::':':':':''''"'''.:.•.'.•. I .. :'i r QQ : ':lr../r.. r r' �+� !' — 1 r :�./ �. RIP RAP E'. •r r. . w •/ ': � RIPCL. 1 RAP 1. r'`. . a ',' r ...Ori.... , ......' .... . '. 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'•'� N ER PROJECT I I 1,�. 1:_'J�__[_..F1 11 1,, 1 .... :' ..y.......... ..•'ri'.:'V'......-...••. y .......'' x fj, �,' 12'C ONC DOLLY PAD SEE NOTE CONSTRUCT!..:,..:.,.:.'..,.....'....'.....:SHET30�'::::.•:......:':'::: ::'.',.. ( } r .. - ................ ....... .. , ........ , .%........ ... ,,y......'.'.'.'. •. •. iV'. • .' LIMITS OF1 :,' DISTURBANCE :11 ::':':.'.......:': ::'': : �`��-T�-�� :' ' ::, ` �"' 1`� 2� 11' TYP �: a�'' >= 3D' PRESCRIPTIVE 1 :'::4. �' ':' w ..y.':''. PRIVATE FIRE LOOP P 12" x 6" TEE, PROP 12' x 6" TEE, EASEMENT , .•,., .. PRO ,CIO rr 79 1-12 G.V., 1-6 G.V. 1-6 G.V. 81 .......: ,:'..:°.:': ,':: '::':............:.'.'. :: "W'E` LA 1 `.. 20+0 19+00 1$+00 17+00 16+00 + + 15 00 14 00 r 1' 80. SyH"�F"'..:.' G-6TR w - w w w - vu I.v{+ w w 1 45° BEND WATER LINE rr�„ .............. :::::::::::::::::: 1 j 8 ':`�' PROP BOLLARD (TYP) 13,5' TYP 1 J :: �- r- PROP BOLLARD TYP .':': . I1 P OP HA EKY 6 ' CO qC LoAD114G DIN 60 COII C.1 D[N D CK ....'.'.'—' :y:': H IBOLLARE ::'.° Rev. Na. Date f . .......s ... . � (TYP • g . 6 6. 1� s 02 QIg18--2D18 ZL EX. 32 . UTILITY LIGHT w .::' POLE (TYP} - H O • POLE I :':7::+'.. 450 BEND F J f 1 - - 1`7',... 1 ___j q... LJ LLJ L" JLJLJL i__J I I I L -.J L--J' IL - I 11- I i L._�I____ .� a,1AZi Y�L. P� LERROOF LEADER R SEE NOTE . : ACCESS b 4GRASTAIRS {TYP} C) LIGHT FIXTURE (TYPEXTERIOR AREA OF REFUGE Lic No32809 cz)c1?LOADING DOCK SEE FREDERICK COUNTY.(TYP) THIS SHEET) SHOULDER (TYP} ,,DOOR (TYP) INSPECTIONS NOTE #3 SHEET 2.� EX. j1.L 36' TM 43-A-158 PROPOSED WAREHOUSE FACILITY 10 T, '... ,:'.', MID POINT ACCESS POW '+.' - w _ GRAYSTONE CORPORATION OF VIRGINIA 902,100 SF POL 1 ..... '': q'4::' 1:: I: -.' = w INST No. 160011840 FIFE: 686.30' LANDING &STAIRS D 'I :• • ' .. o z 71.6958 AC. (SEE ARCHITECTURAL ATE: 11/0212018 . C�+...... PLAN FOR DETAILS C y �7 �1.: �' w ZONING: M1 ) :: 5.5'X5.5' CONCRETE 18' CLASS 1 U ' Q PAD (TYP} SCALE: 1" 40' ONO RIP-RAP < mssS ;;? . I DESIGNED BY: KASITTC 40' WAY TO SWMI@MP 39N a rt FACILITIES MATCH LINE SHEET Z2 FILE NO. 2760GC i''r \ 1 p v 3 ORIGINAL%ER `4d 0 f7 40 8 SHEET 20 OF 64 EX. NVPC POLE 04TO PTY X. UTILITY <h LINE ESMT.rSCALA: 1 = 4DSP#42-1$ 1$-05 NOWED) P._QI� °,' ', ,'<. x , DB 200 PG 547 NOTES: 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 5' BACK FROM THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIORcS m �� 'w• TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. d N t co 0 2. ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE 8" HDPE SMOOTH BORE PIPING, m cy N ROOF LEADER CONNECTION TO DOWNSPOUT SHALL BE PER ARCHITECT DETAIL, J c C 3. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK _ 21 �* T.M. 43-A-152 COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE K & J INVESTMENTS, LC REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION, INST No. 050009792TM. 4. POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN a ZONE. M1 K& J INVESTMENTS, LC COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY LaC g, USE, VACANT -COMMERCIAL /NST No. 050009792 COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY r � U. ZONE: M1 COMPANY PLANS, THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE USE. COMMERCIAL F OF ACTION. r 5. 3" DOMESTIC WATER METER AND FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. SEE MEP PLANS FOR DETAILS. BOTH METERS AND BACK FLOW PREVENTION DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS AND TOUCH READ PADS PROVIDED ON THE EXTERIOR OF FIRE PUMP ROOM. INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. " 6. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE C7 COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 1112412017 AND z REVISED DATE 101312018. r � I 114 LLA 0 ONU EX. UTILITY POLE EX. 40' ELECTRIC POWER ESMT. uj (POTOMAC EDISON CO.)�� -�` DB 361 PG 616 EX. UTILITY ��� POLE EX. UTILITY zl:POLE uj LIMITS OF `' �� uj DISTURBANCE �- EX. UTILITY CHANNEL -1=1 ER (TYP,} RIP -RAP 10' CLASS 1 RIP -RAP RIP -RAP SEE SHEET 5'1 -- OAU RIP -RAP ' -� POLE t �� C� RIP -RAP RIP - RAP 1 CLL.1 RIP -RAS CL. 1CL. �`- _ �e X -SEC Rt311 211:11 i3lt -- Lim y 20 �,,� EXa OVERHEAD X-SEC3 _ �.. ELECTRIC LIGHT �yU-� j Z CHANNEL (TYP.) POLE (TYP) t _ H 11CHANNEL (TYP. dh+U �� 98 TYP. CONC. -� ! � EX. UTILITY POLE CG 6T CG 6T CG ST -� J W Illi � X -SEC 4�''�' � LIGHT �--__ (`7 --.POLE-1 1 LO (TYP) OhU `� 12° CONC DOLLY PAD (SEE NOTE) '�- 0% - GRA S ACCESS -/0, I38.25' X -SEC " � � -� � '-� WAY TO SWM/BMP `� _ � ,J Q 11' TYP X -S CLIMITS OF a FAC ]TIES �'-- J W DISTURBANCE `� Q W 16' PROP 12" x 6" TEE, PRIVATE. FIRE LOOP::: � X-SE-� a -� ■ W W a 1`', -� DyU EX. UTILITY IL F- 1-12 G.V., 1-6 G.V. CG POLE --_ z w 14+00 13+00 12+00 11+00 10+00 9+00 8+00 Q`°+0,� �,- EX. UTILITY w w w w Iw w w w w w POLE F - WATER LINE "B" ��r f EX. FCSA WATERLINE ESMT. 13.5' TYP CURB TRANSITIONa, r�r, j--•� i EX. No. 150004542 -+®I- — (TY P}�`+ 45° BEND CHANNEL LINER (TYP.) PROPuu FH SIS D MP ER H SEE SHEET 51 - P P� I . . LO DIN 60 CON RO BOAR CN LO DIN DOCK AS �• � TYP f .. Y CL VEHICLE O ��� $�<<'.�`�.t.�.��. rSi ka f t 22 23 24 25 25 27 RAMP 45O BE 4 co': a .. • a .. a . V 17 2 r a 1710 TION 1 f}•, L. --J �7D' 27,83 �'� e. '�� , �. : 1 - '•Lf "y;� �- APPROX. LOC. ACCESS PROP 12°" La ¢ �� :;`} • .:.. MID POINT ACCESS STAIRS (TYP} RETAINING WALL x 6" TEE I CG -6 15 a.,:..... ' ...:... EX. 12 S'OR 21 ROOF LEADER ' • 4�.. PVC WATER LINE LANDING & STAIRS ROOF LEADER LIGHT FIXTURE (DESIGN BY OTHERS) 1-6" G.V. - • • R': Q ! (TYP.- SEE NOTE 1 L9 THIS SHEET} (SEE ARCHITECTURAL (TYP.- SEE NOTE (TYP) OVERHEAD DOOR O R, 13 PLAN FOR DETAILS THIS SHEET)ELECTRIC Q° ,'� 25� 10 CL SS 1 c Q EXTERIOR AREA OF REFUGE } STANDBY GENERATORS ROOM` RI -R IX 0 Lu SEE FREDERICK COUNTY (SIZE APPROXIMATE) CURB TRANSITION -":-o Q.� �'A ? EX. 40 ELECTRIC J 1 W INSPECTIONS NOTE #3 SHEET 2. DESIGN BY OTHERS�� + 4' RAPPAHANNDCIf (TYP) o s I a "-•. "7 +J+►J W TM 43-A-158 ELEC. CO -QP. I rr 13. ' U ..,:, �0.'r'.R'11t1SE: 7.. 9-'...: Rev. No. Date = GRAYSTONE CORPORATION OF VIRGINIA U :. f EX. No. 150004541 01-16-2019 (j) INET. No. 160011840 ac ¢ EXT> ...T:.1 F:Gl:A1� .41'NER ;•.,:.: r J /02 71.6958 AC. ° <. c� $ °� .. W . ZONING: M1 : _ H Opp z J u 20' TY;7-4'GRA3s SWM BASIN 3 ! #f Q Luu SHOU DER (TYP - � - -- ...SEE. SHEET.4'I... ; ! (,� RA Y L. EPLER EX. UTILITY ,� � �. } � PROPOSED WAREHOUSE FACILITY ' f POLE �'J X. J6 '� LIC, NCS. 32809 902,100 SF 14 8 X EC °'1 Ir RCP 0 )Z-, i� 4 -ze) FFE: 686.30' $8 j O.NAL it W.: gooI S �'� ! DATE: 11/0212018 - C 16 „ _7ZL f f J ' I LIMITS OF 2 J J + DISTURBANCE f SCALE: � 1" - 40' // ie 1DESIGNED BY: KASITTC r EMERC`K 11-w r ll MATCH LINE E SHEET L3 s a 01 .:• � SPILLU 40 20 0 40 80 FILE NO. 2760GC :::. ' : Y .:'::': 241 o SCALE: 1 " = 40' SHEET 21 OF s4 RIP -FAP RC) fl1 -LA S 1 5P#42-18 15-05 RIP -R WAY TO SWM/BMP FACILITIES MATCH LINE -SHEET 20 ORIGINAL CCESS r►- EX. NVPC POLE cr] TO PR a ERTY ► ` _ X. UTILITY (NOW FE ED) 1 1 1?�} LINE FSNIT c,, 'T 0,, o - -- DB 200 PG 547 �N� W EX. OVERHEAD s a� to e� �•' r �'I EX. UTILITY C ELEcrRf3. -- Q 1 j OLE;yR , �.r' , r -'� EX. V. we y � A. R. Y . .. F r S 4 °j'"_ 4'—r } ; r .�.j '_ : •, iA r i r ----_.�,.',�'� sy♦ A = =?7 U- E _ EX. FENCE �} `- a SAN/ u, v. - --r- _ TYP.� =�" - _ I E . UTILITY ►1 1 �r` -r-- P LE EX. OVERHEAD ``� �r_ _ ELECTRIC C EX. OVERHEAD �+ EX. UTILITY r , - xr-_ d+- TELEPHONE o POLE GRASS z �r' ti -r ACCESS WAY LIMITS OF 1 r R� TO SWM/BMP------- C , DISTURBANCE FACILITIES z EX, C&P PALE LINE ESMT, DB 165 PG 537 "' ------------------ z • EX. 2Q' FREDERICK W ER 1 ESMT PER "SANITARY1 PROP AIR ��` La Z SEWER FOR GRAYSTONE PROP 12 x 6" TEE„ RELEASENACUUM• COMMERCE CENTER AND,1-6" G.V. , VALVE C W STEPHENSaN VILLAGE" a r� k.08�5'.,J:10 YR WSE = 671.31' G r EXTENT OF CLAY LINER 5.6'X5.5" CONCRETE W PLAN DATE 1112412017 r g4 PROP FH ASSY o PAD (TYP) W REV. DATE 1 0/3/2018� 8 CD lij SWM BASIN 2 N GABION WALLS EE SHEET 39 PRIVATE FIRE LOOP V) CHECK DAM �1 I W 4' GRASS EX. UTILITY �, PALE ,�� 1 ........ SHOULDER (TYP) U C)f 7 ;=`uj r1 PROPOSED WAREHOUSE FACILITY EX, 15 1 1, 902,100 SF CMP r 1 C, r FEE: 686.30' o o LIGHT T.M. 43-A- 154 POLE (TYP) cv 00 SHENANDOAH VALLEY! cv BATTLEFIELDS FOUNDATION INST No. 020006215 ZONE.- RA ` > USE- VACANT EMERGENCY w 1455' SPILLWAY :.' .fiQRIrBAY � U) J © ;4 36' L H TM 43-A-158 a� Q ` 40' GRAYSTONE CORPORATION OF VIRGINIA C) 1 ' C Al INST No. 160011840_ - v r 71.6958 AC. �, , R P , F3 0 � ZONING: Ml -rr �'� 5.5'X5.5' CONCRETE J PAD (TYP) MID POINT ACCESS U) ry ' LOADING DOCK EXTERIOR AREA OF REFUGE W DRY SWALE DOOR ( C)r (LEVEL 2) 41 ) SEE FREDERICK COUNTY �" < V TYP LANDING � STAIRS R A 0SEFLSEE I I ! I 1 I I I I I k I LIIGHI T I FIXTURE I ! I 1I II II !I ROOF LEADER (SEE IARCI HI ITE6I CIR TUR Ai1 L dI 1I II II I ti II iI INSPECTIONS 1I NOTE #1! 3 SHEET —2. __G . APLAN FOR DETAILS)SHT. 38 t ROOF LEADER (TYP) (TYP-SEE NOTE ACCESS (TYP.- SEE NOTE T/. 43—A— 155 EX. OVERHEAD X -SEC 5{" �15 THIS SHEET r r --n r ---r--I THIS SHEET) r--- r--, r--� — r --o r--, r --n r--7 r --n r— n r---r--n r-_, r --n r--, r--" r---r------I 1 11 EPHONESHENANDOAH VALLEY rI -- CI) W W Lu FOUNDATION ANNEL LINER �❑ INST No. 150007696 �, (TYP.) SEE 1 JM I ZONE. RA EX. UTILITY 0 LL SHEET 51 45 46`#- USE. DWELLING POLE 1 -n \ I 4 h ., 47 48 C49) CONC.CHECK \X U) s i s � • � . . 6 . � . ' ,; .; ` ` 's s � - AM TYP. SEE U G CO G LOADING D CK TAIL SHT. 38 45 BENDCO C L DIN D CK r W r EC 14 ROIP FH SBY RO . FH SBY I. e� 1 bo - s X -S 11141 r 0 �,y • � � �`2s, � �' �� pyx® 13.5 TYP PROP 12" x 6'" TEE, POP BOLLARD 1-6" G.V. (TYP) %= 22.25', 30+00 31 +00 32+00 33+00 34+00 35+00 3 BUFFER :�i ' PER MASTER,, w, 1 w , Imm DEVELOPMENT PLANr` DRY SWALE w WATER LINE "B""B"""� w w w w �, -� �, , cn GRAYSTONE COMMERCE o ' -a LEVEL 2) 450 BEND T M. 43-A-156 CENTER DATED : ' x SRL ( PROP 12"' x 611 TEE, ;� >= JJJA ASSOCIATES G N AREA=301 SF 1f PRIMATE FIRE LOOP ti -�c� 1-12 G.V., 1-6 G.V. DB 548 PG 333 Q2/08/2015 �a ' ` 9.5 '- 111 TYP ZONE. RA h'1r0 USE. DWELLING I Ti NATES: EX. OVERHEAD rr �` 1 ' C N DO LY A (SEE N TE 12' CONC DOLLY PAD (SEE NOTE) 55 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 5' BACK FROM ELECTRIC �'r, � �`' � • CL� THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. 1 1 CONTRACTOR SHALL CONFIRM LOCAILQN WITH THE 0 1 '+Ln OWNERIDEVELOPER PRIOR TO ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL D WALE CG 6T CONSTRUCTI -E RE o 1 �$ LOCATION IS ACCEPTABLE. yG rrti CG 6T 56 57 58 59 60 2.. i�,' ` Rev. No. Date BE 8" HDPE SMOOTH BORE PIPING. ROOF LEADER CONNECTION _ L 2) �`6r, TO DOWNSPOUT SHALL BE PER ARCHITECT DETAIL. 4 ''1A E 8T SF `¢ oz 01--16-2019 L 3. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND ,� 'i�, LIGHT POLE (TYP) cn APPROVED WITH THE FREDERICK COUNTY BUILDING PERMIT. 8 �7 `` m 4' GRASS H Q ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE '� 5' GRASS FILTER SHOULDER (TYP) 7 REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNINGrr „13�+ STRIP (TYP.) R=764' DEPARTMENT PRIOR TO INSTALLATION. EX. UTILITY --�� °? DRY SWALE (LEVEL 2) 4. POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN POLE rr CONC. CHECK DAM TYP �-_ - = LQQ Sly SEE _ 5' GRASS FILTER ACCESS DRIVE U RA Y L RLER HERE FOR REFERENCE PURPOSES IN COORDINATION OFf EE DETAIL SHT. 38 Z!; STRIP (TYP.) CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE t • ; ,« ��A1# �� LIC. No 32809 RESPECTIVE UTILITY COMPANY PROVIDING THE SERVICE. IF ANY T.M. 43-A--157 C'`�'0 X -S 111311 • R=8001 BUFFER --� oma,} �� 1,4 �� `� • �. CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY DOROTHY C. LA PORTA • R • • ` • • • • Y'ti COMPANY PLANS, THE ENGINEER MUST BE NOTIFIEDINST No. 170010751 LIMITS OF r'1 ..... _ X -SEC "11"TONAL IMMEDIATELY TO DETERMINE THE BEST COURSE OF ACTION. ZONE.• RA DISTURBANCE �a FI` �~ �i -~ SX EC 12" 5. 3" DOMESTIC WATER METER AND FIRE PROTECTION WATER DWELLING �� METER AND THEIR ASSOCIATED BACK FLOW PREVENTION 1 FM _ = --� X -SEC "11" DATE: 11/0212018 DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS Ill FIRE �` �-- r X, S,qN• CON H C3RIGI .� 75' fNACTIVE FM FM .._�. �iLLINER _ i SERVICE METER. SEE MEP PLANS FOR DETAILS. BOTH METERS r DRY SWALE (LEVEL 2) -`�-�— 04u__ '° SE ETAIL SHT. 38 BUFFER - -� (TYP.) SEE FM SCALE: 1" = 40' AND BACs( FLOW PREVENTION DEVICES SHALL MEET FREDERICK � r`1 AREA=483 SF SEE A. R. V. _ �-- --� ---�� � �� �� DRY SWALE (LEVEL 1) FM ��--�- WATER SPECIFICATIONS AND TOUCH READ PADS PROVIDED ON r � DETAIL SHT. 38 EX. UTILITY DRY SWALE (LEVEL 2) - - - - - --- y 250 _ `-"- _ THE EXTERIOR OF FIRE PUMP ROOM. INSTALLATION SHALL BE r "� _ POLE AREA=480 SF SEES ---- _ --i - �A DETAIL SHT. 38 DESIGNED BY: KASITTC 30' PRESCRIPTIVE ---`y -_ —= PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. EASEMENT z T M. 4,3 A-159 , `38 �! — - - = �-- OHIL HIJ FELE NO. 2760GC 6. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN 2[ 40 80 BUFFER B PER MASTER "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER AND EX. NVPC POLE UPTONS CHARGE LLC EX. PROPERTY LINE " - DEVELOPMENT PLAN -"" - - STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE xv\A\ LINE ESMT. INST No, 1600134116 - ZONED M1 SHEET 22 OF 64 ZONE.• RA GRAYSTONE COMMERCE LIMITS OF E.X. UTILITY 11/2412017 AND REVISED DATE 101312018. SCALE; 1 = 4L� r � D8 200 PG 54Ci USE. • DWELLING CENTER DATED 0210812015 DISTURBANCE PALE EX. FENCE ZONED RA `� TYP. SP#42-1$ 18-05 a 1 _ EMERGENCY f f� t7 ss C!7' - _ - - f SPILLWAY J J MAT H LINE SHEET 21 I 24` NOTES: CLAS Al r rf + 'i4 f1 !rC14 coo r 0 TRAILER CD" 1. TRACTOR DOLLY PADS ARE SHOWN AT 5' BACK FROM THE FRONT OF THE SPACE AND WITH A RIP-FAP 10'Com` S 1 ~ RIP-R 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIOR + J f c4 C� u� tm J PROP AIR 3 J c� TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. 2. ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE 8" HDPE SMOOTH BORE PIPING. RELEASENACUUM f f _ -a -' VALVE', ,I L ('\J ROOF LEADER CONNECTION TO DOWNSPOUT SHALL BE PER ARCHITECT DETAIL. ' f f N 3. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK t��`-` f 0 � ?� COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE /EX. OVE, HEAD f ! � r a ui°. w REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. �� r�, 4. POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN T©' 4'lw EL CTRIC { - � ~ UTILITY f 1 COORDINATION OF CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY - PROP FH ❑ POLL f COMPANY PROVIDING THE SERVICE. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY _ U3 COMPANY PLANS, THE ENGINEER MUST BE NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE ASBY (TYP) f f f W Z OF ACTION. PROP 12" x 6" TEE, 5. 3 DOMESTIC WATER METER AND FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK 1-6" G.V. L) ¢ S 1984 J f f f r _ FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION RSy _ - r J WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER, SEE MEP PLANS FOR DETAILS. I f 4r BOTH METERS AND BACK FLOW PREVENTION DEVICES SHALL MEET FREDERICK WATER X-SEG "6"" - X-SEC 1 1f J f ' SPECIFICATIONS AND TOUCH READ PADS PROVIDED ON THE EXTERIOR OF FIRE PUMP ROOM. U INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. 6. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE 13. 1 Ix W %L 9 x # Z " C[ COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 11/2412017 AND m DATE 10/312018. c s 36 CHANNEL 1 LIMITS F j DISTUR ANCE W ` REVISED a 7. OWNER TO INSTALL 4 PICNIC TABLES WITHIN 30 DAYS OF OCCUPANCY FOR EMPLOYEE USE. 0 Jz If (D _J I LINER (TYP.) I f p j Q W • a- <EE SHEET � W PROPOSED WAREHOUSE FACILITY 20' TY `■•.� 1 r f J� !� 902,100 SF La FFE: 686.30' `fl 4' GRA SHOUL TYP} 10�CLASS A1�RI -RAP EX. PAVEMENT 3CF, STRIPING FROM zGO©GLE EARTH 24'_79- CURB TRANSITION FROM `� _ TI TO •� J f IMAGE FOR REF. { ONLY EXISTING !)A FLUSH TO REVERSE CURB Ca 73 TM 43-A-158 s s GRAYSTONE CORPORATION OF VIRGINIA ACCESS DRIVE f CONTRA 0 FIELD VERT AS LLT Q IONS OF uj INST, No. 160011840 c0 PROP 12"` TEE, 3-12" G.V, 71.695$ AC. - + f LIGHT � �� INTRSECTI RID TO START CONSTRUC 10N, EN�INEER SHALL � *+`■ ZONING: M 1 PRIVATE FIRE LOOP CONNECTION FDC `¢ POLE (TYP} BE NOTIFIED IMMEDIATELY IF ANY M MAIN OFFICE SPACE WATER SERVICE FIRE PUMP "' {6,000 S.F.} ROOM (SEE NOTE 5, SHT 23}� - ii i PROP 12 x 6 TEE, o 1-6" G.V. CONFLICT AISE -�► �, 0 EX. FENCE _ „ II �t (`TYP.,I 4 4 D PROP BOLLARD (TYP) 5 B pivr PROP FH ASBY(TYP)^i�' 11 „ - GB 12B �'• ui EXTERIOR AREA OF REFUGE SIDEWALK, CURB F.W. SERVICE CONN. � (RIBBON) AND � fir. „ „ X-SECS 8' AS �� RADI SAND DIM NSIONS PER SEE FREDERICK COUNTY INSPECTIONS NOTE #3 SHEET 2.' LOADING DOCK PARKING FLUSH PROP 1-12" G.V. 8 Lr iR fL C „71 SN WREN BRIDGE BL DESIGN PLAN T 2. MID POINT ACCESS ROOF LEADER LANDING & STAIRS ACCESS {TYP.- SEE NOTE (SEE ARCHITECTURAL STAIRS TYP DOOR (TYP) CURB TRANSITION � � LIGHT FIXTURE FROM FLUSH TO ROOF LEADER (TYP.- SIDEWALK, CURB (RIBBON) cyo REVERSE CURB SEE NOTE THIS SHEET) AND PARKING FLUSH _ PROP AIR ELE SEIVACUUM VALVE w PROP. 20' FW FD REF. ONLY i CIL ROADS A & (TYP) THIS SHEET) PLAN FOR DETAILS) --, r--, r-�-, r^•-, r�--, r-- r--, r�-, r--, r--, r--, r--, r--,......r--, r--, r-,. r--, r--, I I I I I 1 t I I 11 # I I I I I t t I I I 14 I 1 1 `I 1 1 1 1 1 1 I (TYP} PROP BOLLARD S 'A OVERHEAD CURS TRANSITION FROM - �` 5 r--, r--, r-- r--, r -, r--, (TYP) � 1 1 t 1 i 1 1 1 I I -' _ � � � � 4 ° BEND ESM'T. ,r -t 10 CLA 1 B PER SNOWDEN RIP-RA BRIDGE BLVD. I I t 13 I I 1 1 I 1 f 1 P I I I [ I I I I I I k f 1 I I I I fl 1.1 1 I 1 1 ! I_ _I I I I I. DOOR FLUSH TO V 1(I I o DESIGN PIAN FOR �-- . -12 A E "A,1 U Man- C 6 C 6 Ty VEHICLE r� C50)a 1 52 0 . j� . . � � 53 � 12 _ - ,'�� R 4.5' C RB TRANSITI N U'S'CG-6R� CB-1 � � � 12 �_ 4 GRASS 1 1I4°RAMP SHOULDER TYP BEND � L ITS OF � LLQ , . ��,� � � DBT � � E.X. UTILITY � t CONTRACTOR O F1EL D STURB C 60 CO.N LO DIN DO K PRCP FH ASB LJMF' TE (TY =4.5' ,k' _ *` 454 ri ) tai U B TY C�- .. �s G�j POLE t Q VERIFY ASBUI T CONDI I S OF WATER LIN PRIOR O w - R N ITI N - BEND $ , a� i START OF CO STRUCTI f' w J F" —�.--J--��— 13.5° TYP ,1 PROP 12 x 6 TEE, „ 1-12 G.V., 1-6 G.V. 7 TY) 12„ x TE `" RETAINING WALL I; b a R P IR EEA EI ,' - ' G.V. \, ' U 7 PROPOSED j CROSSWALK Q y IL H - W Z - 0 36+00 WATER LINE "B" 37+00 38+00 39+00 CURB TRANSITION (TYP)__�;�' [� VA U M AVE'0,`` / 40+00 41 +0 v ' 421-00 ca y f APPROX. LOC. W (j w W vrr w w w w �w w - w S [43+00 `�, ',l'" CB-12B 1 I j 1 EX. 12 SDR 21 ` ti PVC WATER LINE R=4.5" f - 111' TYP h R =4.5' D� `° PRIVATE FIRE LOOP-/j�. Y _ TYP. 'Atir v C7 ? is 4 0' 45° BEND U 32.58' 24' t PROP FH t ASBY (TYP} t © } I 4 ; • W Lu LL! 12' CONC DOLLY PAD (SEE NOTE) O I 40 5, U �qy` PROPOSED PICNIC- AREA 21.0'x 22.4' - 1 f R=4.5''� CG-6R Fz"� RSA I �x 4" CL A3 CONCRETE PAD WIWELDED WIRE 1 1 ss ^ FABRIC SEE NOTE 7 EX. UTILITY �'' ui CG 6T �r .,� �. 65 V CG 6T , /12 64 b PULE S ` z - 63 4' GRASS 5' GRASS FILTER Q6cl� 5 S7 �``� SHdULDER LIGHT POLE (TYP): , co {TYP} - STRIP (TYP.) h�� } l CURB TRANSITION DRY SWALE LEVEL 1 CONC. CHECK TYP PROPOSED PROPOSED _ AREA=340 SF SEE DAM TYP. ACCESS DRIVE CROSSWALK GROSSWA - - - - - - - - - o DETAIL SHT. 38 AREA=340 SF SEE `n m CG-6R � 'QN- f DETAIL SHT. 38 -6R R=15 i`, 1 - �s-Lq _ , r ' �,< T2 ,.. •, 17�y0, R-Sp I LIMITS OF DISTURBANCE X-SEC "10" 25' 76 J� 71 C0NC. CHECK DAM - AGTJ EC `3 F CG 6 CG 6 r �; �` e, R. l 4 1 APPROX. LOC. SEE DETAIL S� 3� BUFFER .��' - — FM BUFFER B i PER MAS FM VEL OPMEIV T PLAN �E1 DRY SWALE {LEVEL 1) i`� ,, "' .� AREA=80 SF SEE o� '` �� ao �� �'- - S' R DETAIL SHT. 38 CURB TRANSITION �•`s, ,. '��• - / L I ?� a EX. 16 SDR 21 I PVC WATER LINE Its 1 Rev. No. Date 04 07-18-2019 GR TONE' COMMERCE 5 INACTIVE i POLE �-- TER TED H U _ BUFFER 0 �� � u � 1 � (TYP) LIMITS OF ` G-13R CG 6R DISTURBANCE I 1ki op t HU - - - .- --- -- -�' �-- (TYP) '� LIGHT POLE TYP EX. SAlV. - - - - ---- - -, ��'-� I ��j U ' BRL � - - EX. UTILITY _� �'©NEO M1 A.R.V. � --� oHu POLE -� I EX. UTILITY �. 0HUCleo f - -- r� EX. NVPC POLE LINE ESMT. 1 DB 200 PG 546 � IL z cn Z-� � -� � �r � rl,, d [ 1 Q RAN`P�Y L PLEB "� LIC, N4. 3280 - ZONED RA _ _ . -,. LIMITS OF EX. OVERHEAD EX. DISTURBANCE ELECTRIC ._ OHU POLE `� -- —. .-5' BRL EX. FENA CE PROPERTY LINE __ FM FVI - -- - - - - -- --. - - - - -- - y- _ 0 H U ©HU �-� 0 -- - - j OHU 11 j `}' 1� �1 Ci � bb T ©�2 � X5'0 NAL T. Id. 43-A-159A SHENANDQAH` VALLEY r BATTLEFIELDS FOUNDATION FM -- - - -- --- _r< _- - - ---� � - - s -_- -..._ _. _ ��' '^� -' -- - _ - s EX UTILITY POLE �`� DATE: 11/02/2018 INST No, 150000765 �- EX. SAN. EX. 10" SAN. RESIDUE OF EX. 20 FREDERICK WATER EX. UTILITY 1 ZONE.- RA USE. DWELLING t�, 4 ' 10" G.V. T.M. 44-r4-2fi ESM'T PER ",SANITARY EX. 15" SAN. SEW. FORCE MAIN GRAYSTONE CORPORATION SEWER FOR GRAYSTONE POLE EX SANITARY SEWER DESIGN BY OTHERS. CONTRACTOR TO CONFIRM 4' 14 j I 1 SCALE. 1" = 40' p + OF VIRGINIA COMMERCE CENTER AND INST No. 030025588 STEPHENSON VILLAGE" AS-BUILT CONDITIONS PRIOR TO 1 j 'r DESIGNED BY: KASITTC ZONE. M1 START OF CONSTRUCTION FOR t" USE.- VACANT PIAN DATE 1112412017 REV. DATE 101312018 EX. 15 SAN. SEW, PROPOSED SANITARY SEWER CONNECTION TO EX MANHOLE. Ix 14 40 20 a 40 80 FILE NO. 27[iOGC SHEET 23 OF 64 1 SCALE: 1 " = 40' SP#142-1$ 18-05 °� -4 \ - f J NOTES: 4. ALL DOOR THRESHOLDS ARE GRADED WITH 0' DROP FROM INTERIOR TO EXTERIOR. 2. LOADING DOCK HAS BEEN GRADED WITH A 4' DROP FROM FFE. 3. DETAILED GRADING IN THE STORMWATER MANAGEMENT BASINS AND THE E BIORETENTION BASINS CAN BE FOUND ON THEIR RESPECTIVE DETAILED SHEETS. = N N 0 � 4. ALL ROOF LEADERS UNLESS OTHERWISE REFERENCED SHALL BE 8 HDPE L ar 1 _ -- `1fes SMOOTH BORE PIPING. ROOF LEADER CONNECTION TO DOWNSPOUT SHALL BE Q N � J/{ ''CW ` /} I f /'� PER ARCHITECT DETAIL. ?� n ©fir r �4`'`• etfd i ( r ti - % / 7 S 0 4 m LL 662.04 ��-- _ ` -'� `�--� `` _ ``' _ [.. RA14 R, 503.22=- _ '661.2 _ X 661.E W 1W C 661.6 X / �-- / 0 �-- � N11 oNt) 77 77 _ I ..� �j _ ✓'//' J ,`.-, r -yam --._ OfyuJ !1 '�•` l f � / �Y J -lam r --` ---- - { 659's 661. 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G sD a ~ } I 877,.3 \ 7 `' . l X r -�. 4 Y - - _ �-,, 680.,3 \ _ To 80.5 - `-�-. i _ -- X -- - X +68,6, 5 TSD � � N _ _ ��,• 1, �` X 68J�.,.' 00 _ / EMERGENCY T34 ,.. �, X a - - - - _ -'`-' X \ ` 685..2 8 ,ILDG 679, 0 I \ r SPILLWAY 1 . - �►- `j ORES co _ y 680.9 \ \ X 683. 1 r \ l $0-- - ''-- - „� Q 11 BP `� \ 1 683.1 E8 3.6 \ LL � �. 685.E X X X 68,5.5 /1 C7 680.8 �\ / X - - - +vim F CLASS"A1/ / / 11 © RIP -RAP f - - \ �- X r / Z ��.:€ fit, iX$6s°Dc \ \ f 682.9 ���� 686.8 # 4: X f \ \ i �--lam f! _e y� X \ 68J. 676 37.. a 688.9 1 `6Fg, ` / / r 1 �e F- 678 p 1 688.9 �o - X \ f 686, 8 * © C9 DRY SWALE `m ` s 41 { , \ ',6"'6 -- - - `' X Q 6_ X 1[3 [ (LEVEL -,2) r \ \ = ROOF LEADER R A=280 S#= SEE / X ROOF LEADER / / 6'87.3 r J S D' T 7 T. 38 68%. / (TYP.- SEE NOTE j. ' a `6�8 $6 BLDG NIS SHEET)OTE 86 sLDG 'f _ 86 B°nG _ - -- - $� BLDG -- -- - __ 86 BLDG _� `, X -SEC „1 „ . 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CHECK RAM TYP;- - 688 3 -- - - - AREA=140 SF.S_ E _ f y 5' GRASS FILTER y _ _- Y • , - - - STRIP (TYP. .� 'd Lic, No 32809 X8C%, EErDETAIL SHT. 38 x /. 60 DETAIL SHT. 3B- w 6�2 686. 6'ti �', I "r li 'Zr 1�% 1 1 \ D �_ ' � � H(i X -SEG "13 Y Aro s , a II H ._ a 68Q 68a : 684 _ 682- �;` 686 684 - �"_ - 682.5 682 �-�684 - - - 68 DATE: 11102!2018 - - - - 68 77. �{.-AN.-ICONC. CHECK DAM TYP: r FM FM 682.4 CHANNEL LINER \ "'" --• --- - -- SCALE:. 1" _ 401 X 687 2 ., � _x_ �� (TYP.) SE �`Ff�+? `. .•., .,_. DRY SWALE (LEVEL 2}- EX. SAV. 1 667 6 - -5 DETAIL SHT, 381 682.4 683.1 \ DRY SWALE (LEVEL I) FM SHEET 51 --�-� 682.4 AREA920 SF SEE- AREA -483 SF SEE X .>�� _ _ � � `' -� NOTES; r' A. R, V. �---- - �-- f��#:Lt ! -- 1. ALL DOOR THRESHOLDS ARE GRADED WITH 0' DROP FROM INTERIOR TO EXTERIOR. , DETAIL SHT. 38 % 87 � DRY 511VPiLE (LEVEL r �_ �L�s~` � '©ETAIL SHT. 38 X 684.3 � DESIGNED BY: KASfTTC 2. 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No. X *-.. _ _ 83 �P 83 83 EP I $.4 EP $4 EP `\ 84 EP C7 -.� 85 EP _ Lp _ -_ 44 U7-�8-�19 _ R DETAIL SHT. 38 1l �. '- f -.�� _-�l-� �6 4� rr -' I 1 M8 1 $.4:EP 84E� \` c5.g`.. 84Ep 85E'p J ' 85up. ' -� s / y i } l FM - _ - - - 1 ' 47 x., X. as \ o� X X 85�0 I 'X / \ J 1 l " ' ! jl 1 TH Q 68 7 �, 84 EP X84 EP 85 }=PX X sP rs �, ��� 85 Ea / , - l + 9 V tl� j 1j A �7 r� -�FI11�1� 75 85 EPX 85 E? S5 EP 68d O � o 4 _ P _- - U � t 6 rte, cS�� � r 6 86x4 ' 68 ' 0 �n f t 1 1, -' RAN Y L. PLER � - - A.R. V_ I 1 ( � "�682- �- - -- r _ �� r_, -- - •� � 2 � 1 ��c� �� _ 1 } � *cs 09 x - Lic. Na. 328 ` 681.2 . -. . .. 0u Oyu - © - 1 , I �1 �� Io 12-A u4 - w _ - J - - - �� X 682. OHP 1' % e �n,� - - r - -682--- j ► 1 c 71+ ] S`t 4 - C 1Wi - - _ _ 5 -- - -- _ - _ - 1 ` } � aIv r F M ,� AL J FM FM � - - i3 X- ti X cob r5? ` 6DATE: 11IIY2I2£11 g EX. SAN. EX" 10" ,SAN. � EX.. 20' FREDERICK WATER � � � NOTES: j f 10" G. V. I' ESM'T. PER "SANITARY 1. ALL DOOR THRESHOLDS ARE GRADED WITH 0' DROP FROM INTERIOR TO EXTERIOR. +l , { � •. J - \ FORCE ,MAIN EX,' 15 .SAN. SEW. + SCALE: � 1 44 -684---SEWER FOR GRAYSTtONE / j � 2. LOADING DOCK HAS BEEN GRADED WITH A 4' DROP FROM FIFE. COMMERCE CENTER AND, �` � J 3. DETAILED GRADING IN THE STORMWATER MANAGEMENT BASINS AND THE BIORETENTION _ % \ STEPHENSON VILLAGE'" / � BASINS CAN BE FOUND ON THEIR RESPECTIVE DETAILED SHEETS. DESIGNED BY: KASITTC f- PLaN f.�ATE 1,j�`2,/2iS17 j I E% 4. ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE S" HDPE SMOOTH BORE PLA DATES ,1241- 6 PIPING. ROOF LEADER CONNECTION TO DOWNSPOUT SHALL BE PER ARCHITECT DETAIL. FILE NO, 276[1GC 5. TOPOGRAPHY AT SNOWDEN BRIDGE BOULEVARD IS NOT FINAL GRADE. TOPOGRAPHY WAS 62 40 20 0 40 80 OBTAINED WHILE SNOWDEN BRIDGE BOULEVARD WAS UNDER CONSTRUCTION. PROPOSED SHEET 27 OF 64 X, GRADING FOR THIS PLAN (WAREHOUSE) TIES INTO PROPOSED GRADING FROM SNOWDEN I} ,5 / � (f 1 CPQ SCALE: 1 " = 40' BRIDGE BOULEVARD EXTENSION FLAN WITH REVISION DATE 6122115. SP#42_1$r 18-0 �r II_I •.� ` 0 oft] 1 - ----- C4 00 0 N C tt H... ^ Qi `�_� ���'�01��'�P�,O a,'IllilllfllillillllllVlllll@IllllllllilllllillllllllillllllilLfllllllllll[1111Il,L, � � �`' 04� :r Gy 'w , t P ;,c 0.m U.y r: b. : y V ° ! V J p ;• a Y P , v - -L__j �L l L_ J, i•_ ti".,'i�-.f- 'L.J Ltil'. '.'`-^'-� - '. '' •"L J Y'-t_PLr�... :i�Y. ,ij..tr:. .. , LJ LJ LJ LJ LJ LJ LJ 4J LJ LJ 4-.J LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ I)_J 4J LJ l,_J LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ L«i LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ R1-1 !r I �k uj L f . _ RCP t t► EX, SAN. t \ A, V. .. ..1 1 � EX, ip` � -} SAN. G•f! 1,4 P jjrr © FREDERCK WATER JJjjfj PER "sw1wy fl FOR GRAY570NE CONTRACTOR TO FIELD VERIFY ASBUILT ERCE CENTER AND �' ■' HENSON OLLAGE" ' . '• CONDITIONS OF INTERSECTION PRIOR TO f j DAT1112412017 1 }lora 7 START OF CONSTRUCTION, ENGINEER r SHALL BE NOTIFIED IMMEDIATELY IF ANY of -1 CONFLICTS ARISE co J: CMP �•-I .,. R1 -l. 1 I I f oc - - ` E H l!j QQ.. f _ t r E-, F G Zn... C C F Fq t I - "Ir -1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r-1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 71 r1 r1 r1 r1 r1 r1 r1 r1 r`1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 71 r1 1-11 71 r1 r1 r 1 r1 r1 r1 f t _ ir♦s _t,-dir.+.4-.d,.L-b. 4 -1,d. -.C,4 --•1:+•--t - ;. ll..i,-+e�:.1�8J�. .,4.-W..w. .4'-�:,i-.I.,>�--�•_1.-.? - .. .:-d,.kl-�. .brrt. +1.-.t rI� I-1 �b I t I Q R1-1 t► b E h + IN 7 , I b. v r n b v f y p a Lk I r I c `I f I--9 r 1 a .. . !/ RI -1 E� U R6-3 W b 4 7 � i 0 c ' ISI' �j ! q I I� _ ,. ,- ,.m c s .. S ..-.. ._ w' _ a. 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'�•,..t x $.. `"£. .b. ., .., _ .. ...� o _ . ., x Y.. ,.v 1 . �: _.. $ .. e. .. .., Y ... y. , w.. . �>< >.. _•,,, 3f.,.., ..,.. :.,J`.. ..r.,... rn. ,,,.r, �c �"'a`. > F���t, \ �_ •.� �-'..,,. � I I 1 I S I 1 I I ! I I i i I V ! I I I P ! 1 1 I I E I 9 1 [ V 1 f 1 I I-{! E k I I S I �� -, '' � � � } � [L �F illill'd1IiIIIIIlIIIlIIlIIlII1llllfllll'IIIIII f, I y �� ,4 a \\\ `7 tl, M•, EX SAN. _ .. .. , _ to 5 EX. SAN, 10" G.V heli ..... , - .. .. .. .. - ' 06 A.R-u F �� \ i ' --� .� R1-1 11 E11: PROPERTY CINE w rr EX. ^aAN.' �1, t 1 A.R.V. � Ex. sva. _. ... _... �„ ,,,• �,T„�n,r,Jr �..�-o . 5` �'1� �t � ti SIGNAGE AND PAVEMENT MARKING NOTES PAVEMENT MARKING LEGEND 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 CONSTRUCTER 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. T. GENERAL SIGNAGE LOCATION: MEDIAN/SHOULDER 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. 8. UNLESS OTHERWISE NOTED, EXISTING SIGNS SHALL REMAIN IN EXISTING LOCATION. 9. TYPE "F" 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, 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, CLASS I MARKINGS, 4" WIDE, LENGTH AS SHOWN ON PLAN EXTENDED LANE LINES (DOTTED) - COLOR AS SHOWN, TYPE B, GLASS I MARKINGS, 4" WIDE x 2' LONG, SPACED 6'. (OPTIONAL) 8" WIDTH TO BE USED FOR EMPHASIS AT ROUNDABOUT. (OPTIONAL) ESTOP 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. TYPE. B, CLASS I WHITE PAVEMENT MARKING, 6" WIDE PARALLEL LINES SPACED 6 FEET APART. TYPICAL PAVEMENT SECTION #1 NOT TO SCALE EMPLOYEE PARKING LOT - MAIN DRIVE ISLE 1.5" SM -12.5A SURFACE COURSE 4.5" BM -25 BASE COURSE 6.0" SUBBASE VDOT STD. 21B '„1 -moi I II III II + I -til! I� 111 1 i �I III `I T'�'i COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTIM-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, 80 40 0 8( SCALE: I :i TYPICAL PAVEMENT SECTION #2 NOT TO SCALE MAIN SITE DRIVEWAYS -ASPHALT AREA 1.5"` SM -12,5A SURFACE COURSE 2.0" SM-19.OA INTERMEDIATE COURSE 5,0" BM -25 BASE COURSE 6.0" SUBBASE VDOT STD, 21B II I'll l -1 I dl,=! IIS I I I I III mI I I lI I �l 1.--' COMPACTED SUBGRADE 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. 160 PAVEMENT SCHEMATIC (NTS) Rev. No. Date 01 12-18-2018 TH opt. RA IY L. EPLER' Lie No. 32809 )`AGI -bbl j TYPICAL CONCRETE PAVEMENT SECTION #3 L NOT TO SCALE WAREHOUSE LOADING DOCK/ DOLLY PAD DATE: 11/02/2018 8” 4,000 PSI REINFORCED CONCRETESCALE: I" = 801 WITH 6x6W2.9/2.9 WWM 8" SUBBASE VDOT STD. 21 B I+—= —i COMPACTED SUBGRADE DESIGNED BY: KAS/TTS I I I —III—I 7L I it =1I (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT FILE NO. 2760GC VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4. SOIL TEST SHEET 28 OF •64 OF THE SUBGRADE MUST SUBMITTED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION DETERMINATION OF REQUIRED SP#42-181 18-05 H TYPE B, CLASS I PAINTED YELLOW DOUBLE LINE PAVEMENT MARKING, 4" WIDTH, SEPARATED BY A 4" SPACE, LENGTH AS SHOWN ON PLAN -� ( I ] 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 ( 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, TYPICAL PAVEMENT SECTION #1 NOT TO SCALE EMPLOYEE PARKING LOT - MAIN DRIVE ISLE 1.5" SM -12.5A SURFACE COURSE 4.5" BM -25 BASE COURSE 6.0" SUBBASE VDOT STD. 21B '„1 -moi I II III II + I -til! I� 111 1 i �I III `I T'�'i COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTIM-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, 80 40 0 8( SCALE: I :i TYPICAL PAVEMENT SECTION #2 NOT TO SCALE MAIN SITE DRIVEWAYS -ASPHALT AREA 1.5"` SM -12,5A SURFACE COURSE 2.0" SM-19.OA INTERMEDIATE COURSE 5,0" BM -25 BASE COURSE 6.0" SUBBASE VDOT STD, 21B II I'll l -1 I dl,=! IIS I I I I III mI I I lI I �l 1.--' COMPACTED SUBGRADE 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. 160 PAVEMENT SCHEMATIC (NTS) Rev. No. Date 01 12-18-2018 TH opt. RA IY L. EPLER' Lie No. 32809 )`AGI -bbl j TYPICAL CONCRETE PAVEMENT SECTION #3 L NOT TO SCALE WAREHOUSE LOADING DOCK/ DOLLY PAD DATE: 11/02/2018 8” 4,000 PSI REINFORCED CONCRETESCALE: I" = 801 WITH 6x6W2.9/2.9 WWM 8" SUBBASE VDOT STD. 21 B I+—= —i COMPACTED SUBGRADE DESIGNED BY: KAS/TTS I I I —III—I 7L I it =1I (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT FILE NO. 2760GC VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4. SOIL TEST SHEET 28 OF •64 OF THE SUBGRADE MUST SUBMITTED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION DETERMINATION OF REQUIRED SP#42-181 18-05 50 25 0 50 100 SCALE; 1" = 50' ELEV. @ w � 1 PROP ti ci v v RD CIL w m w w 710 705 700 695 l _ EI 690 =4 VC =100.00 AD = 2.16 685 w CO 000 CM1 co V) coCC D0 000 101 PLAN VIEW I"=50' STREET CIL TANGENT TABLE !_.INE BEARING DISTANCE L1 S 65°1'1'07" E 696.52' L2 S 74`27'42" E 74.82' L3 N 27022'10" E 223.43' L4 N 24048'53" E 1020.12' L5 N 25034'47" W 149.93' L6 N 65011'07" W 590.01' L7 S 24048'53" W 43.00' L8 S 33056'59" YV 1 143.30- L9 S 24048'53" W 1 35.49' G7 !rG 00 C? w u) t1 tV N to O r w 00 00 OD 00 00 Go w w to to to w to w to � t~D coo w 00 cm e ) i' w N t- N Lo N tt� C5 r r I j VC = 200.00 - - AD = -3.22 G _ - --- VC = 200.00 AD 2.57 CREST = 4+64.31 PROR GRADE ELEV. = 684.20 - - - - -- � - - - _I �--. @ CIL - - - - - - - [- SAG =1 +24.29 r 680 0.50% ELEV. = 684.05 71 -- /// / / / j r COMPACT FELL 7O A % r . ' : f -. / I _ // / !� I - `' / r / rI MINIMUM 100% DRY DENSITY, PER ASTM D 698 675 7. EXISTINGGRADE @ CIL , 670 ✓ � � � / /s/ 665 r/r rrr//-1.561 7/4/ STD. - -' ! Z CD -1 SAG = 8+99.57 r - '% - r/ � // /viii✓'/ - __ -- _ V / a s CID co r w�-- f l - c"1 t- > .� a Q u, w Q + + + J + + W CEJ -. _ C7 C7- �. a Cr7 T- LLl 660 0 0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 - - rk� �' rQ ti + + LO 5+00 5+50 6+00 6+50 7+00 7+50 8+00 36' ACCESS ROAD PROFILE HCM- SCALE:1' - 5D' VERT. SCALE 1'-5 cr) w w U) Lu Lu U) _ w J 0 + zz I'-- i Z: E 0 U 680 STREET CIL CURVE TABLE - • CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD BEARING CHORD LENGTH TANGENT C1 100.00' 134.13' 76°51'00" S 26045'37" E 124.30' 79.33' C2 100.00' 16.19' 9016'35" S 69049'25" E 16,17' 8.11' C3 100.00' 136.43" 78010'08" N 66027'14" E 126.09' 81.22' C4 782,00' 34..87' 2033'17" N 26005'31" E 34.86' 17.44' C5 132.00' 116.10' 50°23'40" N 00022'57" W 112.39' 62.11' C6 150.00' 103.69' 39036'20" N 45022'57" W 101.64' 54.01' C7 132.00' 207.35' 90000'00" S 69°48'53" W 186.68' 132.00' C8 806.00' 1 128.51' 9008'06" S 29022'56" W 128.37' 64.39' 00 cm e ) i' w N t- N Lo N tt� C5 r r I j VC = 200.00 - - AD = -3.22 G _ - --- VC = 200.00 AD 2.57 CREST = 4+64.31 PROR GRADE ELEV. = 684.20 - - - - -- � - - - _I �--. @ CIL - - - - - - - [- SAG =1 +24.29 r 680 0.50% ELEV. = 684.05 71 -- /// / / / j r COMPACT FELL 7O A % r . ' : f -. / I _ // / !� I - `' / r / rI MINIMUM 100% DRY DENSITY, PER ASTM D 698 675 7. EXISTINGGRADE @ CIL , 670 ✓ � � � / /s/ 665 r/r rrr//-1.561 7/4/ STD. - -' ! Z CD -1 SAG = 8+99.57 r - '% - r/ � // /viii✓'/ - __ -- _ V / a s CID co r w�-- f l - c"1 t- > .� a Q u, w Q + + + J + + W CEJ -. _ C7 C7- �. a Cr7 T- LLl 660 0 0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 - - rk� �' rQ ti + + LO 5+00 5+50 6+00 6+50 7+00 7+50 8+00 36' ACCESS ROAD PROFILE HCM- SCALE:1' - 5D' VERT. SCALE 1'-5 cr) w w U) Lu Lu U) _ w J 0 + zz I'-- i Z: E 0 U 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+Oq 710 700 695 690 680 - • � TEE .675 r X _� Ln _ 670 In 1I O d -c - fl -- - CL � W + _ + C w n 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+Oq 710 700 695 690 50 25 0 50 100 SCALE: 1" 50' Lc) N to CO tD r E req 0 W W) t � C e 0 C4 cu 'C - -0 C W Ln 0 CL m �c r=0U z N --Zw W Z We WW LLI D 0 x ui L cLu Q J () Q -iw 0 C7 Q > "Lw F- 30Q Lu F- �J C.) J CL Lu W W z w z Lu z Flew. No. Date H dF % � f rte" RAJ L. ERLER Lic. N4. 32809 L DATE: 1110212018 SCALE: . H: 1" = 50' V: 1" =5' DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 29 OF 64 680 • � - .675 r Ln _ 670 In 1I -- 665 (n 50 25 0 50 100 SCALE: 1" 50' Lc) N to CO tD r E req 0 W W) t � C e 0 C4 cu 'C - -0 C W Ln 0 CL m �c r=0U z N --Zw W Z We WW LLI D 0 x ui L cLu Q J () Q -iw 0 C7 Q > "Lw F- 30Q Lu F- �J C.) J CL Lu W W z w z Lu z Flew. No. Date H dF % � f rte" RAJ L. ERLER Lic. N4. 32809 L DATE: 1110212018 SCALE: . H: 1" = 50' V: 1" =5' DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 29 OF 64 �. ��„ I■■■■■ill■■■■'■'■®■I�■■■■■■■■■■�■■■■■■■■■■■�■■■■■■■■■■■■■■■®■■■■■■■■■■®■■■■■�■■■■■■■■■■■®■■®�®�■■®®® li■ � ■ t 1 t 1 _ ♦�....1�' ;4t4 • h �rixh .%.^. 'G''-ri'�`+Ar �-may '- r �.w r•A•I.r Y • _- �'„ i' :f 6• Win' G a _. a T -yr,, - - - ,y. - Y ♦ - d " - .r •. 01 1 111111 k•♦1T �.�r raN *1 • _ • a. rl�i� RYd - �iY dr'd. - a Aid A Ad r Ad • dr l'r •' ♦ . 4 a. r i w y� f ¢¢♦,r}y�..{r,, r _. r,. r 3� s'.. ..:'.,57,P dr••r:;C .. aaf ._ dr 'r' Y .... r •i i da ♦h h .rar:r.: d,Tdri1'R �. +��v�, �ATI.Lri �lvri� W` a�rrry sr.r,....�._'Cw�__.. S .Q^b 9LA4�.9. - A �A ' _ , _ _ v` r. �.�.A� � ... � .V.w d hAT r ai. 4 rSf •+L' • �.. e2$cr� �i'C: cud �ai�a�1➢�?` °� . .:. vkv�,.r,.xc�:� ��e'�i'�5.0`�� r, Fi^w�i"Y�AriuKr�:�2; ���h tT,� �. p ♦: aAr .g : - .w2�!�_ ►gra `fir♦ h w�rrdY➢i ra:ce•e�unv:.:��*"+�aai r::ati.�x`�s:rtf::.7'�=,+�.*�+:.�` �i 50 25 O 50 100 SCALE: 1" a 50' ELEV. @ ti N 't n PROP r N ew N RD CIL ci° 00 m c°°o 710 705 LLJw U) w uu 700 w z 0 695 Z 0 690 685 680 - 675. _ � - - �I_ - - -• - - - 670 - - - - 565 q at N N co 00 VC = 200.00 AD = -2.06 CREST =13+68.89 ELEV. = 682.99 V 1 _ 11 m it o co it0- * J Kms-- - - c..) W 560 11+50 12+00 12+50 13+00 13+50 14+00 14 a! iD et r m r "R N V7 N N N N r r Cl 07 ® C3 00 cma m w 00 w w cwa 00 m e00zr m _J. 77---- -1_04°/o PLAN VIEW 50' r r vi 't ti tl h r 00 00 00 00 000 00 00 00 000 rn m w m m m w l w m VC 200,00 AD =1.70 SAG =17+57.60 1 ELEV. = 680.10 15+00 15+50 16+00 16+50 17+00 17+50 CL It N N + - 18+00 18+50 19+00 19+50 36' ACCESS ROAD PROFILE 0"66% 20+00 41+00 11 1 V 142 4 43+00 _._.._.....� XA21+00 - 22+00 23+00 C5 'S�,dy_3d�.'S`Y �%i,wAl�iatr��:�"��..a.7rr`...+:G.C'$..:rd. �... • +a��.'hdTr•L•d'r V •ir'i 'fid d. �aY • /�tY p � T� tr.1 AhG r STREET CIL TANGENT TABLE. LINE BEARING STREET CIL CURVE TABLE DISTANCE L1 S 65o11'07" E 696.52' L2 S 74°27'+42" E 74.82' L3 N 27°22'10" E 223.43' L4 N 24°48'53" E 1020.12' L5 N 25°34'47" W 149,93' L6 N 65°11'07" W 590.01' L7 S 24°48'53" W 43.00' L8 S 33°56'59" W 143.30' L9 S 24'48'53" W 35.49' '! (1�l R 000 000 000 00 m cr [ Es to 0 - i � I COMPACT FILL TO A MINIMUM 100% DRY DENSITY, PER ASTM D 698 HOHZ. SCALE -1' - W VERT. SCALE 1'-5 _._-j_ -j- 20+00 20+50 21+00 21+50 VDOT STD. CD -1 -4122+00 ti Ci i7 In 0 0 w r 00 M N 1- N r WQ (Qr :iii el' T Q ti �''+ 0F1 r• C M M M d d v M M M e1 >h 00 00 00 009 00 Do 0000 Go 00 170 w 00 to m m w w to to cow m m m m w VC 100.00 AD = 0,34 -I - i W 710 -� cn w w U) W 705 0 700 z _ z 0 c3 - 695 VC = 50.00 AD = -3.08 VC 50.00 690 _ AD = 3.78 CREST = 23+94.21 _ ELEV. = 684.51 ``, SAG = 24+62.53 1701a 685 ELEV. = 683.72 STREET CIL CURVE TABLE CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD BEARING CHORD LENGTH TANGENT Cl 100.00' 134.73' 76°51'00" S 26°45'37" E 124.30' 79.33' C2 100.00' 16.19' 9°16'35" S 6949'25" E 16.17' 8.11' C3 900.00' 136.43' 7810'08" N 6627'14" E 126.09' 81.22' C4 782.00' 34.87' 2033'17" N 26°05'31" E 34.846' 17.44' CS 132.00' 116,10' 50°23'40" N 00°22'57" W 112.39' 62.11' C6 150.00' 103.69' 39°36'20" N 45°22'57" W 101.64' 54.01' C7 132.04' 207.35' 90°00'00" S 69°48'53" W 186.68' 132_.00' C8 806.00' 128.51' 9'08106" S 29°22'56" W 128.37' 64.39' ti Ci i7 In 0 0 w r 00 M N 1- N r WQ (Qr :iii el' T Q ti �''+ 0F1 r• C M M M d d v M M M e1 >h 00 00 00 009 00 Do 0000 Go 00 170 w 00 to m m w w to to cow m m m m w VC 100.00 AD = 0,34 -I - i W 710 -� cn w w U) W 705 0 700 z _ z 0 c3 - 695 VC = 50.00 AD = -3.08 VC 50.00 690 _ AD = 3.78 CREST = 23+94.21 _ ELEV. = 684.51 ``, SAG = 24+62.53 1701a 685 ELEV. = 683.72 22+50 23+00 23+50 680 z z II 1x7 fl 3- C14 co - --- ccN 11 N x U -;i > tri cn UJ co 0 + J co CIS - C'y II II 22+50 23+00 23+50 680 670 to z z 665 3- o 0-Q x 0 a- co II II to 11 It It ren 1.1 11 CD p p 670 to N in 0 mr I-N1N V J m 'c'4" .7' � rl��A IN r cc T- a:LL Lu 0 X uj U w V) J ® a C)� J > w � Q w Q ' nz w � J _ a� 0. w Lu Z w O LL z 1_ Lu 0 Rev. No. Date TH Opp RA L. PLER > Lic. X10. 32809 to DATE: 1110212018 SCALE: H: 1" = 50' V:1"=5' DESIGNED BY: KASiTTC FILE NO. 2760GC SHEET 30 OF 64 665 3- o 0-Q a- co II II to 11 It It c0 co 1.1 11 CD p p 11 p i® cr7 > c6 t6 C7 eti V N W lqr N [r N 660% 24+00 24+50 25+00 25+50 50 25 0 50 100 SCALE: 1" = 50' N in 0 mr I-N1N V J m 'c'4" .7' � rl��A IN r cc T- a:LL Lu 0 X uj U w V) J ® a C)� J > w � Q w Q ' nz w � J _ a� 0. w Lu Z w O LL z 1_ Lu 0 Rev. No. Date TH Opp RA L. PLER > Lic. X10. 32809 to DATE: 1110212018 SCALE: H: 1" = 50' V:1"=5' DESIGNED BY: KASiTTC FILE NO. 2760GC SHEET 30 OF 64 C Cycs+ kc, goo 50 25 0 50 100 milli SCALE: 1" = 50' ELEV. cfl PROP RD CIL c� 710 L 1 LLI r U) w Lu U) 705 Z J 27+00 C6 0 C0 w Coo 0D0 cc co OBD us w co to ccs w ccs 0 VC = 50.00 !- AD = -3.17 700 z - 0 - 695 690 CREST = 26+09.42 _ ELEV. = 685.80 68570% 680 --- - 675 d _ 670 665 -- ---- -� a a' CL tl a co tl r co C6 II LO co W u to c+n 660 25+00 25+50 26+00 26+50 m `.03� BEARING .1 CL � mm E Ir P�: m;u Q1 C T 't IR m L4 � Rt !-"X � to m W) :c u J N 65°11'07" m C co v 0 9 co 00 coi c� 27+00 27+50 028+00 t J. 8 p T� O � Ir 30+00 VC = 50.40 AD =1.95 SAG = 27+10.95 ELEV. = 684.75(�_5101a `.03� BEARING .1 CL � Q - E Ir P�: "` Q1 r T 't IR Lq L4 � Rt 1! � 4) W) V) J N 65°11'07" co VC = 50.40 AD =1.95 SAG = 27+10.95 ELEV. = 684.75(�_5101a `.03� BEARING co - CL � Q - E II tl P�: "` Q1 r- T 't IR Lq L4 � Rt 'Tr W 4) W) V) J N 65°11'07" co cc co 00 co co 00 coi W 27+00 27+50 S 24048"53" W 35.49' 2033'17" N 26005'31" E 34.86' VC = 50.40 AD =1.95 SAG = 27+10.95 ELEV. = 684.75(�_5101a -- -- `.03� BEARING co - CL � Q - E II tl CO II E r- I1 ti E co L4 c ) E 1020.12' L5 N 25034'47" W + + J N 65°11'07" W 590.01' L7 S 24'48'53" W N 0wcli L8 S 33056'59" W 27+00 27+50 -- -- co BEARING co - w L1 S 65°11'07" E 696.52' L2 S 74027"42" E 74.82' L3 N 27022'10" E 223.43' L4 - 28+00 31 k c G Ori Cfl 28+50 29+00 PLAN VIEW lit 50' 0' Go w w 0 a vs rl. ti co BEARING tow w L1 S 65°11'07" E Iq III N co Cto O 000 w C STREET CIL TANGENT TABLE LINE BEARING STREET CIL CURVE TABLE DISTANCE L1 S 65°11'07" E 696.52' L2 S 74027"42" E 74.82' L3 N 27022'10" E 223.43' L4 N 24048'53" E 1020.12' L5 N 25034'47" W 149.93_' L6 N 65°11'07" W 590.01' L7 S 24'48'53" W 43.00' L8 S 33056'59" W 143.30' L9 S 24048"53" W 35.49' CD Co 9 STREET CIL CURVE TABLE CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD BEARING CHORD LENGTH TANGENT Cl 100.00" 134.13' 76051'00" S 26045'37" E 124.30' 79.33' C2 100.00' 16.19' 9016'35" S 69049'25" E 16.17' 8.11' C3 100.00' 136.43' 78010'08" N 66027'14" E 126.09' 81.22' C4 782.00' 34.87' 2033'17" N 26005'31" E 34.86' 17.44' CS 132.00' 11+6.10' 50023'40" N 00°22'57" W 112.39' 62.11' C6 150.00' 103.69' 39036'20" N 45022'57" W 101.64' 54.01' C7 132.00' 207.35' 90000'00" S 69048'53" W 186.68' 132.00' CS 806.00' 128.51' 91,08'06" S 29022'56" W 128.37" 64.39' CD Co 9 q CO � R AR c 0 000 000 4 to 000 00 CTO 000 w cfl ccs w m efl m m -i 710 las - - - 700 VC = 200.00 . 6 All = -1. f I CCOMPACT FILL TO A MINIMUM 100% DRY DENSITY, PER ASTM D 698 - - - - - - - - 690 VDOT STD. / /t % % r / /i' / 'y /I / / f` ✓` �'� CD -1 /fi/i i % f iii / VDc7T-1.40% cry / STD. - CD -1 - - -- -- I - - - 684 - - - -- - �., 675 _ LO �6 It II t It CIDI IF f0 j - -- - CD O I=> - - Gam] cc QD W co r N M, 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 36' ACCESS ROAD PROFILE HORZ. SCALE 1" - W VERT. SCALE r-5 670 665 ` r LnI LO - -- ---- 660 35+40 36+50 36+00 50 25 0 50 100 SCALE: 1 " = 50' W cD E It14 It 0004 OUclN I N LZ 0 Lo m a Ln T LL r H LLA Z p Lu C7 U 0 ui U ii J C�1 (L C3� w I- �t CI) =) QULLJU Lu a W° z w J3 p 1i z W z cn Rev. No. Date ' x AN L. PLEB Lic. No. 32809 Q 0t ) L-Al,/i IaNAL DATE: 1110212018 " _ ' SCALE: - 50 V:1"=5' DESIGNED BY: KASIiTC FILE NO. 2760GC SHEET 31 OF 64 I l l I H 50 25 0 50 100 SCALE: 1" = 50' ELEV. PROP ri Ria CIL 695 INFORMATION SHOWN - - - FROM SNOWDEN BRIDGE BLVD EXTENSION PLAN, 690 i REV. DATE 6-22-15 685 680 675 670 I 665 - i VC = 36.24 - - K -Val = 8.69 C_3 0+00 n ti N N co 11+00 PLAN VIEW III = 50' AA 0 G 2+00 --I- C8 "ii C9 co M00 d to to w rx�sI INN GRADE @ C/L VC = 40.00 ---� �---r AD = -1.08 J 1.08` PROP. GRADE--' @ C/L t O m - a7 C] c Lu Y7] J -- _ i J - ---- YI II tl II it _ S\ d' G7 C7 C3 - CN"TJXC7 O C? e. c:i (3 O C7 0+50 1+00 1+50 2+00 2+50 48' ACCESS ROAD PROFILE HORZ. SCALE" 1' " W VENT. SCALE 1`-& d. t1] 00 to .30 N co + Ul d N N N) c R a ms W OR 670 ZI a � L[ } tc SI II in �f ^J M 3� 170 4 a 665 3+00 3+50 'I U 0 M1I tr] 50 25 0 50 SCALE: 1" = 50' ft] 100 STREET CIL TANGENT TABLE LINEI BEARING STREET CIL CURVE TABLE DISTANCE L1 S 65°11'07" E 696.52' L2 S 742742" E 74.82' - L3 N 27022'10" I 223.43' j r E 1020.12' c N 25034'47" W 149.93' L6 N 65°11'07" W 590.01' L7 PLAN VIEW III = 50' AA 0 G 2+00 --I- C8 "ii C9 co M00 d to to w rx�sI INN GRADE @ C/L VC = 40.00 ---� �---r AD = -1.08 J 1.08` PROP. GRADE--' @ C/L t O m - a7 C] c Lu Y7] J -- _ i J - ---- YI II tl II it _ S\ d' G7 C7 C3 - CN"TJXC7 O C? e. c:i (3 O C7 0+50 1+00 1+50 2+00 2+50 48' ACCESS ROAD PROFILE HORZ. SCALE" 1' " W VENT. SCALE 1`-& d. t1] 00 to .30 N co + Ul d N N N) c R a ms W OR 670 ZI a � L[ } tc SI II in �f ^J M 3� 170 4 a 665 3+00 3+50 'I U 0 M1I tr] 50 25 0 50 SCALE: 1" = 50' ft] 100 STREET CIL TANGENT TABLE LINEI BEARING STREET CIL CURVE TABLE DISTANCE L1 S 65°11'07" E 696.52' L2 S 742742" E 74.82' - L3 N 27022'10" E 223.43' L4 N 24°48'53" E 1020.12' L5 N 25034'47" W 149.93' L6 N 65°11'07" W 590.01' L7 S 24048'53" W 43.00' L8 S 3356'59" W 143.30' L9 S 24'48'53" W 36.49' NOTES: 1. TOPOGRAPHY AT SNOWDEN BRIDGE BOULEVARD IS NOT FINAL GRADE. TOPOGRAPHY WAS OBTAINED WHILE SNOWDEN BRIDGE BOULEVARD WAS UNDER CONSTRUCTION. PROPOSED GRADING FOR THIS PLAN (WAREHOUSE) TIES INTO PROPOSED GRADING FROM SNOWDEN BRIDGE BOULEVARD EXTENSION PLAN WITH REVISION DATE 5122/75. W) E CL) SIV _ c!C4 5 CD N = " 0 O G7 Q C] Lu 0 x LLIL T� Q J C7 O 7 a. w Q , U) 7 w < 0 W 0- c w Ill Zw 0 LL z CO) s w z 0 >E Rev. No. I Date H 4p o RA Y L. , PLER _ Li'c. No 32809 NAL DATE: 11102/2018 SCALE: ' ,U. 1" - 5' DESIGNED BY: KASITTC FILE NO. 276OGG SHEET 32 OF 64 SP#42-1$ 18-05 STREET CIL CURVE TABLE CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD BEARING CHORD LENG'T'H TANGENT C1 100.00' 134.13' 76°51'00" S 26045'37' E 124.30' 79.33' C2 100.00' 16.19' 9°16'35" S 69°49'25" 'E 16.17' 8.11'- - C3 100.00" 136.43' 78010'08" N 66027'14" E 126.09' 81.22' C4 782.00' 34.87' 2033'17" N 26005'31" E 34.86' 17.44' C5 132.00' 116.10' 50023'40" N 00022'57" W 112.39' 62.11' C6 150.00' 103.69' 39036'20" N 45022'57" W 101.64' 54.01' C7 132.00' 207.35' 90000'00" S 69048'53" W 186.68' 132.00' C8 806.00' 128.51' 9008'06" S 29022`56" W 128.37' 64.39' NOTES: 1. TOPOGRAPHY AT SNOWDEN BRIDGE BOULEVARD IS NOT FINAL GRADE. TOPOGRAPHY WAS OBTAINED WHILE SNOWDEN BRIDGE BOULEVARD WAS UNDER CONSTRUCTION. PROPOSED GRADING FOR THIS PLAN (WAREHOUSE) TIES INTO PROPOSED GRADING FROM SNOWDEN BRIDGE BOULEVARD EXTENSION PLAN WITH REVISION DATE 5122/75. W) E CL) SIV _ c!C4 5 CD N = " 0 O G7 Q C] Lu 0 x LLIL T� Q J C7 O 7 a. w Q , U) 7 w < 0 W 0- c w Ill Zw 0 LL z CO) s w z 0 >E Rev. No. I Date H 4p o RA Y L. , PLER _ Li'c. No 32809 NAL DATE: 11102/2018 SCALE: ' ,U. 1" - 5' DESIGNED BY: KASITTC FILE NO. 276OGG SHEET 32 OF 64 SP#42-1$ 18-05 PROP. P CUR Frederick County, VA Local ordinance referenced from http://ecode.6o.com/870.ci-g §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. (1) 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 i5 feet of each fire hydrant, sprinkler or standpipe connection. B. Fire lanes. (1) The Fire Marshal or his/her designated representative, in concert with the local volunteer fire company, i r Wray designate both pull €c and private fire lanes as requtrec for 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 1 1 controlled b Chapter i 8 Vehicles designated representative. Parking in a designated fire lane shall be con 1 y l 5 , and Traffic, of the Frederick County Code. r• l•• • t feet m least 20 feet in width, colt)) the road edge closest to the structure at cast o ct< u (2) Fire Lanes shall be at ea.. d g 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 lade. (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 Vanes or private streets, provided that they are installed according to the requirements of the Authority Having Jurisdiction. C. Parking lot lames. Parking lot lanes shall have a minimum of i3 feet clear width between rows of parked vehicles for vehicular access and movement. + 11 + 11 + 11 + 1). Location of structures. (i) 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 20o feet of a street, fire lane, or private street. (2) Structures exceeding 30 feet in height shall not be set back more than So feet from a street, fire lane or private street. (3) When any combination of private fire -protection facilities, including but not limited to fire -resistive roofs, fire 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 Subsec 2 () shall notapply. (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 fire apparatus to all commercial and industrial structures. Those 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 t,000 gallons per minute at 20 pounds per square inch. Water supplies shall be made available and operational before combustibles are on site during construction. (2)In areas developed with s"n le-fini1 detached ed or duplex dwelling units there shall be a fire hydrant rant Within 400 feet of all units. In areas developed with three to five dwelling units per structure, there shall be a hydrant within Soo feet of all units. In areas developed with six or more dwelling units per structure, there shall he at least two hydrants within Soo feet of all units. In areas developed with industrial or commercial developments), there shall be a hydrant within Soo feet of all portions of any structure. Where on hydrantBrant is dedicated to the operation of a standpipe system, there shall be at least one other hydrant meeting the distance requirements set forth above. The hydrant dedicated to the operation of the standpipe system shall not be farther than So feet from the standpipe. Distance measurcments under this section shall be along center -line roadway surfaces or along surfaces meeting r undesignated) where appropriate, but in all cases access to the requirements of a fire lane (designated o g ) each hydrant shall be directly from a roadway and/or fire lane. (3) Fire hydrants shall be marked in accordance with the Frederick County Sanitation Authority policy. (¢) Fire hydrants located in parking areas shall be protected bybarriers that will preventphysical 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. CV ro n. + 11 1 411 11 + f1 + ` -T- PROP.HYDRANT SIGN TYPE "D" PROP. BUILDING Guidelines referenced from the 2012 Frederick County Fire Prevention Code VIA 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 D303.1 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 . g _ Y2W. 28' .2B'RTor' _2(r 98 -FOOT DIAMETER 60 -FOOT 'Y• NUNIMUM CLEARANCE CUL-DE-SAC AROUP40AFIRC HYDRANT 2e R TYP. -+ 20' 120 -FOOT HAMMERHEAD ACCEPTABLE ALTERNATIVE TO 120 -FOOT HAMMERHEAD For SI: i foot = 304.9 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 Cade APPENDIX D FIRE APPARATUS ACCESS ROADS D103.3 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 (45 720 mm) shall be provided with width and turnaround provisions in accordance with Table D103.4. TABLE D103.4 REQUIREMENTS FOR DEAD-END FIRE APPARATUS ACCESS ROADS LENGTH (feet) _ WIDTH (feet)_ TURNAROUNDS REQUIRED None Required ---- - - - - 0.150 20 I r1 r1 r1 r1 r1 r i r -I r1 r1 r1 F 1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 1 1 1 11 , 120 -foot Hammerhead. 60 -Foot "Y" or 151-50D 20 36 -foot diameter cul-de-sac in accordance with Figure D203.1 120 -foot Hammerhead. 60 -tool "Y" or 501-750 26 96 -foot diameter cut -de -sac in accordance with Figure D103.1 Over 750 Special approval required Tar ar: a reo<- a"n.o mm. D103,5 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 ofthe 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. Electric 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. S. 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. -SIGN TYPE "D"" 4 --- IJPYU PROP. - HYDRANT PROP. As \ HYDRANT 10+00 9+00 8+00 SIGN TYPE ""D" OW N LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ SIGN TYPE "D" PROP.HYDRANT SIGN TYPE "D" ' 1111 ' 1111111111 1111111 lillllll -- I *THIS VIEW FOR FIRE LANE MARKINGS & SIGNAGE ONLY 80 40 0 80 160 SCALE: 1 " = 80' PROP.HYDRANT SIGN TYPE "D"---_ r1 r1 r1 PROP. FDC SIGN TYPE SIGN TYPE "D" e - 41+0�UJ I 11. 1111 142[0 I,,,I, �' JJ /-SIGN TYPE 91D"-\ 43+00 PAINTED 1 f / 1 7 1 a SIGN TYPE "D"" PROP. >� HYDRANT SIGN TYPE "D" A Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS ' � . I= T! 04 (*C S 0 V M W C D103.6 Signs :: t4 of Where required by the fire code official, fire apparatus access roads shall be marked with permanent NO PARKING ---FIRE LANE signs complying with Figure D103.6. Signs shall have a minimum dimension of 12 inches (305 mm) wide by 18 G i r .. e inches (457 mm) high and have red letters on a white reflective background. Signs shall be posted on one or both sides _ C K: s4, . of the fire apparatus road as required by Section 0103.6.1 or 0103.6.2. m� 03 G7 SIGN TYPE "A" SIGN TYPE "C" SIGN TYPE "D" SIGN TYPE MODIFIED "L3" ILL NO NO NO KIPARKING NO ~ PARKING PARKING PARKING T T 1 ti" is" FIRE LANE ARE LANE FIRE LANE FIRE LANE �12 �12-� �12'� FIGURE D103.6 FIRE LANE SIGNS D103.6.1 Roads 20 to 26 feet in width 3 i be posted on both sides of fire apparatus access roads that are 20 to Fire lane signs as specified in Section 010 .6 steal po pp h IAC 26 feet wide (6096 to 7.925 mm). CN D103.6.2 Roads more than 26 feet in width Fire lane signs as specified in Section 0103.6 shall be posted on one side of fire apparatus access roads more than 26 � I�� feet wide (7925 mm) and less than 32 feet wide (9754 mm), 04 La H tai A rh� SECTION D104 COMMERCIAL AND INDUSTRIAL DEVELOPMENTS UJ 1W z D104.1 buildings exceeding three stories or 30 feet In height i in f 44 mm or three stories In height shall have at least two means of fire 0 Buildings or facilities exceeding 30 feet (91 } g apparatus access for each structure. D104.2 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 124,000 square feet (11 520 m2) that have a single approved fire apparatus access road when ail buildings are equipped throughout with approved automatic sprinkler systems. W 1-1 1-1 r1 r1 r1 r1 rn rn rn r•1 r1 r1 r1 r1 r -I r1 r1 r1 r1 rn r1 r1 r1 r1 r1 r1 r1 r1 rn r1 r1 r1 r1 r-1 r-1 r-1 r1 r1 r1 r1 r1 r1 r1 r1 r i r -I r1 r1 r1 F 1 r1 r1 r1 r1 r1 r1 r1 r1 r1 r1 1 1 1 11 , o + m D 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 D105 AERIAL FIRE APPARATUS ACCESS ROADS D105.1 Where required � Where the vertical distance between the grade plane and the highest roof surface exceeds 30 feet (9144 mm), approved F-1 aerial fire apparatus access roads shall be provided. For purposes of this section, the highest roof surface shail be U determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of CD �_I <[ - IyI parapet walls, whichever is greater.f2e, I� I D105.2 Width NZ 1--1 Aerial fire apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of zC),y shoulders, in the immediate vicinity of the building or portion thereof. --I-1 I1 0 F� D105.3 Proximity to building fa., At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet (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 H W fire code official. � I D105.4 Obstructions rim 0 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-FAMILYRESIDENTIAL DEVELOPMENTS{ F 4 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 W separate and approved fire apparatus access roads. z Exception: Projects having up to 200 dwelling units may have a single approved fire apparatus access road when all z 0 i 4 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. S G 'A " SIGN TYPE "D"" 0 Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS 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 /R approved fire apparatus access reads regardless of whether they are equipped with an approved automatic sprinkler system. SECTION D107 ONE- OR TWO-FAMILY RESIDENTIAL DEVELOPMENTS 0107.1 ane- or two-family dwelling residential developments Developments of one- or two-family dwellings where the number of dwelling units exceeds 30 shall be provided with SIGN TYPE "D" SIGN TYPE " two separate and approved fire apparatus access roads, and shall meet the requirements of Section D104.3. Rev. Na. Date 9,r Exceptions: 01 12-18-2018 OO +00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 PROP. 39+00 40+00 W w W W IWVVW HYDRANT roads will connect with future development, as determined by the fire code official.' ` "'D"` PROP, PROP. SIGN TYPE "C"' RAY L 4 SIGN TYPE D10S REFERENCED STANDARDS +- LIc No. .32809 ASTM F 2200 -OS Standard Specification for Automated Vehicular Gate Construction D103.5 1 HYDRANT HYDRANT SIGN TYPE nD"- -� __ ' 1111 ' 1111111111 1111111 lillllll -- I *THIS VIEW FOR FIRE LANE MARKINGS & SIGNAGE ONLY 80 40 0 80 160 SCALE: 1 " = 80' PROP.HYDRANT SIGN TYPE "D"---_ r1 r1 r1 PROP. FDC SIGN TYPE SIGN TYPE "D" e - 41+0�UJ I 11. 1111 142[0 I,,,I, �' JJ /-SIGN TYPE 91D"-\ 43+00 PAINTED 1 f / 1 7 1 a SIGN TYPE "D"" PROP. >� HYDRANT SIGN TYPE "D" A Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS ' � . I= T! 04 (*C S 0 V M W C D103.6 Signs :: t4 of Where required by the fire code official, fire apparatus access roads shall be marked with permanent NO PARKING ---FIRE LANE signs complying with Figure D103.6. Signs shall have a minimum dimension of 12 inches (305 mm) wide by 18 G i r .. e inches (457 mm) high and have red letters on a white reflective background. Signs shall be posted on one or both sides _ C K: s4, . of the fire apparatus road as required by Section 0103.6.1 or 0103.6.2. m� 03 G7 SIGN TYPE "A" SIGN TYPE "C" SIGN TYPE "D" SIGN TYPE MODIFIED "L3" ILL NO NO NO KIPARKING NO ~ PARKING PARKING PARKING T T 1 ti" is" FIRE LANE ARE LANE FIRE LANE FIRE LANE �12 �12-� �12'� FIGURE D103.6 FIRE LANE SIGNS D103.6.1 Roads 20 to 26 feet in width 3 i be posted on both sides of fire apparatus access roads that are 20 to Fire lane signs as specified in Section 010 .6 steal po pp h IAC 26 feet wide (6096 to 7.925 mm). CN D103.6.2 Roads more than 26 feet in width Fire lane signs as specified in Section 0103.6 shall be posted on one side of fire apparatus access roads more than 26 � I�� feet wide (7925 mm) and less than 32 feet wide (9754 mm), 04 La H tai A rh� SECTION D104 COMMERCIAL AND INDUSTRIAL DEVELOPMENTS UJ 1W z D104.1 buildings exceeding three stories or 30 feet In height i in f 44 mm or three stories In height shall have at least two means of fire 0 Buildings or facilities exceeding 30 feet (91 } g apparatus access for each structure. D104.2 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 124,000 square feet (11 520 m2) that have a single approved fire apparatus access road when ail buildings are equipped throughout with approved automatic sprinkler systems. W CD D 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 D105 AERIAL FIRE APPARATUS ACCESS ROADS D105.1 Where required Where the vertical distance between the grade plane and the highest roof surface exceeds 30 feet (9144 mm), approved F-1 aerial fire apparatus access roads shall be provided. For purposes of this section, the highest roof surface shail be U determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of CD �_I <[ - IyI parapet walls, whichever is greater.f2e, I� I D105.2 Width NZ 1--1 Aerial fire apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of zC),y shoulders, in the immediate vicinity of the building or portion thereof. --I-1 I1 0 F� D105.3 Proximity to building fa., At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet (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 H W fire code official. � I D105.4 Obstructions rim 0 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-FAMILYRESIDENTIAL DEVELOPMENTS{ F 4 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 W separate and approved fire apparatus access roads. z Exception: Projects having up to 200 dwelling units may have a single approved fire apparatus access road when all z 0 i 4 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. W z 0 Guidelines referenced from the 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS 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 /R approved fire apparatus access reads regardless of whether they are equipped with an approved automatic sprinkler system. SECTION D107 ONE- OR TWO-FAMILY RESIDENTIAL DEVELOPMENTS 0107.1 ane- or two-family 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 D104.3. Rev. Na. Date Exceptions: 01 12-18-2018 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 m 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. T a 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.' RAY L EPLER' D10S REFERENCED STANDARDS +- LIc No. .32809 ASTM F 2200 -OS Standard Specification for Automated Vehicular Gate Construction D103.5 �C�7 ECC IFC -12 International Fire Code D101.5,Y �3 D107.1 tY 1s UL 325-02 Door, Drapery, Gate, Louver, and Window Operators and Systems, with Revisions through D103.5 February 2006 DATE:: 11/02/2018 SCALE: 1" = 80' DESIGNED EfY: I{AS/TTC FILE NO. 2760GC SHEET 330F 64 SP#42-18 18-05 , l r AL y r r r 4 -ft r_ ' DRY POND 100 1100 \1 00 00 4 00 J +l1L 00 I "t = LJVy � ■ _ DRY SWALE - ' h `INM, . it ( \ \' MULTIPLE DRY SWALE . CELLS - _ \ I \ . -,r J., _ 0000 .,� \ � Y a, \ DRY SWALE \_ .- \. ENIJLTIPLE • \ \ CELLS00 00 00 00 -yam ,., _ =. _ amp \ \ -..\ vow 100' Virginia Runoff Reduction Me4hod Wprkshee[ 077-c re Drainage Area Summary Virginia Rvnpff Redttetipn Methpd+Nprksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMPDes:gn Specifications List; 2011 Stds & Specs Site Summary Project Title: Graystone - Pre€€mina ry Date: 43367 Total Rahtfall= 43 inches Site Land Cover Summary Site Tv and Land Cover Nutrient Loads Site RV A soils B lolls C Soils D Soak Tottals % of Total Forest/Open (acres) 0.00 0.00 1 0.00 0.00 0.00 0 I naged Turf (acres) 0.00 123 5.11 15.80 22.13 36 Imperylou sCover (acres) 0.00 1.16 7.67 29.78 38.60 64 Total Area (acres) 36.67 14.03 7.64 0.00 1 60.74 100 Site Tv and Land Cover Nutrient Loads Site RV 0.69 Treatment Volume(it) 152,431 TP Load (Ib/yr) 95.77 TN Load (Ib/yr)i 1 665.14 Total TP Load Reduction Required ¢b/yr) 70.87 Site Compliance: Summary Total RunoffVolurne Reduction (1 5,925 Total TP Load Reduction Achieved (1b/yr) 53.53 Total lid Load Reduction Achfew ed (lb/yr) 223.99 Remaining Post DevelopmentTPLoad 4224 (Ib/yr) 4.40 Remaining TP Load Reduction (!b/yr) 17.84 Required 0.00 Drainage Area Compliance Summary III D.A. S D.A. C D.A D D.A. E Total TP Load Reduced (Ih/yr) 1 44.44 5.64 3.45 0.00 0.00 5153 IN Load Reduced (Ib/yr) 169.54 33.44 21.01 0.00 0.00 223.99 Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Surnmary D.A. A DA. a D.A. L D.A. D D.A. E Total Forest/open (acres) 4.00 4.40 0.00 0.40 0.00 0.00 Managed Turf (acres) 12.46 4.96 2.31 0.00 0,00 19.73 ImperyiousCaver(acres) 24.20 9.07 5.33 0.00 0.00 38.60 Total Area (acres) 36.67 14.03 7.64 0.00 1 0.00 5&33 Drainage Area Compliance Summary III D.A. S D.A. C D.A D D.A. E Total TP Load Reduced (Ih/yr) 1 44.44 5.64 3.45 0.00 0.00 5153 IN Load Reduced (Ib/yr) 169.54 33.44 21.01 0.00 0.00 223.99 Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Surnmary 1 36,67 1 BMP Selections ASoils SSW$ CSoils. DSails Total %of Total Forest/Open (acres) 0.00 0.00 1 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 3,37 9.10 12.46 34 Impervious Cover (acres) 0.00 0.71 1 7.44 16,06 24.20 66 1 36,67 1 BMP Selections Totallmpemious Cover Treated (acres) ManagedTiurf Impervlous BMPTreatm�rt TP Eaad from Untreated TP Laad TP Removed TP Remaining bowristrearn PeactLce CreditArea Cover Credit Volume [fe') Upstream to Practice (lbs) (Ib/yr) 416/yr) Treatmentto be 2.49 (acres) Area (acres) impervious Cover (acres) Practices (Ibs) 0.46 0.23 8.38 Employed 13. c. Wet Pond #2 (Spec #14) 12.464 24.202 94,405.01 1 0.00 1 59.25 1 44.44 1 14.81 B.a.ED#1 Totallmpemious Cover Treated (acres) 24.20 Total Turf Area Treated (acres) 12.46 Total TP Load Reduction Achieved In D.A. Total lb/yr) 44.44. Total TN Load Reduction Achieved In D.A. 0.00 job/yr) 169.54 Drainage Area B Summary Land Cover Summary BMP LEGEND n_ SITE BOUNDARY A, B, C, ❑ DRAINAGE AREA LABELS I allow I � DRAINAGE DIVIDES DRAINAGE AREAS TREATED BY BMP DEVICES allow allow '` DRAINAGE AREAS TREATED BY WET AND DRY PONDS DRAINAGE AREAS TREATED BY BIORETENTION & DRY SWALES Virginia Runoff Reduction Method Worksheet 1 14.V3 1 BMP Selections ASoils BSells CSoils DSolls Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Me naged Turf (acres) 0.00 L06 1.42 2.49 4.96 35 impervious Cover (acres) 0.00 0.46 0.23 8.38 9.07 65 1 14.V3 1 BMP Selections Tote I Impery [on s Cover Treated (acres) 9.07 Tote I Turf Area Treated (acres) 4.96 Total TP Load Reduction Achieved In D.A. (<b/yr) 5.64 Total TN Load Reduction Achieved In DA. (Ib/yr) 33.44 Virginia Runoff Reduction Method Worksheet Drainage Area C Summary Land Cover Summary Managed7urf Impervious BMPFreatrnmi TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice CreditArea Cover Credit Volume (ft') Upstream to Practice jibs) (Ib/yr) (ib/yr) Treatmenttobe 2,31 (aces) Area (sues) Impervious Cover (acres) Practices (Ibs) 0.00 0.00 5.33 Employed 5,a. Dry Swale#1 (Spec #10 0.925 0.638 2,975.09 0,00 1,87 0.97 0.90 B.a.ED#1 5.b. Pry Swale#2_(Spec#10) 0.894 0.842 3,652.61 0.00 2.29 1.74 0.55 8.a.ED#1 S,a. ED#S jS ec#15) 1 3.142 1 7.591 1 32,055.98 1,45 1 1&08 1 2,93 1 16.60 1 10.85 Tote I Impery [on s Cover Treated (acres) 9.07 Tote I Turf Area Treated (acres) 4.96 Total TP Load Reduction Achieved In D.A. (<b/yr) 5.64 Total TN Load Reduction Achieved In DA. (Ib/yr) 33.44 Virginia Runoff Reduction Method Worksheet Drainage Area C Summary Land Cover Summary BMP Selections A Soils B Solis C Sails D Solis Total %of Total Forest/Open (acres) 0.00 0.00 1 0,00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0,00 2,31 2.31 30 Impervious Cover (acres) 0.00 0.00 0.00 5.33 5.33 70 BMP Selections Total Impervious Cover Treated (acres) 5.33 Total Turf Area Treated (acres) 2.31 Total TP Land Reduction Achieved In D.A. (Ib/yr) 3.45 Total TN Load Reduction Achieved in D.A. -Ob/YT) 21.01 W) p E C N q& 100 V 04 7-j '2 (in 131 cm > -0 o C C L I (D rA d co +} rca r � � LL Managed Turf Impervious BMPTreatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice CreditArea Cover Credit r Vohime(ft ] Upstream tO Practice (lbs] (Ib/yr) (Ib/yr) Treatmantto be (acres) Area (sues) Pract€ces (Iba] Employed 6.b. Bioretentlon #2 or Micro-Biareteation 0.346 0.831 3,179.70 0.00 2.00 1.80 0.20 9. a. ED #2 #z 5 ec#9 8.n. ED #1 (Spec #15) 1 1.96 4.498 17,925.99 1 0.20 1 10.85 1 1.66 1 9,39 Total Impervious Cover Treated (acres) 5.33 Total Turf Area Treated (acres) 2.31 Total TP Land Reduction Achieved In D.A. (Ib/yr) 3.45 Total TN Load Reduction Achieved in D.A. -Ob/YT) 21.01 W) p E C N q& 100 V 04 7-j '2 (in 131 cm > -0 o C C L I (D rA d co +} rca r � � LL W fA 02 W Q LL CA O O i Rev. No. I Date LH � V,�r Y}T U RAt L. RLER Lic. No 32809 64 " -"4v a LORAL DATE: 11/02,/2018 SCALE: 1" = 100' DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 34 OF •64 3P#42-1$ 1$-05 At z zw LU Z W0 W fA 02 W Q LL CA O O i Rev. No. I Date LH � V,�r Y}T U RAt L. RLER Lic. No 32809 64 " -"4v a LORAL DATE: 11/02,/2018 SCALE: 1" = 100' DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 34 OF •64 3P#42-1$ 1$-05 N 1 1 'f�a frr f— J 1r r r'FLIOW r r l QN, C3° .0010 w 01 T # ITC FLOW0000,V I PATH ' /` `� i .� -� S ti DY f TC FLOW01 T#8 "'1 { PATH TC FLOW PATHA\ 1 I , C _ W - STUDY,, I► -� .,' POINT #1 '�, ' �'i T Y TC FLOW — �` 1 1 T PATH, TC FLOW PATH STUDY` POINT # �, �..,. • .-� TC FLOW I TO FLOW PATH � P Y � STU D POINT #5 i STUDY _ POINT #5 STUDY TC FLOW STUDY POINT #3 PATH POINT #4 200 0 200 400 SCALE; 1 " 200' TC FLOW PATH PERF. PIPE & STONE<_ LEVELSPREADERS r STUDY - POINT #1 xx I s l a 1 '� I f ( V / r, a f--� '' `� J ,/�•' � �-. ~ � �' .-- --- � � � � JC F 1111 -� ', f i {� ,� � J1 Ij � �,,� I r f r/ /JN J f �- -- r 1 A r TC FL W as J s MR n _ 01 T #1 B 9 TC FLOW , 4 TC FLOW PATH BIORETENTION P r BASIN A i M)POND I ATH = {11� _ ..,�`` 3 i O I ` T #8 ' / T F O J,H TC FLOW 1 SWM POND PATH -41 Y T 7 \Tq! 0 s TC FLOW J° SWM�PON LATH #2` STUDY POINT #- �.i W-0 PATH ti TC FLOW PATH JJ F - - - - STUDY POINT#6 . .. STUDY POINT #5 STUDY 4 , TCP PFLOW -- STUDY POINT #3 STORMWATER MANAGEMENT & BEST MANAGEMENT PRACTICES SUMMARY THE WATER QUALITY REQUIREMENTS WILL BE MET BY PURCHASING WATER QUALITY CREDITS AND REMOVING AT LEAST 75% PHOSPHORUS ONSITE WITH THE PROPOSED WET POND, EXTENDED DETENTION PONDS, BIORETENTION BASINS AND GRASS CHANNELS. AN AFFIDAVIT OF CREDIT OF SALE FOR 17.34 POUNDS OF PHOSPHORUS FROM ONE OF THE DEQ APPROVED NUTRIENT BANK FACILITIES FOR FREDERICK COUNTY WITHIN THE POTOMAC WATERSHED WILL BE PROVIDED TO BOTH DEQ AND FREDERICK COUNTY PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. THE STORM WATER REQUIREMENTS (CHANNEL AND FLOOD PROTECTION) WERE MET BY PROPOSED SWM FACILITIES FOR STUDY POINTS 1, 2 & 8. STUDY POINTS 3,4,5,6,7&9 HAVE REDUCED DRAINAGE AREAS TO MEET STORM WATER REQUIREMENTS. THE PROPOSED DESIGN FOR THE OFFSITE OUTFALL AT STUDY POINT 1 GOES ABOVE AND BEYOND WHAT IS REQUIRED FOR CHANNEL AND FLOOD PROTECTION AT STUDY POINT 1 WITH THE SIGNIFICANT REDUCTION IN PEAK FLOW RATES AND LEVEL SPREADER TO PROMOTE SHEET FLOW. PUIN I 44_yy" I SWM LEGEND SITE BOUNDARY 1-9 DRAINAGE AREA LABELS DRAINAGE DIVIDES n , DRAINAGE AREAS I �w olow � TREATED BY SWM DEVICES 200 0 200 400 SCALE; 1 " s 200' N� I C CV co U ww � _ r- C4 4 0 T . o N 5. 4- >,> W) s� CP L 0 � M Rev. No. I Date TH OP RA Y L. EPLER Lic, No 32809 �SSjONAL DATE: 11/02/201B SCALE. 1" = 100' DESIGNED BY: KAS/fiTC FILE NO. 2760GC SHEET 35 OF -64 SP#42-18 18-05 w 0 w L C!3_ 0 > c E--1 c `(D W C CIL �4 ' � ww W Q z w w z 0 F- U) ✓ 0 Rev. No. I Date TH OP RA Y L. EPLER Lic, No 32809 �SSjONAL DATE: 11/02/201B SCALE. 1" = 100' DESIGNED BY: KAS/fiTC FILE NO. 2760GC SHEET 35 OF -64 SP#42-18 18-05 6 cr 50' WIDE SPILLWAY --- ARMOUR WITH N.A.G. C350 PERMANENT EROSION MATTING, 3;1 SIDE SLOPES 000, r r FIVI \� 10' SAFETY BENCH r 10" SWM BASIN 1- PLAN VIEW 4' HORZ. SCALE: 1' - 20' JrMM • YF Lol l1 1 Il l ll 1 l A0.�1' '. - 659- so 59- 666 . ' 10' WIDE SPILLWAY ARMOUR WITH CL 1 ' �.. 664 - RIP -RAP - --. `- WETLAND SHELF ��. _ '� ZONE 1 -- �_ 662 1 . 'o �' -- 660 50 659.5 WETLAND SHELF ZONE 2 40 WETLAND SHELF ZONE 2 10' WIDE SPILLWAY_ ARMOUR WITH CL 1 . RIP -RAP . K`1 660 -- 660.5 - 660.5 - s. 3ENCH 660 656 — 659 658 F Iv1 1 OVERFLOW STRUCTURE "An I \4 it WEIR OPE THIS FM FM ovu 664 662 'PERFORATED PIPE Ff LEVEL SPREADER SEE FM DETAIL SHEET 38 U) 0 ! r war. fly s!� �ra`w QTY Yi ►�1 r FIVI \� 10' SAFETY BENCH r 10" SWM BASIN 1- PLAN VIEW 4' HORZ. SCALE: 1' - 20' JrMM • YF Lol l1 1 Il l ll 1 l A0.�1' '. - 659- so 59- 666 . ' 10' WIDE SPILLWAY ARMOUR WITH CL 1 ' �.. 664 - RIP -RAP - --. `- WETLAND SHELF ��. _ '� ZONE 1 -- �_ 662 1 . 'o �' -- 660 50 659.5 WETLAND SHELF ZONE 2 40 WETLAND SHELF ZONE 2 10' WIDE SPILLWAY_ ARMOUR WITH CL 1 . RIP -RAP . K`1 660 -- 660.5 - 660.5 - s. 3ENCH 660 656 — 659 658 F Iv1 1 OVERFLOW STRUCTURE "An I \4 it WEIR OPE THIS FM FM ovu 664 662 'PERFORATED PIPE Ff LEVEL SPREADER SEE FM DETAIL SHEET 38 15' WIDE SPILLWAY ARMOUR WITH CL 1 RIP -RAP 4-00 NV FM �. I IV, 000 OVERFLOW "All 0*100 000 ] STRUCTURE 000, woo wow woo WEIR OPENING THIS SIDE- �- ------ Fuller FM FM -- / X1�,/ y 20 10 02a 40 i SCALE: 1 " 20' LLJ U) 0 ! r war. fly s!� �ra`w QTY Yi 11 15' WIDE SPILLWAY ARMOUR WITH CL 1 RIP -RAP 4-00 NV FM �. I IV, 000 OVERFLOW "All 0*100 000 ] STRUCTURE 000, woo wow woo WEIR OPENING THIS SIDE- �- ------ Fuller FM FM -- / X1�,/ y 20 10 02a 40 i SCALE: 1 " 20' LLJ U) 0 LLI LL E > � 1 W C) 1.4 11U z 0 LLJz 0 Rev. Na. Date TH 0p Ir o RA Y L. EPLER Lic No. 32809 Zo L DATE: 11/02/2018 SCALE: 1" = 20' DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 36 OF 64 SP#42-1$ 18-05 I 675 TOP OF BERM-,,,, 670 ELEV.=666.00 EMERGENCY SPILLWAY =663.50 CONTROLLED FILL, SOIL 665 MATERIALS TO BE CERTIFIED BY GEOTECHNICAL Q O 29'-12" SCH 40 ENGINEER - W PVC REVERSE EMBANKMENT TO BE Q ❑ PIPE @ -8.62% CONSTRUCTED WITH co 660 CLAY CORE ❑ PHREATIC--- uyry LINE W RIP -RAP W/PERF. PIPE ss:; LEVEL SPREADER I EX. GRADE GEOTEXTILE LINER (TYP.) 650 57- 36" RCP ASTM C -361 - (RUBBER GASKETS W.T. JOINTS) @ 2.19% ANTI -SEEP COLLARS - 646 - 5.17'x 5.17' 2.Q 0 ry CY) O 1 OOYR PROP. WSE=664.46** GRADE 1 QYR WSE=662.60 1YR WSE=661.68 B P (1") WSE=660.42 - x - d C0 r 640 I a W � - v} ❑ z - I-_<LLJCo. M 0 = LLJ 635 L S Z'_ Lo 0 630 8+50 675 675 12' WIDE ��- ELEV.=666.00 E LEV.=663.50 670 HAND WHEEL (TYP) �i STEM GUIDE (TYP) 4' 665 TERMINATE LINER v @ 10 YR WSE 660 .-.-.- r--.------ 36" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) 655 650 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - 645 SWM -1 SQUARE INSIDE 4' x 4' CONCRETE FILL FOR BUOYANCY 640 635 UJ L6'6 C7 CD O (7 r: f}_ 'i F- in V) I"- 0 0 a. V) ❑ u5 p(D� U)�MCSCAID 10 (o= Co ❑ n M rr (,L11 co (0ea f n NOTE: CLAY LINER NOT SHOWN ❑ m D . ❑ FOR CLARITY. SEE PLAN VIEW & 0 O- Ln O- -- �- m d M O SCHEMATIC FOR LIMITS. + ] 7 +>>>>+>+> 0 z z CDZZZZ©ZIDZ 630 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 SWM POND 1 - STRUCTURE PROFILE "B -B" HOW. SCALE:1' - W VERT. SCALE 1'-5' r � rr w� 0 7 M O } Ln Z 645 r 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 SWM POND 1 - PROFILE VC-C'n HIM. SCALE -1' - 50' VERT. SCALE 1'-5' Anti -Flotation Design - Riser Buovancv Check l4TWY►tTiIIII:0 i•"ii®' rl - 1. Volume of Water Displaced 5.40 ft. x 2. Weight of Water Displaced 375.00 cu.ft. 3. Volume of Concrete x Concrete filled base 5.00 ft. Wall - ft. x minus Orifice 6" - ft. x minus Culvert 36" -- ft. x minus Pipe 12" -- ft. x minus weir 2'x 1.2' 2.00 ft. x 4. Weight of Concrete -10.10 cu,ft, 5. Safety Factor Min. 1.25 x 0.54 ft. _ -3.54 cu,ft, 5.00 ft. x 15.00 ft. 375.00 cu.ft. 375.00 cu.ft. x 62.40 Iblcu,ft. = 23400.00 lbs 5.00 ft. x 4.50 ft. = 112.50 cuff 9.00 sq.ft. x 10.50 ft. - 94.50 cu.ft. 0.20 sq.ft. x 0.54 ft. - -10.10 cu,ft, 7.017 sq.ft. x 0.54 ft. _ -3.54 cu,ft, 0.79 sq.ft. x 0.50 ft. - -0,40 cuff 1.20 ft. x 0.50 ft. - -1.20 cuff Total Volume minus openings 201.77 cuff 2011.77 cuff x 150.00 lb/cu.ft. 30265.50 Ibs 30265.50 lbs ! 23400.00 lbs - 1.29 Safety Factor TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL Q 100 YR WS ELEV 664.46'" ELEV =663.20 7 10 YR WS ELEV 662.69' WEIR ELEV = 662.0 2.0'Wx1.2'H 71 YR WSELEV 661.68' 12" SCH 40 PVC �\ 7 NORMAL POOL WS ELEV 660.00' VDOT EW -1 (SEE LOW FLOW ORIFICE DETAIL, THIS SHEET) INV.=657. 6" GATE VALVE WITH STEM ' INV.= fib) Imo- 4 I ELEV = 652.70 ] 4.5' 4. `�' I CONCRETE BLOCKS i FOR VALVE SUPPORT Q ! <1 I. A 4 ci Ff PW = AAA 9f1Aff"r 6" DIP DRAIN WITH VALVE (NORMALLY CLOSED) 2' CLAY LINER WITH 6" TOPSOIL CAP TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL TOP OF RISER [111SIDE TRASH RACK NOT ELEV =663.20 a `ry SHOWN FOR CLARITY _=2.0)_ WEIR ELEV = 662.00 2. INV.=660.00 0 v ° 4000 PSI CONCRETE PRECAST RCP BASE AND / /q RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' I 1 I 1 4 ° 4 INV.=653.70 4 LEV M 652.70 " CONCRETE FILL FOR BUOYANCY I 4 41 I <-%ELEV = 648 20 NOTES: 645 1. CONSTRUCTION TO COMPLY WITH 16+50 RECOMMENDATIONS FROM GEOTECHNICAL REPORT. 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. TABLE 3.07-3 Clay Liner Specificaions ' "THE 100 YEAR WATER SURFACE ELEVATION Property STORMWATER MANAGEMENT BASIN 1 (WSE) ASSUMES ALL OPENINGS BELOW THE Specification PRINCIPAL RISER SECTION TOP OF THE RISER ARE CLOGGED AND THE ASTM D-2434 cm/sec NTS STARTING WSE IS AT THE TOP OF THE RISER. Plasticity Index of Clay ASTM D-423 & D-424 % 4'° STEEL PLATE Liquid Limit of Clay ASTM D-2216 % BOLTED TO EW -1 Clay Particles Passing ASTM D-422 % 1 Not less than 30 Clay Compaction ASTM D-2216 % 95%0 of Standard Proctor Density O o 675 .0 i ° L FLOW)'.,'.' ' .. - • V 0 p 4000 PSI CONCRETE VDOT EW 1 PRECAST SE D 665 VDOT EW 1 RISER STRUCTURE (VDOT) SWMA SQUARE INSIDE 4'x 4' 1" STEEL PLATE ' _ a BOLTED TO EW -1 660 12" PIPE PLASTIC SOLUTIONS BMP A. TRASH RACK 4"DIA . ORIFICE _N\1 655 (LOW FLOW) CONC. APRON - (SLAB) 650 LOW FLOW ORIFICE DETAIL NTS NOTES: 645 1. CONSTRUCTION TO COMPLY WITH 16+50 RECOMMENDATIONS FROM GEOTECHNICAL REPORT. 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. STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER FRONT MEW NTS r 36" PIPE I � I I I ti 4' �. 4 2.0'W x 1.2'H WEIR A' ❑❑ ❑❑ ❑D 12" PIPE TOP TRASH RACK NOT SHOWN FOR CLARITY PLASTIC SOLUTIONS TRASH RACK OR APPROVED EQUAL VDOT EW -1 ,y 4" STEEL PLATE BOLTED TO EW -1 WITH 4" DIAMETER LOW FLOW ORIFICE (SEE LOW FLOW ORIFICE DETAIL THIS SHEET) PLASTIC SOLUTIONS BMR TRASH RACK OR APPROVED EQUAL STORMWATER MANAGEMENT BASIN 1 10' WIDE 10' WIDE AQUATIC SAFETY FOREBAYS TABLE 3.07-3 Clay Liner Specificaions & DEEP Property Test Method (or Unit equal) Specification Permeability ASTM D-2434 cm/sec 1 x 10' Plasticity Index of Clay ASTM D-423 & D-424 % Not less than 15 Liquid Limit of Clay ASTM D-2216 % Not less than 30 Clay Particles Passing ASTM D-422 % 1 Not less than 30 Clay Compaction ASTM D-2216 % 95%0 of Standard Proctor Density STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER FRONT MEW NTS r 36" PIPE I � I I I ti 4' �. 4 2.0'W x 1.2'H WEIR A' ❑❑ ❑❑ ❑D 12" PIPE TOP TRASH RACK NOT SHOWN FOR CLARITY PLASTIC SOLUTIONS TRASH RACK OR APPROVED EQUAL VDOT EW -1 ,y 4" STEEL PLATE BOLTED TO EW -1 WITH 4" DIAMETER LOW FLOW ORIFICE (SEE LOW FLOW ORIFICE DETAIL THIS SHEET) PLASTIC SOLUTIONS BMR TRASH RACK OR APPROVED EQUAL STORMWATER MANAGEMENT BASIN 1 10' WIDE 10' WIDE AQUATIC SAFETY FOREBAYS BENCH BENCH & DEEP POOLS 5% MAX AQUATIC & SAFETY BENCH DETAIL NOT TO SCALE PRINCIPAL RISER PLAN VIEW NTS a/ EMERGENCY SPILLWAY NOT TO SCALE C4 W) CD CO CO°�" = C4 0 Iwo T W a 0 E U =W LU 0 Uj LL F I� i E --i C) 0 an � W} � z ].0 L Uj z 0 F Rev. No. Date H 0)� RA Y L. EPLER > Lic. No 32809 0 12 AU4I AL DATE: 1110212018 SCALE: AS NOTED DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 37 OF 64 SP#42-18 18-05 NOTES: I. PHREATICLINE COMP 10 YR STM ELEV = 662.50' LINE LENGTH @ 4:1 = 27.6' 57' TO TOE, DOES NOT CROSS BANK ABOVE TOE, NO DRAINAGE SYSTEM REQUIRED 2. DISCHARGE PIPE SHALL BE BEDDED AND BACKFILLED WITH FINE GRAINED SOILS. FINE GRAINED SOILS SHALL HAVE STONE 1" OR LESS IN DIAMETER FOR A 'MINIMUM OF 2' AROUND PIPE fN AREAS OF BACKFILL. ANTI -SEEP COLLAR DESIGN 1. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 9.2 FT 2. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 3:1 SLOPE 3. SLOPE OF PRINCIPLE SPILLWAY BARREL (Sb) = 2.19% SLOPE 4. LENGTH OF BARREL IN SATURATED ZONE (Ls) = 27.6 FT S. NUMBER OF COLLARS REQUIRED (FROM PLATE 3.14-12) = 2 COLLARS COLLAR DIMENSIONS - 5.17'x5.17' TOP OF BERM HOMOGENEOUS FILL ELEV. 666.0© COMPACTED TO 95% MAX. TOP ELEV. = 662.5 DENSITY 4" TOPSOIL COVER 12'—I 14.5- -3-.A r _ PHREATICUNE 15.7" 656.25 654.00 CUTOFF TRENCH, STM STRUCTURE EX. GRADE CONCRETE ANTI -SEEP 4' DEPTH, TOP @ (SEE DETAIL) COLLAR (5.17'x5.17') I - 1 lOYR WSE DISCHARGE PIPE �~--10'— —10' i 27.6' STORMWATER MANAGEMENT BASIN 41 - BERM CROSS SECTION NTS r� r- Iq 0 LO co LID 665 cI0 f- 0 RIP -RAP & PERFORATED PIPE (SEE DETAIL THIS SHEET) 660 EX. GRADE 655 PERFORATION - ROWS - 2 ROWS FRONT & BACK 650 WITH 1.25" DIA, PERF. EVERY 6" (SEE DETAIL THIS SHEET) 645 640 635 9+D0 1401- 36" PERFORATED HDPE (W.T. JOINTS) @'la 0.00% (SEE DETAIL THIS SHEET) —OVERFLOW— STRUCTURES (SEE DETAIL THIS SHEET) 140'- 36" PERFORATED HDPE (W. T. JOINTS) @. 0.00% (SEE DETAIL THIS SHEE=T CD 0) LO CDa_ 0 I-- 665 660 650 SWIM POND 1 - PERFORATED PIPE LEVEL SPREADER "A -A" HOW. SCALE., 1' - 50' VERT. SCALE 1"-5' #3 STONE GEOTEXTILE LINER. (EXTEND LINER Tfl RIP -RAP LIMITS) BEDDING (CRUSHER RUN #25 OR #26) TYP. PERFORATED PIPE LEVEL SPREADER DETAIL KITS PLASTIC SOLUTIONS INC. TRASH RACK TOP OVERFLOW RISER - INV = 659.67 51 LINIPERFORATED " 4'x0.5'} 4 659.17 XE PE LEVEL RI=ADER 36" PE=RFORATED PIPE LEVEL SPREADER (REFER TO SITE PLAN & PROFILE FOR PIPE �a/ °• , • \ '4 OPENING LOCATIONS) PERF. PIPE INV =655,00 REFER TO SITE PLAN & GRAVEL/RIP-RAP PROFILE FOR PIPE NOT SHOWN OPENING LOCATIONS FOR CLARITY VDOT SWM -1 1SQ. 4'x4" -OVERFLOW STRUCTURE N EMBANKMENT 1�5" DIAMETER PERFORATIONS EVERY 6" SPACING PER PLAN A 5:1 OR LESS PREFERRED 3:1 MAX, TURF COVER B ` REBAR ANCHORS +- FLOW d B' A 5:1 OR LESS PREFERRED 3:1 MAX. ELAM SEE DETAIL A 12" MAX. 1 .#'4 BAR 6" MIN. BURIED 1-3" DIA ROUNDED COBBLE GRAVEL TO BE PLACED 6" DEEP " v ra AND UNDERLAIN BY HON WOVEN o O FILTER FABRIC WEIR QETAIL TCP OF CHECK DAM 2' MIN. CONCRETE CHECK DAM (TYP.) EXISTING GRADE 1 ' #4 REINFORCING BAR (MIN. 18" BELOW GRADE) GRAVEL STONE SPLASH APRON SECTION A -A' ENGINEERING SOIL MIX PROVIDE 1/2" WEEP HOLES NOTE: CHECK DAM CONSTRUCTED OF CONCRETE TO SPAN ENTIRE WIDTH OF SWALE AND IS ANCHORED THE WALE A GRUND AT A 2-3 INCH DEPTH AND UNDERLAIN IEET QBY LTERCFABRIC PER SH SIDE. CID & SPEC K DAM IS K3.19: RIP EYED ORAP EVESCGH, 11992 SMALL GRAVEL SPLASH PAD PROVIDED AT DOWNSTREAM SIDE OF CHECK DAMS TYPICAL DETAIL EOR DRY SWALE CHECK DAM DRY SWALE DETAIL LEVEL 1 WITH UNDERDRAIN ASPHALT Xt 645 o V le �— >TI TURF COVER d ;PLANTING SOIL •�` (LEVEL 1 MIN. 18") r � p � CO � �L6o m O c640 L6 0 ow } II 0 CC) Lo} --Ln 0 Cc Ln }- II w I- d 11 Q0 0 0 SECTION 1 Z) II CD0 +> CDZ –Z DC7– +> z — #57 DOUBLE ! f NZZ 9+50 10+00 10+50 11+00 11+50 635 12+00 12+50 - - >� :- TL,II•FiJ i:- 3 13+00 13+50 SWIM POND 1 - PERFORATED PIPE LEVEL SPREADER "A -A" HOW. SCALE., 1' - 50' VERT. SCALE 1"-5' #3 STONE GEOTEXTILE LINER. (EXTEND LINER Tfl RIP -RAP LIMITS) BEDDING (CRUSHER RUN #25 OR #26) TYP. PERFORATED PIPE LEVEL SPREADER DETAIL KITS PLASTIC SOLUTIONS INC. TRASH RACK TOP OVERFLOW RISER - INV = 659.67 51 LINIPERFORATED " 4'x0.5'} 4 659.17 XE PE LEVEL RI=ADER 36" PE=RFORATED PIPE LEVEL SPREADER (REFER TO SITE PLAN & PROFILE FOR PIPE �a/ °• , • \ '4 OPENING LOCATIONS) PERF. PIPE INV =655,00 REFER TO SITE PLAN & GRAVEL/RIP-RAP PROFILE FOR PIPE NOT SHOWN OPENING LOCATIONS FOR CLARITY VDOT SWM -1 1SQ. 4'x4" -OVERFLOW STRUCTURE N EMBANKMENT 1�5" DIAMETER PERFORATIONS EVERY 6" SPACING PER PLAN A 5:1 OR LESS PREFERRED 3:1 MAX, TURF COVER B ` REBAR ANCHORS +- FLOW d B' A 5:1 OR LESS PREFERRED 3:1 MAX. ELAM SEE DETAIL A 12" MAX. 1 .#'4 BAR 6" MIN. BURIED 1-3" DIA ROUNDED COBBLE GRAVEL TO BE PLACED 6" DEEP " v ra AND UNDERLAIN BY HON WOVEN o O FILTER FABRIC WEIR QETAIL TCP OF CHECK DAM 2' MIN. CONCRETE CHECK DAM (TYP.) EXISTING GRADE 1 ' #4 REINFORCING BAR (MIN. 18" BELOW GRADE) GRAVEL STONE SPLASH APRON SECTION A -A' ENGINEERING SOIL MIX PROVIDE 1/2" WEEP HOLES NOTE: CHECK DAM CONSTRUCTED OF CONCRETE TO SPAN ENTIRE WIDTH OF SWALE AND IS ANCHORED THE WALE A GRUND AT A 2-3 INCH DEPTH AND UNDERLAIN IEET QBY LTERCFABRIC PER SH SIDE. CID & SPEC K DAM IS K3.19: RIP EYED ORAP EVESCGH, 11992 SMALL GRAVEL SPLASH PAD PROVIDED AT DOWNSTREAM SIDE OF CHECK DAMS TYPICAL DETAIL EOR DRY SWALE CHECK DAM DRY SWALE DETAIL LEVEL 1 WITH UNDERDRAIN ASPHALT 12 INCHES (MAX) - PONDING TURF COVER Irk 1.5 FT PLANTING SOIL i . GEOTECH FILTER FABRIC o 3 INCHES - #8 OR #89 WASHED PEA GRAVEL 6 INCH -- PERF. HDPE UNDERDRAIN WITH 12 INCH SUMP NATIVE SOILS DRY SWALE LEVEL MATERIAL CROSS SECTION NTS NOTES; 1. DRY SWALE LOCATED BETWEEN STORM SEWER STRUCTURES #69470 & #70471 TO REPLACE 6" PERFORATED PIPE WITH 15" PERFORATED ADS N-12. ADS N-12 SOLID WALL PIPE OUTSIDE MEDIA AREA. SEE PROFILE SHEET 49. 2. GEOTECH FILTER FABRIC TO WRAP GRAVEL ENVELOPE FOR DRY SWALE LOCATED BETWEEN STORM SEWER STRUCTURES #69470 & #70471. 3. PERFORATED 6" PIPE ONLY LOCATED IN THE LIMITS OF THE MEDIA AREA OUTSIDE LIMITS OF MEDIA TO BE SOLID WALL 6" PIPE. DRY SWALE DETAIL LEVEL 2 WITH UNDERDRAIN ASPHALT BERM BERM 3:1 V le SLOPE >TI TURF COVER II ! ;PLANTING SOIL •�` (LEVEL 1 MIN. 18") GEOTECH FILTER FABRIC - �3" - #8 OR #89 (PLACED ON GRAVEL OVER `. WASHED PEA GRAVEL UNDERDRAIN ONLY. 1-2' ° u otAvao°a o n c''o v (LEVEL 2 MIN_ 24") TO EITHER SIDE) - - 12" #57 DOUBLE WASHE I a` 6" PERFORATED GRAVEL SUMP I — - I I UNDERDRAIN UNDERDRAIN ONLY, 1-2' SECTION SEE DRY SWALE BED CROSS SECTION FOR DETAILS REGARDING DEPTH AND PIPE SIZES. SEE SITE PLAN FOR SPECIFIC ELEVATIONS, DRAINAGE PIPING INVERTS, AND STORM STRUCTURE SIZING. 12 INCHES (MAX) - PONDING TURF COVER Irk 1.5 FT PLANTING SOIL i . GEOTECH FILTER FABRIC o 3 INCHES - #8 OR #89 WASHED PEA GRAVEL 6 INCH -- PERF. HDPE UNDERDRAIN WITH 12 INCH SUMP NATIVE SOILS DRY SWALE LEVEL MATERIAL CROSS SECTION NTS NOTES; 1. DRY SWALE LOCATED BETWEEN STORM SEWER STRUCTURES #69470 & #70471 TO REPLACE 6" PERFORATED PIPE WITH 15" PERFORATED ADS N-12. ADS N-12 SOLID WALL PIPE OUTSIDE MEDIA AREA. SEE PROFILE SHEET 49. 2. GEOTECH FILTER FABRIC TO WRAP GRAVEL ENVELOPE FOR DRY SWALE LOCATED BETWEEN STORM SEWER STRUCTURES #69470 & #70471. 3. PERFORATED 6" PIPE ONLY LOCATED IN THE LIMITS OF THE MEDIA AREA OUTSIDE LIMITS OF MEDIA TO BE SOLID WALL 6" PIPE. DRY SWALE DETAIL LEVEL 2 WITH UNDERDRAIN ASPHALT Az— 12 INCHES (MAX) - PONDING It ,� �/ &— TURF COVED 2.0 FT PLANTING SOIL 3 INCITES - #8 OR #89 ' WASHED PEA GRAVEL GEOTECH FILTER FABRIC 6 INCH •- PERF. HDPE UNDERDRAIN WITH 12 INCH =1–lit SUMP :I I'LL NATIVE SOILS DRY SWALE (LEVEL 2} MATERIAL CROSS SECTION NTS DRY SWALE DETAILS 04 00 co r, >= r- 04 c4 0 "` w Ln m to T r- - - N C w r �- -a st rn u- 3: w 4z . z W ✓ W , Z � LUu W O Z W Q LL Y 0 0 a) a a 0 z I Rev. No. j Date TH ❑.�; RA Y L. EPLER LEC. Na. 32809 )2 -qv4- o1VAL DATE: 1110212018 SCALE: AS NOTED DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 38 OF 64 SP##42-18 18-05 BERM V le i, EI- 3:1 SLOPE TURF COVER PLANTING SOIL I (LEVEL 2 MIN_ 24") GEOTECH FILTER FABRIC =I — 3' - #8 OR #89 (PLACED ON GRAVEL OVER WASHED PEA GRAVEL UNDERDRAIN ONLY, 1-2' --- TO EITHER SIDE) . — #57 DOUBLE ! f -WASHED GRAVEL 12" GRAVEL SUMP MIN_ 6" PERFORATED - >� :- TL,II•FiJ i:- 3 UNDERDRAIN -- :" SEC SECTION SEE DRY SWALE BED CROSS SECTION FOR DETAILS REGARDING DEPTH AND PIPE SIZES. FOR SPECIFIC ELEVATIONS, SEE SITE PLAN DRAINAGE PIPING INVERTS, AND STORM STRUCTURE SIZING. Az— 12 INCHES (MAX) - PONDING It ,� �/ &— TURF COVED 2.0 FT PLANTING SOIL 3 INCITES - #8 OR #89 ' WASHED PEA GRAVEL GEOTECH FILTER FABRIC 6 INCH •- PERF. HDPE UNDERDRAIN WITH 12 INCH =1–lit SUMP :I I'LL NATIVE SOILS DRY SWALE (LEVEL 2} MATERIAL CROSS SECTION NTS DRY SWALE DETAILS 04 00 co r, >= r- 04 c4 0 "` w Ln m to T r- - - N C w r �- -a st rn u- 3: w 4z . z W ✓ W , Z � LUu W O Z W Q LL Y 0 0 a) a a 0 z I Rev. No. j Date TH ❑.�; RA Y L. EPLER LEC. Na. 32809 )2 -qv4- o1VAL DATE: 1110212018 SCALE: AS NOTED DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 38 OF 64 SP##42-18 18-05 NOTES: ANTI -SEEP COLLAR DESIGN 1. PHREATICLINE COMP 10 YR STM ELEV = 671.31' 1. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) W 9.0 FT LINE LENGTH @ 4:1 = 16.2' 2. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 3:1 SLOPE 39' TO TOE, DOES NOT CROSS BANK ABOVE TOE, 3. SLOPE OF PRINCIPLE SPILLWAY BARREL (Sb) = 2.05% SLOPE NO DRAINAGE SYSTEM REQUIRED 4. LENGTH OF BARREL IN SATURATED ZONE (Ls) - 16.2 FT 2. DISCHARGE PIPE SHALL BE BEDDED AND 5. NUMBER OF COLLARS REQUIRED (FROM PLATE 3.14-12) 2 COLLARS BACKFILLED WITH FINE GRAINED SOILS. FINE COLLAR DIMENSIONS - 3.33'x3.33' GRAINED SOILS SHALL HAVE STONE 1" OR LESS IN DIAMETER FOR A MINIMUM OF V AROUND PIPE IN AREAS OF BACKFILL,. TOP OF BERM HOMOGENEOUS FILL ELEV. = 675.00 COMPACTED TO 95% MAX. PHREATICLINEDENSITY TOP ELEV- = 671.31 4" TOPSOIL ---10' 12.5' 1 COVER -.� 41 DISCHARGE PIPE 12.0' 667,40 j 4 STM STRUCTURE 664.00 EX. GRADET CUTOFF TRENCH, (SEE DETAIL) CONCRETE ANTI -SEEP 4' DEPTH, 30P @ I COLLAR [3.33'x3.33'! 10YR WSE � 8' ----I-- 4" - 16.2'- STORMWATER 6.2'- STORMWATER MANAGEMENT BASIN #1 - BERM CROSS SECTION NTS 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. Anti -Flotation Design - Riser Buoyancy TABLE 3.07-3 Clay LinerSpecificaions TOP OF BERM Property Test Method tar Unit e ual) Specification Permeability ASTM D-2434 cm/sec 1 x 10' Plasticity Index of Clay ASTM D-423 & D-424 % Not less than 15 Liquid Limit of Clay ASTM D-2216 % Not less than 30 Clay Particles Passing ASTM D-422 % Not less than 30 Clay Compaction ASTM D-2216 % 95% of Standard Proctor Density Anti -Flotation Design - Riser Buoyancy Check TOP OF BERM U) SWM Pond 2 - Primary Riser M 1. Volume of Water Displaced 5,00 ft. x 5.00 ft. x 8.60 ft. = 215.00 cu -ft. 2. Weight of Water Displaced 215.00 cu,ft. x 62..40 lb/cu.ft. = 13416.00 lbs 3. Volume of Concrete ❑ SPILLWAY Concrete filled base 5.00 ft. 5.00 ft. x 3.00 ft. - 75.00 cu -ft. Wall -- ft. x 9.00 sq.ft. x 5.60 ft. = 50.40 cu.ft. minus Culvert 24" -- ft. x 3.14 sq.ft. x 0.50 ft. - -1.57 cu -ft, minus Pipe 12" -- ft. x 0.79 sq.ft. x 0.50 ft. _ -0.40 cu.ft. minus weir 2.3'x 1.5' 2.30 ft. x 1,50 ft. x 0.50 ft. - -1.73 cu.ft, U COLLARS Total Volume minus openings 121,71 cu,ft. 4. Weight of Concrete 121,71 cu.ft. x 150.00 Ib/cu.ft. = 18256.50 lbs 5. Safety Factor Min. 1,25 PEI I4 18256.50 lbs f 13416.00 lbs = 1.36 Safety Factor 685 680 CONTROLLED FILL, SOIL MATERIALS TO BE CERTIFIED BY GEOTECHNICAL ENGINEER - EMBANKMENT TO BE CONSTRUCTED WITH CLAY CORE EX, GRADE @ PIPE 1 OOYR WSE=673.83''* 1OYR WSE=671.31 1YR WSE=670.46 2-'l0% MICRO POOL WSE=668.00 (TV=8,149 fO) X15.5'-12" SCH 40 PVC REVERSE PIPE @ -8.24% CUT-OFF TRENCH SEE DETAIL THIS SHEET PROP. GRADE 655 LLI TOP OF BERM U) ELEV.=675.00 M 0 4 - 675 EMERGENCY ❑ SPILLWAY m =673.00 LLJ PHREATIC- W LINE ?C 670 w ANTI -SEEP V) GABION CHECK U COLLARS LLJUNrr DAM WEIR 3.33` x 3.33° PEI U) ELEV. = 667.30 -700 PEI I4 665 z Q a- 14'CL.'I Uj IP -RAP 40' - 24°° RCP A TM C-361 Lq (RUBB R GAS ETS W.T. c DINTS @ 0.75% 660 fn(0 in~ CONTROLLED FILL, SOIL MATERIALS TO BE CERTIFIED BY GEOTECHNICAL ENGINEER - EMBANKMENT TO BE CONSTRUCTED WITH CLAY CORE EX, GRADE @ PIPE 1 OOYR WSE=673.83''* 1OYR WSE=671.31 1YR WSE=670.46 2-'l0% MICRO POOL WSE=668.00 (TV=8,149 fO) X15.5'-12" SCH 40 PVC REVERSE PIPE @ -8.24% CUT-OFF TRENCH SEE DETAIL THIS SHEET PROP. GRADE 655 LLI U) M 0 1: LLJ LLJ 1 C\2 z V) LLJUNrr PEI U) © piq z PEI I4 z Q a- Uj z 0 650 Lq F. c fn(0 in~ c (oLo C r ( (0 n LU LU (0 icy n � CD X LU x W (o (0 w 11 NOTE: CLAY LINER NOT SHOWN LU 1 11❑❑ Z)" FOR CLARITY. SEE PLAN VIEW & co Q `.+o © L SCHEMATIC FOR LIMITS. oz 0)z - + 0z IT 0 z z 645 �z 8+50 9+00 9+60 10+00 10+50 11+00 11+50 12+00 12+50 SWM POND 2 -- STRUCTURE PROFILE D -D" HORZ. SCALE' 1, - 50' VERT. SCALE 1'-5' 685 680 675 670 665 660 655 650 645 13+00 10' WIDE TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL C LC.V _V r a. VV I - J VV A Z- J I I PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWMIA SQUARE INSIDE 4'x 4' CONCRETE FILL - FOR BUOYANCY 00 YR WS ELEV 673.83'** 7 10 YR WS ELEV 671.31' Q 1 YR WS ELEV 670.46' 12" SCH 40 PVC VDOT EW -1 (SEE LOW FLOW ORIFICE DETAIL, THIS SHEET) 7 NORMAL POOL WS ELEV 667.50' � **THE 100 YEAR WATER SURFACE ELEVATION 2' CLAY LINER WITH 6" (WSE) ASSUMES ALL OPENINGS BELOW THE TOPSOIL CAP TOP OF THE RISER ARE CLOGGED AND THE STORMWATER MANAGEMENT BASIN 2 STARTING WSE IS AT THE TOP OF THE RISER. PRINCIPAL RISER SECTION NTS NOTES; 1. CONSTRUCTION TO COMPLY WITH RECOMMENDATIONS FROM GEOTECHNICAL REPORT. FOREBAYS R MICRO POOL 1$.. 2.5%a 4' WIDE AQUATIC , �� BENCH ( FOR SAFETY PURPOSES) AQUATIC BENCH DETAIL NOT TO SCALE 1114 W.^VVV, IV EMERGENCY SPILLWAY NOT TO SCALE TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL ELEV =673.00 :LtV = b(U. rU 1.5'Wx2.3'H PE INV.=667.5 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL FOR BUOYANCY O'noillps --1 SIDE TRASH RACK NOT d ni SHOWN FOR CLARITY 44 a -41 a J, 4 4 4 A'I i � I ( ° 4 3 a 41 STORMWATER MANAGEMENT BASIN 2 PRINCIPAL RISER FRONT VIEW NTS 24" PIPE l y I I 4' 4 . - TOP TRASH RACK NOT { ° SHOWN FOR CLARITY 4000 PSI CONCRETE : 1.5' W x 2.3' H PRECAST RCP BASE AND WEIR RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' �• , '° 12" PIPE I ( PLASTIC SOLUTIONS TRASH RACK OR APPROVED EQUAL VDOT EW -1 4" STEEL PLATE BOLTED TO EW -1 WITH 1.0" DIAMETER LOW FLOW ORIFICE a (SEE LOW FLOW ORIFICE DETAIL THIS 6" CONCRETE SLAB SHEET) FOR ORIFICE GRATE PLASTIC SOLUTIONS BMP TRASH RACK STORMWATER MANAGEMENT BASIN 2 NTS C4 LO CD W °r° E C N N 0 Za�p�r�s C3 C �0 Im r a) LL = W 4' STEEL PLATE BOLTED TO EW -1 'd 0 d 4 " 7 • : Rev. No. Date J .FLOVY)' -� *• - of '°' •• ►.. `}•�H op • S Y.' - F% VDOT EW -1 VDOT EW -1' RAI' Y L EPLER ¢'° STEEL PLATE Lic, No. 32809 BOLTED TO EW -1 12" PIPE -\ PLASTIC SOLUTIONS BMP "OPAL TRASH RACK DATE: 1110=018 1.0" DIA. ORIFICE (LOW FLOW) SCALE: AS NOTED DESIGNED BY: KASITTC -. �" '• • C0 NC. APRON Y (SLAB) FILE NO. 2760GC LOW FLOW ORIFICE DETAIL SHEET 40 OF 64 NTS SP#42-18 18-05 LLI U) M 0 1: LLJ 1 C\2 z V) PEI U) © piq z PEI I4 z Q Uj z 0 F. 4' STEEL PLATE BOLTED TO EW -1 'd 0 d 4 " 7 • : Rev. No. Date J .FLOVY)' -� *• - of '°' •• ►.. `}•�H op • S Y.' - F% VDOT EW -1 VDOT EW -1' RAI' Y L EPLER ¢'° STEEL PLATE Lic, No. 32809 BOLTED TO EW -1 12" PIPE -\ PLASTIC SOLUTIONS BMP "OPAL TRASH RACK DATE: 1110=018 1.0" DIA. ORIFICE (LOW FLOW) SCALE: AS NOTED DESIGNED BY: KASITTC -. �" '• • C0 NC. APRON Y (SLAB) FILE NO. 2760GC LOW FLOW ORIFICE DETAIL SHEET 40 OF 64 NTS SP#42-18 18-05 SWM BASIN 3- PLAN VIEW HORZ. SCALE: 1" 29 W) — — — - — -- d '1 17 o0a rn th 0 ED II YY m X G f rto LL L [ r --tet y � o r • / SNOWDEN BRIDGE BOULEVARD EX, 36" RCP "goo mom wow wow Iowa@ 00008 -t °� - _"► SOW zzz- r . W _ II` f F r' E INV w VY Y 4000, VV r VV - nHO nHO nHO 7 nc� � nHO nHO nHO 82BnH0 nHO 72 .. 6' WIDE WEIR SPILLWAY-� f}f 10 ;.� r /� ARMOUR WITH N.A. :.Ha �r 1 f OHO nHO nHO C350 PERMANENT 70 �- 79 I 0 EROSION MATTING, mom� r 101 WIDE SPILLWAY -- .� 3:1 SIDES SLOPES m E INV $ AFiMDU 1TH-PJ.A:-P�- m� MONO MEMO moo C350 PERMANENT i EROSION MATTING, o - 40 y 3:1 SIDES SLOPES .r /. $2 680 680somm mmuft #'- - -- --- --- ---- .._...�.._.._-----.-681.5---------------681.5----- Vasa wow � � co 10' TOP OF BERM 681.50 J C - — — — —_.------_,.._ _ 681.rJ----- _.--- ��-+.�$ � �� `o °° 1 j— 681- Coco fi80 8 re a 679- 6 FOREBAY I 678— ... X67 �• u .. r y 680 676 6 J ■ �6�� SWM #3 RISER 676 ■wool------- STRUCTURE � 79- - - _ CTU -" STRU RE 40 16 _6„ PERF R 4' AQUATIC . 675- .`- y A BENCH 00 9Q' 4- AQUATIC - l 9fl % l y U.D. @ q0 ` 674. 4` VNcl1.goo 1 cr' 6 Q+ IV 11\ YYLL'•' � 0 �. EXTENT OF CLAY LINER y s r 6' GRAVEL O. - DIAPHRAGMf scs678 o j2) 2-1 25 , �•� 79INV GABION WALL CHECK DAM - _ - GRASS ACCESS WAY TO G" SWM/BMP FACILITIES IiCll, 2 54 ;.1, — 20 10 0 20 40 36 BP .4p 84 -epy V SCALE: 1 " 20' ce Z ME W D 0 LLI �C LL E W 7) 1/ !1 E uj z 0 F Rev. No. Date �rx op RA Y L. KEPLER Lic. No. 32809 '6)2 -A i,4 _ID )lam ��roNAL '�Cs DATE: 11/0212018 SCALE: 1" - 20' DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 41 OF 64 ME NOTES: ANTI -SEEP COLLAR DESIGN 1. PHREATICLINE COME' 10 YR STM ELEV = 677.71. 1. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 8.5 FT LINE LENGTH @ 4:1 =11.5' 2. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) 3:1 SLOPE 40' TO TOE, DOES NOT CROSS BANK ABOVE TOE, 3. SLOPE OF PRINCIPLE SPILLWAY BARREL (Sb) = 0.50% SLOPE NO DRAINAGE SYSTEM REQUIRED 4. LENGTH OF BARREL IN SATURATED ZONE (Ls) = 12.0 FT 2. DISCHARGE PIPE SHALL BE BEDDED AND 5. NUMBER OF COLLARS REQUIRED (FROM PLATE 3.14-12) - 2 COLLARS BACKFILLED WITH FINE GRAINED SOILS. FINE COLLAR DIMENSIONS - 3'x3' GRAINED SOILS SHALL HAVE STONE 1" OR LESS IN DIAMETER FOR A MINIMUM OF 2' AROUND PIPE IN AREAS OF BACKFILL. HOMOGENEOUS FILL COMPACTED TO 95%Q TOP OF BERM MAX. DENSITY ELEV. = 681.50 PHREATICLINE 4" TOPSOIL TOP ELEV. = 677.71 ! 10'--�� 15.0" / COVER 3°.'� 4' DISCHARGE PIPE `-- STM STRUCTURE 1f}•9' (SEE DETAIL) 674.90 CUTOFF TRENCH, 4 CONCRETE ANTI -SEEP 671.00 EX. GRADET 4' DE TH, TOP @ I 4 .{ COLLARS (3'x3') 6. 4. 11.5' STORMWATER MANAGEMENT BASIN #'I BERM CROSS SECTION NTS Anti -Flotation Design - Riser Buoyancy Check CERTIFIED BY a - LU SWM Pond 3 - Primary Riser °" 685 J 664 O 100YR WSE=679.94** 1. Volume of Water Displaced 5.00 ft. x 5.00 ft. x 7.601 ft. - 190.00 cu.ft. 2. Weight of Water Displaced 190.00 cu.ft. x 62.40 Ih/cu.ft. = 11856.00 lbs 3. Volume of Concrete U TOP OF BERM=681.5( Concrete filled base 5.00 ft. 5.00 ft. x 3.00 ft. = 75.00 cuff Wail -- ft. x 9.00 sq.ft, x 4.60 ft. = 41.40 cu. ft. minus Culvert 24" -- ft. x 3-14 sq.ft. x 0.50 ft. _ -1.57 cu.3t. minus Pipe 12" -- ft. x 0.79 sq.ft. x 0.50 ft. _ -0.40 cuft minus weir 2'x 1.2' 2.50 ft. x 2.20 ft. x 0.50 ft. _ -2.75 cu.ft. COLLARS Total Volume minus openings 111.69 cu.ft. 4. Weight of Concrete CUT-OFF TRENCH SEE - 111.69 cu.ft. x 150.00 lb/cu.ft. = 16752.75 lbs 5. Safety Factor Min. 1.25 16752.75 lbs 1 11856.00 lbs - 1.41 Safety Factor 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. 695 690 685 680 675 670 665 0 LO ti 11 a O 695 690 CONTROLLED FILL, SOIL MATERIALS TO BE w CERTIFIED BY a - LU ENGINEER - DAM TO BE °" 685 J 664 O 100YR WSE=679.94** z 10YR WSE=677.71 �in 680 LLj 1YR WSE=677.03 _� U00 U TOP OF BERM=681.5( EMERGENCY -- SPILLWAY =679.00 EX. GRADE PHREATIC- ry a - @ PIPE CL LINE i r 0,7'8% I r CONC. CHANNEL J 40'- 24" RCP ASTM C-361 (RUBBER GASKETS W.T. W JOINTS) @ 0.50% ANTI -SEEP - COLLARS S x 3' CUT-OFF TRENCH SEE - DETAIL THIS SHEET 0 LO ti 11 a O 695 690 CONTROLLED FILL, SOIL MATERIALS TO BE w CERTIFIED BY a - GEOTECHNICAL ENGINEER - DAM TO BE °" 685 CONSTRUCTED WITH 664 CLAY CORE 100YR WSE=679.94** 10YR WSE=677.71 680 :.. 7.. 1YR WSE=677.03 6755 PROP. GRADE MICRO POOL WS E-675.00 (Tv=10,397 ft) 670 18'-12" SCH 40 PVC REVERSE PIPE @ -5.55%® 665 660 664 U ry a - W 0- �N --tel W of 655 0 co a �� A m o r� 6;55 rte. CC�a�n --c� c+7 X ai M X ce)r (0 �� Uj C0 Tri la c� �� W °u 3:W NOTE: CLAY LINER NOT SHOWN O �� o 11 z FOR CLARITY. SEE PLAN VIEW & +' o It � SCHEMATIC FOR LIMITS. 650 a? C) o? ??? �, 650 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 SWM POND 3 - STRUCTURE PROFILE "1G-13" HORZ. SCALE- 1" - 50' 11EIIT. SCALE 1'-5 10' WIDE ELEV. =681.50 `-rELEV.=679.00 TERMINATE LINER @ 10 YR WSE 24" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL FOR BUOYANCY 4' i I � I 3.0' I .° 1- � --- . **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. TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL 2 100 YR WS ELEV 679.94'** ELEV =679.50 2 10 YR WS ELEV 677.71' WEIR ELEV = 677.30 2.5'W x 2.2' H 'J` 7 1 YR WS ELEV 677.03' 12" SCH 40 PVC VDOT EW -1 (SEE LOW FLOW \ \ / ORIFICE DETAIL, THIS SHEET) 2 NORMAL POOL WS ELEV 675.00' 2' CLAY LINER WITH 6" TOPSOIL CAP STORMWATER MANAGEMENT BASIN 3 PRINCIPAL RISER SECTION NTS NOTES: 1. CONSTRUCTION TO COMPLY WITH RECOMMENDATIONS FROM GEOTECHNICAL REPORT. 685 680 675 670 100 R WS E-^-, ^A}f 10YR SE=6 INV.=674. TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL ELEV =679.50 =Ltv = (3 r [.Ju 2.5'W x 2.2' H INV.=675.00 4000 PSI CONCRETE PRECAST RCP BASE AND RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' CONCRETE FILL FOR BUOYANCY 4' STEEL PLATE BOLTED TO EW -1 o 0 a 4.• . .. a >ORIFI.0 ;..: '•(LOW `0 O 4000 PSI CONCRETE VDOT EW -1 RCP BASE AND VDOT EW -1 RISER STRUCTURE (VDOT) - SWM -1 SQUARE INSIDE 4'x 4' 4" STEEL PLATE BOLTED TO EW -1 SIDE TRASH RACK NOT SHOWN FOR CLARITY c•s d C\i 2.5' Q .. STORMWATER MANAGEMENT BASIN 3 PRINCIPAL RISER FRONT VIEW NTS 24" PIPE TOP TRASH RACK NOT SHOWN FOR CLARITY 12'° P rIPE 12" PIPE I I PLASTIC SOLUTIONS BMP �'`- PLASTIC SOLUTIONS TRASH RACK TRASH RACK , OR APPROVED EQUAL 1.5" DIA. ORIFICE (LOW FLOW) CONC. APRON - (SLAB) LOW FLOW ORIFICE DETAIL 685 IS 17 680 1 YR W E=677.03 �-- 1 - - SEE PROFILE - F -F FOR CONTINUATION 665 9+50 NTS FOREBAYS & MICRO POOL VDOT EW -1 .1" STEEL PLATE BOLTED TO EW -1 WITH 1.5" DIAMETER LOW FLOW ORIFICE (SEE LOW FLOW ORIFICE DETAIL THIS 6" CONCRETE SLAB SHEET) FOR ORIFICE GRATE PLASTIC SOLUTIONS BMP TRASH RACK OR APPROVED EQUAL STORMWATER MANAGEMENT BASIN 3 PRINCIPAL RISER PLAN VIEW NTS 4' WIDE AQUATIC BENCH ( FOR SAFETY PURPOSES) AQUATIC BENCH DETAIL NOT TO SCALE 25' TOP OF BERM = 681.50 ELEV = 679.00 10' EMERGENCY SPILLWAY NOT TO SCALE LU 0 W W 0 Un co 1 W} 0! �D p ( W ■ C �Tl Uj z 0 >= 0 Re's. No.I Date RR+ Y L PER Lic. No. 32809 ' All fis DATE: 11102!2018 SCALE: AS NOTED DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 42 OF 64 Loop two rnesahes at each Pmd cf strffePL&r WELDED WIRE MESH �iaiafTra�rrns Stiffeners --I TWISTED WIRE .dv?'ESH Stiffen-- M1.a rr� - � ALL E1'tiD GABION CELLS ALL INTERIOR GABION CELLS TYPXCA L S U FE ERS Crimp ho k 0cse J r ka ry � n ry � strffe»er hockeO at intersection of wires ALL GASION CELLS OPTIONAL STIFFENERS WELDED WIRE GABION BASKET TOP/LID STORMWATER BEORETENTION TREATMENT DETAIL LEVEL 2 OVERFLOW S41CIURI OUTLET UNDERDRAIN COLLECTION SYSTEM ASPHALT RIBBON GEOTECH FILTER FABRIC {PLACED ON GRAVEL OVER UNDERDRAIN ONLY, 1-2' a o=_ TO EITHER SIDE) 12' GRAVEL SUMP MIN. . --- --- (LEVEL 2) GRASS FILTER STRIP ,GRAVEL DIAPHRAGM GABION WALL /CHECK DAM [�XA1 PLAN VIEW 3:1 SLOPE 3" SHREDDED HARDWOOD MULCH PLANTING SOIL - (LEVEL 2 MIN. 36') I 3' - #8 OR #89 _ WASHED PEA GRAVEL x'57 DOUBLE t- WASHED GRAVEL "-� 6" PERFORATED UNDERDRAIN SEE BIORETENTION BED CROSS SECTION FOR DETAILS REGARDING DEPTH AND PIPE SIZES. SEE SITE PLAN FOR SPECIFIC ELEVATIONS, DRAINAGE PIPING INVERTS, AND STORM STRUCTURE SIZING. SEE THIS SHEET FOR BIORETENTION AREA PLANTINGS. EL.=679.07 6 'INCHES -PONDING EL.=679.00 EL.=678.75 _=-3 3 INCHES - MULCH LIQ 3.0 FT PLANTING SOIL ilt 3 INCHES - #8 OR #89 EL.=675.75 - WASHED PEA GRAVEL EL=675.50 o o o GEOTECH FILTER FABRIC 6 INCH - PERF. HDPE EL.=674.50 M1 --DC7 .: UNDERDRAIN WITH 12 INCH III=1 ii= SUMP fli=111= i -ill- -III-I I NATIVE SOILS BIORETENTION POND "C" MATERIAL CROSS SECTION NTS SWM TOP OF _ _ -- 685 POND 3 BERM=680.00 - WEIR SPILLWAY =679.50 100YR WSE i=679.94"6 _680 l 1OYR WSE 677.71 r 1YR WSE=677.03 665 h 660 675555 650 8+50 BASKET HEIGHT VARIES r 1', 1.5' OR 3' (SEE PLAN r DETAILS FOR HEIGHT) I It I TW=681.00 r I UPPER GABION _ 3' J . I BASKET (3' W x1.0' H l� - �1 t ` 0 1.0' WEIR=680.00 o LOWER GABION BASKET (3' W x 1.5' H) ----I 2.0' PROPOSED BW=679.00 GRADE 3 L �tAvvoql G, sa51l 1.0 BURIED PRETREATMENT G 6, 9 P,g10t ODEPTH 0.5' CELL GRAVEL NON -WOVEN DIAPHRAGM GEOTEXTILE CLEAN WASHED FABRIC #57 STONE NOTE: GABION STONE SIZE 4"-8" (AVERAGE 6'°) NOTE: GABION BASKETS LENGTHS WILL VARY, BUT SHALL BE MULTIPLES (1,2,3, OR 4) SIDE VIEW OF THE 3 FOOT BASKET WIDTH. ISOMETRIC VIEW TYPICAL GABION BASKETS GABION WALL CHECK DAM NOT TO SCALE NOT TO SCALE 9' LENGTH UPPER GABION BASKET (3'W x V H) PROPOSED GRADE LEND FILL VOIDS WITH #57 NON -WOVEN STONE BETWEEN EDGE GEOT'EXTILE OF EXCAVATION AND FABRIC GABION BASKETS 1' 6' WEIR WIDTH- ,3.-7 IDTH,3.r T BOTTOM WIDTH OF DITC 0.5' LOWER GABION LOWER GABION----/ BASKET (3'W x 1.5'H) BASKET (TW x 1.5'H) FRONT VIEW GABION WALL CHECK DAM NOT TO SCALE UPPER GABION -, BASKET (TW x 1'H) 'LE LOWER GABION--/ BASKET (3' W x 1.5' H) NOTE: GABION STONE SIZE 4"-8" (AVERAGE 6") T [1 Li I C C C T 9+00 9+50 1C BIORETENTION c� - ify - - - Gi7 - r__ - - - 0 EX. GRADE-,,,. 10YR WSE=679.71 10, 1YR WSE=679.62 BMP (1")-WSE=679.24 iii/��iiiiir!/r!rllrrrl.�rr!!llrrr� � - G`//�✓,rlrrrrrr!llrrrlr r!!!!/,ter! 10' Plea win um5aw 77PERFORATED UNDERDRAIN 0.0%x- 37° - 12" ADS N-12 W.T. - JOINTS u@.0.54%0 -i- - w�- C9 © I I I O - n 690 -GABION CHECK DAM WEIR ELEV. = 680.00 685 PROP. GRADE 680 6° GRAVEL DIAPHRAGM GRASS FILTER STRIP 675 670 HORZ. SCALE 1' - W VERT. SCALE 1'-5' VA DEQ STORMWATER DESIGN SPECIFICATION NO. 9 Table 9.6. Bioretention Material Specifications 665 660 655 650 12+50 BIORETENTION Material- on - Notes I -Spentaicificat -- - --- Filter Media tca con: -- 0 a 85%-88% sand The volume of fi€ter media based on 110% {- C of the plan volume, to account for settling 3 5 /o organic matter in the form % � J P -Index range = 10-30, OR Filter Media -C) The media must be procured from Testing soil media. ` Z - D Use aged, shredded hardwood bark Lay a 2 to 3 inch layer on the surface of the 1 mulch filter bed. L0 .11 N - i Q Surface Cover 6 - I~ growth. - Co LC) r Top Soil I1 LU II Ir rl � ©z " 1 0 E- + } zz underdrain. For hotspots and certain karst 10+50 11+00 11+50 12+00 TRUCTURE PROFILE "F -F" HORZ. SCALE 1' - W VERT. SCALE 1'-5' VA DEQ STORMWATER DESIGN SPECIFICATION NO. 9 Table 9.6. Bioretention Material Specifications 665 660 655 650 12+50 BIORETENTION Material- on - Notes I -Spentaicificat -- - --- Filter Media tca con: -- Filter Medea a 85%-88% sand The volume of fi€ter media based on 110% Composition 8%-12% soil fines of the plan volume, to account for settling 3 5 /o organic matter in the form % or compaction. of leaf compost P -Index range = 10-30, OR Filter Media Between 7 and 21 mg/kg of P in the The media must be procured from Testing soil media. approved filter media vendors. LECs 9peater than 10 Mulch Layer Use aged, shredded hardwood bark Lay a 2 to 3 inch layer on the surface of the mulch filter bed. Alternative Use river stone or pea gravel, coir and Lay a 2 to 3 inch layer of to suppress weed Surface Cover jute matting, or turf cover. growth. E Loamy sand or sandy loam texture, Top Soil with less than 5% clay content, pH 3 inch surface depth. For Turf Cover corrected to between 6 and 7, and an organic matter content of at least 2%. " 1 Use a non -woven geotextile fabric with E- Apply only to the sides and above the Geotextile/Liner a flaw rate of a 110 gal./min./sq. ft. underdrain. For hotspots and certain karst (e.g., Geotex 351 or equivalent) sites only, use an appropriate liner on 0 bottom. Choking Layer Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically #8 or #89 washed gravel), which is laid over the underdrain stone. Stone Jacket for Underdrain 1 inch stone should be double -washed 12 inches for the underdrain; and/or Storage and clean and free of all fines (e.g., 12 to 18 inches for the stone storage layer, Layer VDOT #57 stone). if needed Use 6 inch rigid schedule 40 PVC pipe Lay the perforated pipe under the length of Underdrains, (or equivalent corrugated HDPE for the bicretention cell, and install non- Cleanouts, and micro-bioretention), with 3/8 -inch perforated pipe as needed to connect with Observation perforations at 6 inches on center; the storm drain system, Install T's and Y's Wells position each underdrain on a 1% or as needed, depending on the underdrain 2% slope located nor more than 20 configuration. Extend cleanout pipes to the feet from the next pipe. surface with vented caps at the Ts and Ys. Establish plant materials as specified in the Plant one tree per 250 square feet (15 landscaping plan and the recommended feet on -center, minimum 1 inch plant list. caliper). In general, plant spacing must be sufficient Shrubs a minimum of 30 inches high to ensure the plant material achieves 80% planted a minimum of 10 feet on- cover in the proposed planting areas within Plant Materials center. a 3 -year period. Plant ground cover plugs at 12 to 18 If seed mixes are used, they should be inches on -center; Plant container- from a qualified supplier, should be grown plants at 18 to 24 inches on- appropriate for stormwater basin center, depending on the initial plant applications, and should consist of native size and how large it will grow. species (unless the seeding is to establish maintained turf). Version 1.9, March 1, 2011 Page 31 of 54 BIO -RETENTION BASIN SHALL BE CONSTRUCTED ONLY AFTER THE SITE WORK IS COMPLETE AND STABILIZATION MEASURES HAVE BEEN IMPLEMENTED. EXPERIENCE WITH BIO -RETENTION BASINS AND SOIL MEDIA FILTERS HAS DEMONSTRATED THAT BIO -RETENTION FILTERS MUST BE PROTECTED FROM ALL SEDIMENT LOADS. B.3.B SPECIFICATIONS FOR BIO -RETENTION 1. MATERIAL SPECIFICATION THE ALLOWABLE MATERIALS TO BE USED IN BIO -RETENTION AREA ARE DETAILED IN TABLE 9.6, THIS SHEET 2, PLANTING SOIL THE PLANTING SOIL SHALL BE A LOAMY SAND OR A LOAM SAND MIX WHICH IS GENERALLY CLASSIFIED AS A LOAMY SAND ON THE USDA TEXTURE TRIANGLE. THE MIXTURE SHOULD CONTAIN A MINIMUM OF 80-85% COURSE SAND BY VOLUME, 8-12% SOIL FINES, AND 3-5% ORGANIC MATTER. THE SOIL SHALL BE A UNIFORM MIX. FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR OBJECTS LARGER THAN ONE INCH. NO OTHER MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED WITHIN THE BIO -RETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH OR PROVE A HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS, THE PLANTING SOIL SHALL BE FREE OF BERMUDA GRASS, MUGWORT, NUTSEDGE, CANADA THISTLE, QUACKGRASS, JOHNSON GRASS, OR OTHER NOXIOUS WEEDS AS SPECIFIED UNDER COMAR 15.08.01 .05, THE PLANTING SOIL SHALL BE TESTED AND SHALL MEET THE FOLLOWING CRITERIA: pH RANGE 5.2 - TO P -INDEX 10-30 PHOSPHORUS 7-23 mg/kg CATION EXCHANGE CAPACITY (CEC) GREATER THAN 10 INFILTRATION RATE 1-2 INCHES PER HOUR VOID RATIO (VV/VT) (MIN) 0.25 ALL BIO -RETENTION AREAS SHALL HAVE A MINIMUM OF ONE TEST. EACH TEST SHALL CONSIST OF BOTH THE STANDARD SOIL TEST FOR pH, PHOSPHORUS, AND POTASSIUM AND ADDITIONAL TESTS OF ORGANIC MATTER, AND SOLUBLE SALTS. A TEXTURAL ANALYSIS IS REQUIRED FROM THE SITE STOCKPILED TOPSOIL. IF TOPSOIL IS IMPORTED, THEN A TEXTURAL ANALYSIS SHALL BE PERFORMED FOR EACH LOCATION WHERE THE TOP SOIL WAS EXCAVATED. SINCE DIFFERENT LABS CALIBRATE THEIR TESTING EQUIPMENT DIFFERENTLY, ALL TESTING RESULTS SHALL COME FROM THE SAME TESTING FACILITY - SHOULD THE pH FALL OUT OF THE ACCEPTABLE RANGE, IT MAY BE MODIFIED (HIGHER) WITH LIME OR (LOWER) WITH IRON SULFATE PLUS SULFUR. 0 0 0 Wil7u U WO IT IS VERY IMPORTANT TO MINIMIZE COMPACTION OF BOTH THE BASE OF THE BIO -RETENTION AREA AND THE REQUIRED BACKFILL. WHEN POSSIBLE; USE EXCAVATION HOES TO REMOVE THE ORIGINAL•,.. SOIL. IF BIO -RETENTION AREAS ARE EXCAVATED USING A LOADER, THE CONTRACTOR SHOULD USE WIDE TRACK OR MARSH TRACK EQUIPMENT OR LIGHT EQUIPMENT WITH TURF TYPE TIRES. USE OF EQUIPMENT WITH NARROW TRACKS OR TIRES, RUBBER TIRES WITH LARGE LUGS, OR HIGH PRESSURE TIRES WILL CAUSE EXCESSIVE COMPACTION RESULTING IN REDUCED INFILTRATION RATES AND IS NOT ACCEPTABLE. COMPACTION WILL SIGNIFICANTLY CONTRIBUTE TO DESIGN FAILURE. COMPACTION CAN BE ALLEVIATED AT THE BASE OF THE 810 -RETENTION FACILITY BY USING A PRIMARY TILLING OPERATION SUCH AS A CHISEL PLOW, RIPPER, OR SUBSOILER. THESE TILLING OPERATIONS ARE TO REFRACTURE THE SOIL PROFILE THROUGH THE 12 INCH COMPACTION ZONE. SUBSTITUTE METHODS MUST BE APPROVED BY THE ENGINEER, ROTOTILLERS TYPICALLY DO NOT TILL DEEP ENOUGH TO REDUCE THE EFFECTS OF THE COMPACTION FROM HEAVY EQUIPMENT, ROTOTILL 2 TO 3 INCHES OF SAND INTO THE BASE OF THE BIO -RETENTION BEFORE BACKFILLING THE REQUIRED SAND LAYER. PUMP ANY PONDED WATER BEFORE PREPARING (ROTOTILLiNG) BASE. WHEN BACKFILLING THE TOPSOIL OVER THE SAND LAYER, FIRST PLACE 3 TO 4 INCHES OF TOPSOIL OVER THE SAND, THEN ROTOTILL THE SAND/TOPSOIL TO CREATE A GRADUATION ZONE BACKFILL THE REMAINDER OF THE PLANTING SOIL TO THE FINAL GRADE. WHEN BACKFILLING THE BIO -RETENTION FACILITY, PLACE LIFTS 12" TO 18" THAT ARE LOOSELY COMPACTED. DO NOT USE HEAVY EQUIPMENT WITHIN THE BIO -RETENTION BASIN. HEAVY EQUIPMENT CAN BE USED AROUND THE PERIMETER OF THE BASIN TO SUPPLY SOILS AND SAND. GRADE BIO -RETENTION MATERIALS WITH LIGHT EQUIPMENT SUCH AS A COMPACT LOADER OR A DOZER/LOADER WITH MARSH TRACKS. 4. PLANT MATERIAL RECOMMENDED PLANT MATERIAL FOR BIO -RETENTION AREAS CAN BE FOUND IN AS NOTED ON THIS SHEET AND IN THE SPECIFICATIONS.. 5, PLANT INSTALLATION MULCH SHOULD BE PLACED TO A UNIFORM THICKNESS OF 2" TO 3". SHREDDED HARDWOOD MULCH IS THE ONLY ACCEPTED MULCH. PINE MULCH AND WOOD CHIPS WILL FLOAT AND MOVE TO THE PERIMETER OF THE BIO -RETENTION AREA DURING A STORM EVENT AND ARE NOT ACCEPTABLE. SHREDDED MULCH MUST BE WELL AGED (6 TO 12 MONTHS) FOR ACCEPTANCE. ROOT STOCK OF THE PLANT MATERIAL SHALL BE KEPT MOIST DURING TRANSPORT AND ON-SITE STORAGE. THE PLANT ROOT BALL SHOULD BE PLANTED SO lusth OF THE ROOT BALL IS ABOVE FINAL GRADE SURFACE. THE DIAMETER OF THE PLANTING PIT SHALL BE AT LEAST SIX INCHES LARGER THAN THE DIAMETER OF THE PLANTING BALL. SET AND MAINTAIN THE PLANT STRAIGHT DURING THE ENTIRE PLANTING PROCESS. THOROUGHLY WATER GROUND BED COVER AFTER INSTALLATION. TREES SHALL BE BRACED USING 2" BY 2" STAKES ONLY AS NECESSARY AND FOR THE FIRST GROWING SEASON ONLY. STAKES ARE TO BE EQUALLY SPACED ON THE OUTSIDE OF THE TREE BALL. GRASSES AND LEGUME SEED SHOULD BE DRILLED INTO THE SOIL TO A DEPTH OF AT LEAST ONE INCH. GRASS AND LEGUME PLUGS SHALL BE PLANTED FOLLOWING THE NON -GRASS GROUND COVER PLANTING SPECIFICATIONS. THE TOPSOIL SPECIFICATIONS PROVIDE ENOUGH ORGANIC MATERIAL TO ADEQUATELY SUPPLY NUTRIENTS FROM NATURAL CYCLING. THE PRIMARY FUNCTION OF THE BIO -RETENTION STRUCTURE IS TO IMPROVE WATER QUALITY. ADDING FERTILIZERS DEFEATS, OR AT A MINIMUM, IMPEDES THIS GOAL. ONLY ADD FERTILIZER IF WOOD CHIPS OR MULCH ARE USED TO AMEND SOIL. ROTOTILL UREA FERTILIZER AT A RATE OF 2 POUNDS PER 1000 SQUARE FEET. 6, UNDERDRAINS PLACE THE APPROPRIATE DEPTH OF ##57 STONE ON THE BOTTOM, INSTALL THE PERFORATED UNDERDRAIN PIPE, PACK #57 STONE TO THE TOP OF THE PIPE, ADD 3" OF CHOKER STONE, FOLLOWED BY A GEOTECH FILTER FABRIC FOR FILTER BETWEEN CHOKER STONE AND PLANTING SOIL. THE MAIN COLLECTOR PIPE FOR THE UNDERDRAIN SYSTEMS SHALL BE CONSTRUCTED AT A MINIMUM SLOPE OF 0.5%. OBSERVATION WELLS AND/OR CLEAN-OUT PIPES MUST BE PROVIDED (ONE MINIMUM PER EVERY 1000 SQUARE FEET OF SURFACE AREA). 7. MISCELLANEOUS - THE BIO -RETENTION FACILITY MAY NOT BE CONSTRUCTED UNTIL ALL CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. - LANDSCAPE CONTRACTOR TO MIX THE TREE AND SHRUB SPECIES TOGETHER FOR A MORE NATURALIZED APPEARANCE. NOTE: 1. BMP FILTER MEDIA SHALL BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO INSTALLATION TO ENSURE ITS USE AS SUITABLE MATERIAL. 2. THE CONSTRUCTION OF BMP FACILITIES SHALL BE INSPECTED AND CERTIFIED BY A PROFESSIONAL ENGINEER. N yn E G N N V j•E (A a _ c c , 0) i�� L N � �.X r� e- CD LL z z q Wz W Rev. No. l Date H np; RAY L. EPLER Lic. No. 32809 o )2- A v4 -- 1)", ' Q AL G DATE: 11102/2018 SCALE: AS NOTED DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 43 OF 64 Uj M 0 LU LL_ �__l E " 1 W E- 0 0 � �� s Z z LU z 0 Rev. No. l Date H np; RAY L. EPLER Lic. No. 32809 o )2- A v4 -- 1)", ' Q AL G DATE: 11102/2018 SCALE: AS NOTED DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 43 OF 64 l �r1i� J F '+ 686 886 :� � � 686 ITML= = J/ N 1 tFT n © \ r- , 00 'n cn >1 p ,/ z 0 ;> / z���ma684— C] rez n 682--� 000QQ� i i4 X88 6$0— --Iz z 0 C, ri 0 / y - ._ amz;m M o j It Orlu '- cn 40 a OHu f' --— ok ' r I �3d0��--�— �—� OI 50 25 0 50 100 AA SCALE 1 501 — 705 700 695 690 685 680 EX MANHOLES HAVE RAVEN INTERI PROPOSED PENETRATIONS TO COATED MANHOLE SHALL REQUIRE COATING CERTIFIED BY ORIGINAL INSTALLER/ MANUFACTURER, 675 TIE INTO EX SANITARY 670 SEWER SYSTEM (PER SAN SEW FOR, GRAYSTONE COMMERC CENTER AND STEPHENS( VILLAGE, DATE 11/241201 REV DATE 10/3/2018) 665 660 9+00 9+50 .,,. , I av IATuu 71t'Su 13+uu SANITARY SEINER PROFILE MH EX.149 TO MH B 13+50 14+00 705 700 NOTES: 695 1, EXISTING MANHOLE TO BE CORE DRILLED AND A KOR-N-SEAL BOOT INSTALLED FOR SANITARY PIPE CONNECTION TO MANHOLE. 2. OWNERIDEVELOPER TO CONSIDER COORDINATION WITH STOWE ENGINEERING FOR EXISTING MANHOLE TO BE FABRICATED WITH PROPOSED INVERT AND BOOT PRIOR TO INSTALLATION OF MANHOLE EX 149 PER "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER 690 AND STEPHENSON VILLAGE" PLAN. 3. EXISTING MANHOLES HAVE RAVEN INTERIOR COATINGS. PROPOSED PENETRATIONS TO COATED MANHOLE SHALL REQUIRE COATING CERTIFIED BY ORIGINAL INSTALLERIMANUFACTURER. 4. EXISTING SANITARY SEWER SHOWN FROM PLAN "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER AND STEPHENSON VILLAGE" 685 DATED 111241207 WITH REVISION DATE 101312018, 680 675 670 I 665 660 C LOI WME 14+50 15+00 15+50 16+00 50 25 0 50 100 SCALE: 1 "' = 50' zo II w J c) cn Nin ao E r 47NU0 Wm c+ _ tm 0 N >% M c c �= br a - oval i s CL U. z W L ' W0 W W O 2 W Q LL Y 0 0 Q a D Z Rev. No. I Date 01 1 12--18-2018 TH p RA Y L. EPLER Lic. N0.32809 95 k'�� ANAL .? 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V 1 690 680 _ _ ` - - �- - — 680 685 � 685 - - - -- -- 131'- 12" ARS N-12 @ 0.57°l° --- - PROPOSED - d - - -- - ° - - GRADE '--. - - - - - - --- - _ 1 OYR WSE =679.71 HGL - 1 O' CLASS AI I_ 2 - - - .1 - - _ 685 -- - — 685 675 RIP -RAP - - 875 680 -- � - � -. � � 1 18" POSE 4°f° 680 -- - ------ PROPOSED MIN. @g0 HGL gT - 15" ADS N-12 GRADE @ 0.52%a L Rev. No. Date 01 12-18-2018 LU 680 - 105 -15 680 670 - -- --- - - - - - - 670 675' 10' CLASS AI 675 15ti 5S t4 -i2 530/- W RIP -RAP � - - 0 TH aF a �,Nr12 @1� °/° w -- - -- -_- - W lwi i�l.r C? - -- - ----- — 0 c°� L) a R ©Y L EP LER w- -- --- - - -- - -- 675 - � 675 665 -- - 665 670 - -- a -- - 670 � LIC. No. 32809 c� W u1 - - _ -- -- - � - - --- s �, flu _110 J r u7 co d "ov " 9 Lnvs - - - `n - E10 11 c0 1 0 f` rLC rJ - _j in a; 670 001- R Z Q Z Q COmZ CO 670 660 - W - - d O m — 660 665 -- - Z m cl`L+ z CO - _ — _ 665 — LU DATE: 11/02/2018 II CD � w II u � wl- a �, 11 II nen n II 11 II F- t- 1- II F- e- F 11 � a � p r-- I- - M O F' h II t- C4 r, � U) u> > - _ b D F: � H: 1 50 o_z_z0 'eujz000WzO cj0 v0 0 `` c.0 (6z r40 SCALE: . ,r� +>77 + ©;> + cl>7 + 9 +> I +> E +,3 +>7 �+ > V:1 -5 �zzz CDWZZOUJZZ rZ Z I rZ - - a o �- r--IZ—.e- O.III �r"— r2 rZz rz 665 - i 665 655 -f 655 660 -- _ = 660 DESIGNED BY: KAS/TTC 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 ST-MMMEIR FILE NO. 2760GC 50 25 0 50 10STIR�3 -STR 14' STR 15 -STR 1i SHEET 45 ()F Z4STR 5 -STR 12 SCALE: 1 } = 50' SP#42-1 [J 18-05 IU - - - �� - LQ 39 - - - -- 4041 -'- -- - -- - - - -- - - - ! 42 - 43 - - - 44 45 - - - - - e.- I - 46 47 48 49 00w -- �' �+ -- - -� - - -- - - N - - ---- - - - - - - --- - - - - - - - -- -- - 1 'I W - 1w - - - - -- _ - 0 - - O 1 - -- 1 c - — v� � - - CD Ir, O u N v3 in R - to ch 00 - I 1 O co 00 N 00 N N 00 - N -- - - N - co - - N Vq _ - Bg542 J C (pco cq 6e95 — - - - -- - - 11 11 - - - If It it j Il II it 0 " _a. _ _ � a _ _ � - - 1 - - - - - - 0. C] cr.. O _ _ t;� C) a ❑ a a. - __ - - - - i '� o. ❑ a - - _ __ _ a 4 a. --- F- --- .. , ) - - -- - - _ - - - - - - - - - - - I - f- - - I- H t- _ - - - -- F - -- - — - - �y Ln posy Z - --- - - �� -_ ! r r 690 - - ---- - -- - - - - - -- - - - 1890 43 ' _.- _- - - - - --- -- - - -^ _ � PROPOSED -- - _ -- �� 685 _- - GRADE �-- BSs - - - - -- - - - - - - -- -GRADE - - - - - --- - -i - 1 - - - - PROPOSED - - - - - - GRADE - i 680 680 1 _ - - - - - - MIN. - - -� - - - - - HGL a� '--' • uj -__ -- EXISTING GRADE - - �---- - -- � � W 675 - - - - - _ _ - - c HGL -«-!- ----_ --- `----' �, 971-30 675 ADS N-12 - ------------ @0.50°Io --; HGL =-- -- ��--� �- �� 94 36 94'-36" AD5N6„2 @051°1° Q - - - - - - ��- - , , - ------ �-, ---:�� g5'-36"ADSN-12 a j 1! ADS N-12 ADS © @ 0.51 °10 @0.50% 0 w Z z I ��� ----� �� �� 94' _ 42" AD5 I!1-12 @d.5010 a I_ @0.51% Z _ 670 -/ — -�--- - - - ��-- -- 65' - 42" 134-42" @0^5d%-- z ` w w _ z z 0 Of 670 ! 12@ 0.5p°1v ADS N-12 z ADS N-12 zp (� 0.5p°/v z o c t,r z z z o z o U w a "� ¢ 352'-42"ADSN @ 0.50% � P _- Z O iLl tll 1 42 " ADS N-12 @ IBJ ir W " z U w , w ¢ a .10YR WS E=662.50 185 _ �_ - - - _ - - - - - - U L3 ¢ J LU 0 U LU 665 - - - - -- - - - - - - - r w' LL [� C] �p - 665 -- - - - - - - - - _ --- 1 _ _—. e.. - - J V - 0 ! - -- _ - --- -- - _- ---- tQ I —I L O .. - - - cr- -- - --- ---- --- - -- - w - -- - - - - -- - -- - - -------- � j 660 660 I I -i I - - - - - - - - - - - -� 1 � C] w r 10 CLASS I _ _ _ _ _ - - - - -- _ _ - -- - I rf LU n4 ti - --- — - m --- - - - - — - �. RIP-RAP - iv w -. --- - - - - - '- - --- -- ------ -- - - —..-- --1 w w — .— w .— _ —. u1 —'— — - w w w � w LU mi o *; oo - - - Q - - .- m a - _- - - - - - -- - - -- - - - - - - - -- - - - - - - 4 aci ac°r cta 4 w ry --a - - -- - Q er, a - _ -- - Q m cc m co o - - fl0 _ _ - ti 00 0o m - In n yr �? m & v 655 f/1 r� w - - - - - = r CO c16 L4 - - - - - - - - - - - - - - - i d] C7 c~p I h r r I` N to X c N N w oD r7 M w I~ � f` cD � � LA w 655 - II -- - II ccs - --- i' � - -- ---- _ � - - - - - - - - - - - - - - w II II eD R Il p c[s - - - - II w efl - _ If ti � I{ ti '� M to 11 w II cD - - - tD - - II to cD 11 ti _ c0 - - - --- •- � --- �, � - --- - - M II = ------- - Rt z- C? - - - - --• - -- - --- -- - ----- - - � � ] II ❑ ipZ 0 11 i- �Z ❑ � - - - � CO II = u?Z ❑ �^ � I M, II = OZ,Z ❑ � OOq II ❑ ❑ � � M Il = _ _ cp 11 � clsZ _ [7Z - ❑ � -^ © 00 11 Gi ' � � II G � ❑ ❑ a � CD Z - -- — - - - p+p ' - - - -- - Z - ... - - -- - - -- - - - - - - -- -- - -- -- - -..,-- - - - - !, - co +>> ZZ C - +>3 W Z? - - r - 9 i -P cis - +>} r` -e M � +}} co ] �[ - +�•> ZZ r r - -- - +?> - --- +}} c r cyZ? - -- O7 +>} r cm-- +3} rs c�tZZ U E--1 r-- r rZZ — �ZZ 1 F - NZ2 - - - -- �-- - - - H 650 650 9+00 9+50 10+00 10+80 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 22+00 22+50 23+00 23+50 y STR 39 - STR 53 Q Q �_ C D ' 48 49 50 51 - 52 -- - = 53 - - - -- --- ' W ui LU to w C-i o 04 a 00 a=-- _ - - m -- 695 00 m z w c°°c Z 00 11 m 11 - ' _- Sg5 Y� n a a > n o m a. o a a. I a Q - a — -' ; LU - -_-_ - -- - - _- - —__ _ - fl 690 - 89 - - - - - c �_ LU 685` EXISTING GRADE - --- - -- - - - _ - -- - 885 PROPOSE �� -------- - GRADE--- HGL - 680 HGL - ---. BSD- __ - - - - - - >= �.- ---- -,., � .............. 104'-24"' I _ - -- ----- -_ -��� - 81'-24" ADSN-12 z 675 I 97' - 30'" 108'- 30" ADS N- ADS N-12 @ 0.51 °/o z @ p.5d°1v Q-Q' -- - -- _ 65 '400' - 30° ADS N-12 z g 02 @ 0.50 /° 0 F -- - 86'- 36" z ADS N-12 0;5010 V v =p U R z. ADS N-12 9 @ 0.51°/0 w Ill - z U @ 0.50% w W z 0 0 - � -- w 670 z 0 U w of - LU - w C 670. - of LU <J - _- ui 0 � W � � � p w - - Rev. No. Date - 0 o ! -- - - - _�_ -- 02 01-16-2019 LL o - - -- 665 W w -- - -- - -- - - 665 C� pF r' W W - - v 0 U _ U � RA Y L. EPLEft � 0 - '- - -- 660 o a zi _ - 880 in LIc. No. 32809 Zi ❑ en 0 v� ❑ cn 0 (a -`- ❑ = 'n II p � rQU4 -te t ' Aly �- m t. a® CID "' o a.m " si a�, ate. — C a a 655 aD ti d er Z u� us �- of Z Ld m ]- a I'6 Z I- ccy ua I z I� w - >- ti - Z co 655 o cn DATE: 11/Q2/2018 II H II p It r- p II � p 11 m 11 11 11 II ? 0;z nN II = 6ZQ . 11 m wZ❑ Ln II = W;z0 M II D (dZ0 M - o ❑ H; 1" = 50' SCALE. •IJ;1"'=5' �zz Mzz Lnzz Vzz (z N 4nzz - - — N - _ 650 650 DESIGNED BY; KAS%TTC 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 FILE NO. 2760GC STR 39 - STR 53 50 25 0 50 100 SHEET 47 OF .64 SCALE: 1" 50' $p 2-1S 18-05 STR 73-STR 74 - HY-8 Culvert Analysis Report -_ -7` -- - - Culvert Summary 64 66 67 68 00 �)0 Total DisdlBrge Cu1veR Discharge Pteadw3ter Quasi EMeIDePCOnlrol ConErol Flour - - - - - -- CriliC31 �'y � 111 ✓ eF ouuat Veloaly T��� (cls) - - ElavelFon (RJ cy ca ca '00 cc00 (ftj -y -I 710 7x0 II 11 rl 0.572 0.0" 1-52n0.386 �B _ 0.403 6.386 0.140 3.275 2.742 9.02 1,02 580.81 0.806 0.176 1-52n - 0.424 O 0.148 O 0a- EXISTING GRADE 705 _ 660.64 0.639 0.753 iS2n 0.426 0.444 0.428 0.155_ 705 2,906 1,20 1.20 660.67 0.871 4.797 +S2n 0.445 0.463 700 0.82 .1 3.441 2,963__ 7.29 1.29- 700 01707 0.0' t-S2n _0.464 0.464 0.451 q.169 3.501 3.05[] I 695 1.39 - 0.732 0.263 1-32n 8 0.496 0.483 �� 695 -- - 1.48 1.48 680.98 it 0.502 0.514 0.502 0.762 690 _ 3.188 681.33 0.872 1.57 7.57 680.96 0.789 0.347 7S2n _ 690 _ 0.160 3.673 3.247 ROPOSED 1.68 - 661.82 - - - - 0.539 0.545 - - -- - 0.194 3.722 GRADE 1.75 7,75 687.04 685 - - 0.560 0.557 0.200 - ', -- i 685 HGL LI Lj 1 i 680 - _ " Full Flaw - - _ 680 28' -71,54". - 82" - 15" ADS N-12 ADS - -- Culvert Length: 75.89 ft, Culvert @ 0.50% @ 0.50°Ip Water Surface Profile Plot for Culvert: Culvert 1 15'-15" - - - 675 ADS N-12 C uh rn - Cuhma 1. Culvert Discharge - 1.3 cA - -+ 6751 Q@ i 0.55°/0 - -- ---- --- e0 co to 00 - - �- - J l J J J - 0 670 2 ao co "� M s'' 0 in c' - -= 670 GO tXJ W02 SL/ iii W eta 580.f} W II II II rl II 11 Ir _ - - -_ - -- O 11 11 1 11 5 p II G ` - - - -- _ C3ZZ_O Y 00 _Zpoo_Z�} cc,p - _� -- C_ 797 0 ---_ 1 665 665 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 STR 64 - STR 68 STR 73-STR 74 695 HY-8 Culvert Analysis Report 69 Table a - Culvert Summary Table: Culvert 1 00 �)0 Total DisdlBrge Cu1veR Discharge Pteadw3ter Quasi EMeIDePCOnlrol ConErol Flour Normalek CriliC31 Quasi Depth Tapwater ouuat Veloaly T��� (cls) {ePs} ElavelFon (RJ lh (el p&pth (ft} Type Depth (ft} Depth {0} (ftj Depth (ft} 0119)Voiodly (8I&} 0.93 0.93 650,77 0.572 0.0" 1-52n0.386 _ 0.403 6.386 0.140 3.275 2.742 9.02 1,02 580.81 0.806 0.176 1-52n 0.406 0.424 0.408 0.148 3.302 2.827 1.17 1.11 660.64 0.639 0.753 iS2n 0.426 0.444 0.428 0.155_ 3.374 2,906 1,20 1.20 660.67 0.871 4.797 +S2n 0.445 0.463 4.443 0.82 .1 3.441 2,963__ 7.29 1.29- -660.90 01707 0.0' t-S2n _0.464 0.464 0.451 q.169 3.501 3.05[] 1.38 1.39 860.93 0.732 0.263 1-32n 0.483 0.496 0.483 0.178 3.566 3.121 1.48 1.48 680.98 0.781 _ 0.307 SS2n 0.502 0.514 0.502 0.762 3.627 3.188 681.33 0.872 1.57 7.57 680.96 0.789 0.347 7S2n 0,520 0.530 0.520 _ 0.160 3.673 3.247 1.68 1.66 661.82 0,817 0.369 7S2n 0.539 0.545 0.539 0.194 3.722 3.15 1.75 7,75 687.04 0.845 fl.43t 7S2n 0.557 0.560 0.557 0.200 " Full Flaw Headwater elevation is below inlet invert. Straight Culvert Iniet Elevation (Invert): 680.20 ft. Outlet Elevation (invert}: 879.80 ft Culvert Length: 75.89 ft, Culvert Slope: 4.0053 Water Surface Profile Plot for Culvert: Culvert 1 Crossing - STR 73 - STR 74, Desip Discharge - 1.3 cfs C uh rn - Cuhma 1. Culvert Discharge - 1.3 cA 682.5 582.a G 0 � 580.5 580.f} -x 2D 0 20 R 40 50 80 10'0 Staticin (ft) 695 so -� - -- 69 oCU 00 �)0 3 -STR 74 3186 3.360 1,84 1.84 681.33 0.872 1.126 7-ns2c 0.575 0.574 0.574 0.208 3.942 3.x15 3 7 I I I- 690 685 'PROP. GRADE 685 680 78' - 12" ADS N-12 � 10' CLASS AI W.T. JOINTS z @ 0.51 /q RIP-RAPr l I W 675 '100 61 W co L�C3 � II II 11 (D C) � 0 11 QO C6 - u a } t-- > 7 670 0� � � o+aa 0+50 a+oo H=1611 STR 7 AFM 65(1 9+00 9+50 695 GRADE 690 685 V , 680 675 so -� - -- 69 oCU 00 �)0 3 -STR 74 wd- +570 a+50 00 so -� - -- 69 oCU 00 �)0 1 fl. -y t- {U. f - I9 l _--CONC. CHECK HGL 94" ' 18"' ADS N -1x @ 0.51 °/p iv � If,- .-. i m�ryVLU Lo i n K7 UTo ) to CD 011 10+00 10+50 I"► I"' I'► V /"► V � nJ V V L W W -133' .15" TOTAL. AS-12DN @ 0-50% 85'- PERFORATED 13' -SOLID 35'- SOLID DAMUi 70 72 - - - -- . - M- EXISTING GRADE PROPOSED GRADE GONG. CHECK DAIU�` „ci^``'►Av^s..�^�'''l6Cl'-15"ADSN-'i2 131' -15" TOTAL ADS W-12 @ Q.5©°l0 l 85'- PERFORATED - - - 12' - SOLID 34'- SOLID CIO XG 47 - �' Y CO d' to t`7 Lp - � ii'y''el' l!! � l� REQ _• _ _ 0 Q6 f,6 (10 "7 ZZ "6 ZD - - - --- CYO ZZ_cc = 777 � 77 - -- + 977 I rzZZz TZZ - - - YZZZ 17+00 11+50 72+00 12+50 13100 13+50 14+00 STR +6C} -STR 7246 � EX. GRADE � 685 PROP. GRADE 680 .26.65'- 12" ADS N-12 W.T. JOINTS @ 1,09% 675 Il li II ra o0 b m II Z 0 - O Z Q Z D+00 0+50 STR 75 -STR 76 00 0 LID 670 a+00 14+50 LO 1 LiJ J Q 50 25 O 50 100 SCALE: 1 " = 50' HY-8 Culvert Analysis Report Table 1 -Culvert Summa Table: Culvert 20CO0 Straight Culvert Inlet Elevation (invert): 880.28 ft, Outlet Elevation (invert): 879.851[ Culvert Length: 28.65 ft, Culvert Slope: 0.0709 Water Surface Profile Plot for Culvert:. Culvert 2 Crossing -STR 75 -STR 76, Design Discharge - l.b cfs Cuit•ert - CuA•ett 2, Culvert F)ischarge - 1.6 cfs 581.4 58i-2 68La 580.8 - 580.4 � -- --- --x 680.2 680.D -5 a 5 10 15 ?_0 25 3i7 35 Station 15+50 655 650 16t5D STR 75-STR. 76 0 (It}18405 I; IV C N N M CIO NcoGo to I F � h � W r W W I�-1 � Q p d W Rev'. Na. Date - TFi ©F � RAY L. EPLER � �IC.IVo.32809 o��'L�A�4-�� t 9 �'QNAL DATE: 11 /CI�,I�01$ SCALE:. H: 1" = 6Q' 'I1: 1" = 5' DESIGNED BY: KAS/TTC FILE NO. Total Culvsrd Ftned»aE9r Inlet Control Duvet Flaw Normal CritfcaE OuloeE Tailwater Ciulbt Taitwater D'. �sarye Dis � rye Elevation (ft) Depth (tt) Depth ew ftJ Type 170f>Ih (R) Depth (!!) =to" peP. (ftJ V(� )ly Velocity [tus] 1.18 1.16 660.88 01p1 0359 i-S2n 0.361 0.456 0.374 0:317 4.282 1,886 7.29 1.29 861.02 0,742 0.301 7S2n 0.378 0.481 0.394 0.331 4.359 1.958 1,41 1.41 681.06 0.783 0.343 5S2n 0.397 0.502 0.473 0.350 4,456 2.014 1.52 1.52 687.10 0.824 0.386 7S2n 0,415 0.523 0,432 0.369 4.552 2.066_ 1.63 1.53 661.14 0.662 0.425 iS2n 0.431 0.547 0.446 0.386 4.625 2.112 1.75 1.75 ti81.19 4.907 0.473 7S2n 0.449 0.561 ORBS 0,406 4.770 2.763 1.8i 7.87 681,23 4.948 0.516 iS2ro 4.468 0.578 0.465 0.424 4.789 2306 1.89 1.99 681.27 0.891 0.564 1.32n 0.483 0.598 0.503 0,441 4.860 2:230 2.70 2.10 681.31 7.035 0.616 5-S2n 0,499 0.616 0.579 0.459 4.932 2.290 2.21 23i 881.36 t.o78 0.665 5.52n 0.515 0,633 0.537 0.476 4.996 2.329 2.33 2.33 661.91 1.125 0.716 5-82n 0,531 0.699 0.554 0.493 5,057 2.365 �760GC SHEET 49 OF •64 � EX. GRADE � 685 PROP. GRADE 680 .26.65'- 12" ADS N-12 W.T. JOINTS @ 1,09% 675 Il li II ra o0 b m II Z 0 - O Z Q Z D+00 0+50 STR 75 -STR 76 00 0 LID 670 a+00 14+50 LO 1 LiJ J Q 50 25 O 50 100 SCALE: 1 " = 50' HY-8 Culvert Analysis Report Table 1 -Culvert Summa Table: Culvert 20CO0 Straight Culvert Inlet Elevation (invert): 880.28 ft, Outlet Elevation (invert): 879.851[ Culvert Length: 28.65 ft, Culvert Slope: 0.0709 Water Surface Profile Plot for Culvert:. Culvert 2 Crossing -STR 75 -STR 76, Design Discharge - l.b cfs Cuit•ert - CuA•ett 2, Culvert F)ischarge - 1.6 cfs 581.4 58i-2 68La 580.8 - 580.4 � -- --- --x 680.2 680.D -5 a 5 10 15 ?_0 25 3i7 35 Station 15+50 655 650 16t5D STR 75-STR. 76 0 (It}18405 I; IV C N N M CIO NcoGo to I F � h � W r W W I�-1 � Q p d W Rev'. Na. Date - TFi ©F � RAY L. EPLER � �IC.IVo.32809 o��'L�A�4-�� t 9 �'QNAL DATE: 11 /CI�,I�01$ SCALE:. H: 1" = 6Q' 'I1: 1" = 5' DESIGNED BY: KAS/TTC FILE NO. Total Culvsrd Ftned»aE9r Inlet Control Duvet Flaw Normal CritfcaE OuloeE Tailwater Ciulbt Taitwater D'. �sarye Dis � rye Elevation (ft) Depth (tt) Depth ew ftJ Type 170f>Ih (R) Depth (!!) =to" peP. (ftJ V(� )ly Velocity [tus] 1.18 1.16 660.88 01p1 0359 i-S2n 0.361 0.456 0.374 0:317 4.282 1,886 7.29 1.29 861.02 0,742 0.301 7S2n 0.378 0.481 0.394 0.331 4.359 1.958 1,41 1.41 681.06 0.783 0.343 5S2n 0.397 0.502 0.473 0.350 4,456 2.014 1.52 1.52 687.10 0.824 0.386 7S2n 0,415 0.523 0,432 0.369 4.552 2.066_ 1.63 1.53 661.14 0.662 0.425 iS2n 0.431 0.547 0.446 0.386 4.625 2.112 1.75 1.75 ti81.19 4.907 0.473 7S2n 0.449 0.561 ORBS 0,406 4.770 2.763 1.8i 7.87 681,23 4.948 0.516 iS2ro 4.468 0.578 0.465 0.424 4.789 2306 1.89 1.99 681.27 0.891 0.564 1.32n 0.483 0.598 0.503 0,441 4.860 2:230 2.70 2.10 681.31 7.035 0.616 5-S2n 0,499 0.616 0.579 0.459 4.932 2.290 2.21 23i 881.36 t.o78 0.665 5.52n 0.515 0,633 0.537 0.476 4.996 2.329 2.33 2.33 661.91 1.125 0.716 5-82n 0,531 0.699 0.554 0.493 5,057 2.365 �760GC SHEET 49 OF •64 00 0 LID 670 a+00 14+50 LO 1 LiJ J Q 50 25 O 50 100 SCALE: 1 " = 50' HY-8 Culvert Analysis Report Table 1 -Culvert Summa Table: Culvert 20CO0 Straight Culvert Inlet Elevation (invert): 880.28 ft, Outlet Elevation (invert): 879.851[ Culvert Length: 28.65 ft, Culvert Slope: 0.0709 Water Surface Profile Plot for Culvert:. Culvert 2 Crossing -STR 75 -STR 76, Design Discharge - l.b cfs Cuit•ert - CuA•ett 2, Culvert F)ischarge - 1.6 cfs 581.4 58i-2 68La 580.8 - 580.4 � -- --- --x 680.2 680.D -5 a 5 10 15 ?_0 25 3i7 35 Station 15+50 655 650 16t5D STR 75-STR. 76 0 (It}18405 I; IV C N N M CIO NcoGo to I F � h � W r W W I�-1 � Q p d W Rev'. Na. Date - TFi ©F � RAY L. EPLER � �IC.IVo.32809 o��'L�A�4-�� t 9 �'QNAL DATE: 11 /CI�,I�01$ SCALE:. H: 1" = 6Q' 'I1: 1" = 5' DESIGNED BY: KAS/TTC FILE NO. Total Culvsrd Ftned»aE9r Inlet Control Duvet Flaw Normal CritfcaE OuloeE Tailwater Ciulbt Taitwater D'. �sarye Dis � rye Elevation (ft) Depth (tt) Depth ew ftJ Type 170f>Ih (R) Depth (!!) =to" peP. (ftJ V(� )ly Velocity [tus] 1.18 1.16 660.88 01p1 0359 i-S2n 0.361 0.456 0.374 0:317 4.282 1,886 7.29 1.29 861.02 0,742 0.301 7S2n 0.378 0.481 0.394 0.331 4.359 1.958 1,41 1.41 681.06 0.783 0.343 5S2n 0.397 0.502 0.473 0.350 4,456 2.014 1.52 1.52 687.10 0.824 0.386 7S2n 0,415 0.523 0,432 0.369 4.552 2.066_ 1.63 1.53 661.14 0.662 0.425 iS2n 0.431 0.547 0.446 0.386 4.625 2.112 1.75 1.75 ti81.19 4.907 0.473 7S2n 0.449 0.561 ORBS 0,406 4.770 2.763 1.8i 7.87 681,23 4.948 0.516 iS2ro 4.468 0.578 0.465 0.424 4.789 2306 1.89 1.99 681.27 0.891 0.564 1.32n 0.483 0.598 0.503 0,441 4.860 2:230 2.70 2.10 681.31 7.035 0.616 5-S2n 0,499 0.616 0.579 0.459 4.932 2.290 2.21 23i 881.36 t.o78 0.665 5.52n 0.515 0,633 0.537 0.476 4.996 2.329 2.33 2.33 661.91 1.125 0.716 5-82n 0,531 0.699 0.554 0.493 5,057 2.365 �760GC SHEET 49 OF •64 Total Culvsrd Ftned»aE9r Inlet Control Duvet Flaw Normal CritfcaE OuloeE Tailwater Ciulbt Taitwater D'. �sarye Dis � rye Elevation (ft) Depth (tt) Depth ew ftJ Type 170f>Ih (R) Depth (!!) =to" peP. (ftJ V(� )ly Velocity [tus] 1.18 1.16 660.88 01p1 0359 i-S2n 0.361 0.456 0.374 0:317 4.282 1,886 7.29 1.29 861.02 0,742 0.301 7S2n 0.378 0.481 0.394 0.331 4.359 1.958 1,41 1.41 681.06 0.783 0.343 5S2n 0.397 0.502 0.473 0.350 4,456 2.014 1.52 1.52 687.10 0.824 0.386 7S2n 0,415 0.523 0,432 0.369 4.552 2.066_ 1.63 1.53 661.14 0.662 0.425 iS2n 0.431 0.547 0.446 0.386 4.625 2.112 1.75 1.75 ti81.19 4.907 0.473 7S2n 0.449 0.561 ORBS 0,406 4.770 2.763 1.8i 7.87 681,23 4.948 0.516 iS2ro 4.468 0.578 0.465 0.424 4.789 2306 1.89 1.99 681.27 0.891 0.564 1.32n 0.483 0.598 0.503 0,441 4.860 2:230 2.70 2.10 681.31 7.035 0.616 5-S2n 0,499 0.616 0.579 0.459 4.932 2.290 2.21 23i 881.36 t.o78 0.665 5.52n 0.515 0,633 0.537 0.476 4.996 2.329 2.33 2.33 661.91 1.125 0.716 5-82n 0,531 0.699 0.554 0.493 5,057 2.365 �760GC SHEET 49 OF •64 �760GC SHEET 49 OF •64 STORM SEWER PIPE CALCULATIONS DA Rainfall Runoff Cl,, Invert Up Invert Down Length Slope Capacity Increm Flow Flow Time Pipe � f• CA (Increm,) CA {Accum,} Tc {min} ft} {in/hr} (cfs) {ft} (ft) {ft} {�} Diameter {in} {cfs} Velocity (fps) Time {min} {min} Material .24 ADS N-12 675.06 206,07- - 0.65 30.00 38.65 7.66 0,45 0.45 ADS N-12 S 4 0.15 0.90 0.14 0.71 5.00 6.09 1.9,21 677.35 676.50 168.55 0.50 30.00 34,04 6.76 0.42 0.42 ADS N-12 10 5 0.01 0.46 0.01 0.01. 5.O0 6.35 7.01 679.60 678.60 54.17 1,85 15.00 10.26 8.49 0.11 0.11 RDS N-12 2 .31 ADS N-12 6 5 0.25 0.72 0.18 0.57 5.00 6.11 11.38 677.95 677,85 17.00 0.59 24.00 20,27 6.28 0.05 0.05 ADS N-12 7 6 0.24 0.81 0,19 0,39 5.00 6.24 10.27 678.70 678.05 122,O0 0.53 24A0 19.29 5.90 0.34 0,34 ADS N-12 9 8 0.04 0.90 0.03 0.03 S.00 6.50 8,11 681.10 680.15 80.97 1.17 18.00 13.29 7.46 _ 0.18 0.18 ADS N-12 16 15 0:00 0,50 0.00 0.00 5.00 6,43 3.16 679.75 679.25 96.72 0.52 15,00 5.43 4.34 0.37 0.37 ADS N-12 17 16 0.00 0.00 0.00 0,00 5.00 6.50 3.16 682.77 679.85 96.00 3.04 15.O0 13,16 8,36 0.19 0.19 ADS N-12 .30 0.30 ADS N-12 22 21 0.00 0.00 0.00 0.00 5.00 6.00 23.58 674.73 674,22 102.92 0.50 30.00 33.89 7,04 0.24 0.24 ADS N-12 23 22 0.00 [1.00 0,00 0.00 S.00 6.08 19.65 675.29 - - 674.83 92.50 0.50 30.00 33,89 6.77 0.23 0.23 ADS N-12 .00 33.89 6.41 0.25 0,25 ADS N-12 25 24 0.00 0.00 0,00 0.00 SAD 6,27 11.79 676.83 676.36 94.50 0.50 24,00 18.69 5,94 0,26 0,26 ADS N-12 0.50 24.00 18.69 5.39 0.29 0.29 ADS N-12 27 26 0.00 0.00 0.00 0.00 5.00 6.50 3.93 678,60 678.15 85.00 0.53 15.00 5.49 4.59 0.31 0.31 ADS N-12 30 29 0,00 0.50 0.00 0.00 5.00 5.75 29.67 663.16 662,00 58.07 2,00 36.00 110.15 12,54 0,08 0,08 ADS N-12 31 30 0.00 0,00 0.00 O,00 5.00 5.84 29.67 673,10 672.49 121..78 0.50 36.00 55,11 751 0.27 0.27 ADS N-12 32 31 0.00 0.00 0.00 0.00 S.OQ 5.92 27.34 _ 673,75 673.20 109.75 0.50 36,00 55.11 7.37 0,25 0.25 ADS N-12 33 32 0.00 0.00 O.00 0.00 S.Oa 6.00 23.41 674.72 674.25 94.50 _ 0.50 30.00 33.89 7,03 0.22 0.22 ADS N-1.2 34 33 0.00 0.00 0.00 0.00 5,00 6.08 19.48 675.29 674.82 94,50 0.50 30.00 33.89 6.76 0.23 0.23 ADS N-12 35 34 0.00 0.00 0.00 0.04 5.00 6.17 15,55 675.86 675.39 94.50 0,50 30.00 33,89 +6.40 0,25 0,25 ADS N-12 36 35 0.00 0.00 0.00 0,00 5.00 6,27 11,62 676.83 676.36 94,50 0.50 24.00 18.69 5.93 0.27 0,27 ADS N-12 37 36 0.00 0.00 0.00 0.00 5,00 6.39 7.69 677.40 676.93 94.50 0.50 24.00 18,69 5.36 0.29 0.29 ADS N-12 38 37 0.00 0.00 0.00 0.00 5.00 6.50 3.76 678.60 678,15 82.42 0.55 15.00 5.58 4.61 0,30 0.30 ADS N-12 40 39 0.00 050 0.00 0.00 5.00 5.37 45,72 668.00 666.87 284,63 0.61 42.00 91.97 9.04 0.34 0.34 ADS N-12 41 40 0.00 0.50 0.00 0.00 S.OQ 5,57 - 45.72 669.86 668,10 351.94 0.50 42.40 83.14 8.37 0.70 0.70 ADS N-12 42 41 0.00 0.00 0.0 0 0 0.00 5.00 5,60 45.72 670.29 669.96 65.05 0.51 42.00 83,73 8,41 0.13 0.13 ADS N-12 43 42 0.00 0.00 0.00 0,00 5.00 5.68 45.72 672.06 670.39 134.25 0.50 42.00 83.05 8.36 0.27 0,27 ADS N-12 44 43 0.00 0.00 0.00 0,00 5.00 5.74 43.25 671.63 671.16 94,50 0.50 42.00 82,91 8,24 0.19 0.19 ADS N-12 45 44 0,00 0.00 0.00 0.00 5.00 5.80 39.32 672.60 672,13 94.50 0.50 36.00 54.96 7.97 0.20 0.20 ADS N-12 46 45 0.00 0.00 0.00 0.00 S,Oa 5.87 35.39 673.18 672.70 94.50 0.51 36.00 55.54 7.87 0.20 0,20 ADS N-12 47 46 0.00 0.00 0,00 0.00 5.00 5,93 31.46 673.76 673.28 94.50 0.51 36,00 55,54 7.66 0.21 0.21 ADS N-12 48 47 0,00 0,00 0,00 0.00 5.00 6.00 27,53 674.29 673,86 86.00 0.50 36,00 55.11 7,38 0.19 0.19 ADS N-12 49 48 0.00 0.00 0.00 0,00 S.OD 6.08 23,60 675.30 _ 674.79 100.42 0.51 30.00 34.16 7A9 0.24 0.24 ADS N-12 50 49 0,00 0.00 0.00 O.00 5.00 6.17 19.67 675,89 675,40 97.08 0.50 30.00 34,05 6.80 0,24 0.24 Ab; N-12 51 50 0.00 0.00 0.00 0.00 5.00 6.28 15,74 676.53 675,99 108.08 0.50 30.00 33.88 6.42 0.28 0,28 ADS N-12 52 51 0,00 0.00 0.00 0.00 5.00 6,38 7.87 677.44 677.03 80.92 0.51 24.O0 18.82 5,42 0.25 0.25 ADS N-12 53 52 0.00 0.00 0.00 0.00 5.00 6.50 7.87 678.06 677.54 104.00 0.50 24.O0 18.69 5.39 0.32 0.32 ADS N-12 55 54 1.83 0.59 1.08 8.63 5.00 4.94 42.58 668,83 666.79 249..37 0.50 36.00 54.96 6.02 0.51 0.67 ADS N-12 ,42 0..61 ADS N-12 57 56 0.76 0.81 0.61 6.87 5,00 5.15 35.39 670,00 669.25 150.00 0,50 36.00 55.11 5.01 0.32 0.49 ADS N-12 58 57 0.76 0.81 0.62 6.26 5.00 5.28 33:02 670.85 670.10 150.00 0.50 36.00 55,11 4.67 0,32 0.53 ADS N-12 59 58 0.76 0.81 {7,62 5,64 5.O0 5.43 30.59 671.70 670.95 150.00 4.50 36.00 55.11 4.33 0.33 0.58 ADS N-12 60 59 0.76 0.81 0.62 5,02 5..00 5.52 27,69 672.55 671.80 150.00 0.50 36,O0 55,11 7.39 0.34 0.34 ADS N-12 69 60 1.02 0.61 0,62 3.17 5.00 5.84 5.84 674,53 674.05 93,69 0.51 18.00 8.79 5.18 0.30 0.30 ADS N-12 70 69 0.43 0,43 0.18 0.55 S.OD 6,02 3.28 675.44 674.78 133.03 0.50 15.00 5.32 4.31 0,51 0.51 ADS N-12 6.84 5.18 35.41 0.42 67,68 0,60 0.25 678.67 71 70 0.11 _ 0.37 0.04 0.36 5.00 6.22 2.25 676.20 675,54 131.39 0.50 15,00 5.35 3.95 0.55 0.55 ADS N-12 72 71 0.40 0.80 0.32 0.32 5.00 6.50 1.76 677.10 676.30 160.29 0.50 15,00 5.33 3.70 0.72 0.72 ADS N-12 61 60 0.76 0.81 0,62 3.23 5.00 5.63 1,8.16 673.80 673,05 150.00 0,50 30.00 33.89 6,65 0.38 0.38 ADS N-12 62 61 1.70 0.77 1.31 2.61 5.00 5,75 14.99 675.05 674.30 150.00 0.50 24.00 18.69 6.22 0.40 0.40 ADS N-12 63 62 0,74 0.82 0.61 1.30 5,00 5.92 6.30 677,62 675.55 210.36 0.98 18A0 12.18 6.58 053 0.53 ADS N-12 64 63 0.64 0.76 0.49 0.69 5.00 6.16 3.47 678.76 677.87 177.38 0,50 15.00 5.34 4.38 0.68 0.68 ADS N-12 66 64 0.20 0.79 0.16 0.19 5.00 6,34 1.21 679.27 678,86 81.74 0.50 15.00 5.35 3,34 _0.41 0.41 ADS N-12 67 66 0.03 0.68 0.02 0,04 S.Oa 6.39 0.23 679.46 679.37 16.31 0.55 15.00 5.61 2.12 0.13 0.13 ADS N-12 68 67 0,02 0.71 0.02 0.02 5.00 6.50 0.11 679.70 679.56 28.00 0.503.5.00 5.34 1.65 0.28 0.28 ADS N-12 65 64 0.84 0.30 0.01 0.01 5.q0 6.50 0.08 680.00 678.86 103.93 1.10 15.00 7.91 1.96 0.88 0.88 ADS N-12 From To (Acres} C Runoff W Inlet Outlet Do Qo Lo Sfo Hi` JUNCTION LOSS Final Inlet e Rim Elev Runoff W Inlet Outlet Do Qo Lo Sfo Hi` JUNCTION LOSS Final Inlet e Rim Elev C N �c � _ CD c __ dr a� • ►� 12 ��,k �E� r W , i 18-05 N�c°ay q �V E 2 1 0.36 0.81 0.29 0.29 5.00 6.50 1.87 679,61 678,00 87.46 1..84 15.00 10.24 6.03 0.24 0 Nc 4 3 0.52 0.81 0.42 1.14 5.00 5.95 21.62 576.40 =tn CL cat 11 10 0.01 0.39 0,00 0.00 5,00 6.38 6.98 680.05 679.70 24.00 1.46 15,00 9.12 5.68 0.05 0.07 ADS N-110 L 12 11 0.00 0.90 0.00 0.00 SAO 6.50 6.96 681.75 680.15 104.85 183 15.00 9,32 5.67 0.22 0 Z 21 20 0,00 0.00 0.00 0,00 5.00 5.91 27.69 674.12 670.76 208.71 1.61 30.00 60,81 11.46 0 z 24 23 0.00 0.00 0.00 0.00 5,00 6.17 15.72 675.85 675,39 94.50 0.50 30 W 0 26 25 0.00 0.00 0.00 0.00 5.00 6.38 7,86 677.40 676,93 94.50 56 55 0 E-+ 0.81 I 0.83 0.68 7.55 0.00 5.04 38.03 669,15 668.13 201.93 0.51 36.00 55,49 5,38 0 60 DI -7 -TYPE II 3.25 0.76 0.81 0.62 6.5 4,02 0.00 4.02 Assume 50% Clogging 12.8 QfL=0,314 4,02 -- 0.44 - - - 10yr WS = 679.10 69 DI -1 2.16 1.02 0.61 0.62 6.5 4.06 0.00 4.06 Assume 50% Clogging 9 QfL=0,45 ] 4,06 -- 0.50 - - - 1 Oyr WS = 678,56 70 DI -1 2.16 0.43 0.43 0,18 6,5 1.20 0.00 1.20 Assume 50% Clogging 9 QIL=0.133 1.20 -- 0.15 - - - 1 0y WS = 678.$3 71 DI -1 2.16 0.11 4.37 0.04 6.5 0.26 0.00 0.26 Assume 50% Clogging 9 QlL=0.029 0.26 -- 0.15 - - - l0yr WS = 6$0.53 72 DI -3B - 8' 8.00 0.40 0.8 0,32 6.5 2.08 0.00 2.08 0,02 0.01 11.95 2,00 Located in Sag 8 -- 1.00 2:0$ 0.00 0.23 0_.46 0.51 4.41 1110212018- 61 DI -7 -TYPE II 3.25 0.76 0.81 0,62 6.5 4.02 0,00 4.02 Assume 50% Clogging l2.$ QIL=0.314 4.02 -- 0.44 - - - l0yr WS m 679.10 62 DI -7 -TYPE II 3.25 1.70 0,77 1.31 6.5 L - ' � � I 0.39 677.22 Wz 682.14 D.26 fl.85 676,75 678.67 67 680,37 15.flfl Q.23 16.31 0.00 0.00 2,12 0.02 D.17: 1,65 q.18 � fl.fl4 D.a1 5.96 D,08 a.Do 0.04 0.05 0.02 O.D2 680,39 685.60 68 680,56 15.00 0.11 28,00 0.00 O.Da 1.65 0.01 D.a1 0.02 STORM INLET CALCULATIONS Inlet Sag Inlets Onlco yDA I Qt S Sx T W S'w = Se-Sx+ Lt L' E i Structure Length C CA Q (cfs) Qb (cfs) 'WIT Sw ( #Ilft) SwISx Eo a S'w( Eo) Spec LII.,t Q Qb, Co Ponding>= Inlet ID (AC) (i (ft) (cfs} {(ft/ft) (ft/ft) (ft) (ft) a/{12W) {ft) (%) (cfs) (cfs) Depth Opening Name (ft) (ft/ft)Length Height dlh T @ Sag Remarks 2 DI -3C - 8' 8.40 0.36 0.81 0.29 6.5 1.87 0.00 1.87 0.01 0.04 5.05 2.00 Located in Sag 8 -- 1.00 1.87 0.00 0.28 0.46 0.61 2.10 - 4 DI -3C - 8' 8.00 0,52 0.81 0.42 6.5 2.74 0.00 2.74 0.01 0.04 5.81 2.00 Located in Sag 8 -- 1.00 2.74 0.00 0.32 0.46 0,69 3.35 - 5 DI -3S - 8' 8.00 0.15 0.9 0.14 5.5 0.89 0.00 0.89 0,01 0.04 3.26 I 2.00 Located in Sag 8 -- 1.00 0,$9 0.00 0,22 0.46 0,47 1.24 - 10 NYP-18P 1.50 0.01 0.46 0.005 6.5 (1.03 0.00 0.03 Assume 50% Clogging 4,7 QIL�7,007 0.03 -- 0.04 - - - 10yr WS = 685.84 11 NYP-1$P 1.50 4.01 0.39 0,004 6.5 0,02 0.00 0.02 Assume 50% Clogging - 4.7 QIL=0.003 0.02 -- 0.04 - - - 10yr WS = 685.84 [i DI -I 2,16 0.25 0.72 0.18 6.5 1.15 0,00 1.15 Assume 50% Clogging 9 QIL=0.128 1.15 -- 0.18 - - - IOyr WS = 683.73 7 DI -3S - 8' 8A0 0,24 0.81 0.19 6.5 1.25 0.00 1.25 0,04 0,01 4.28 2.00 Located in Sag 8 -- 1.00 1.25 0.0_0 0.19 0,46 0.41 1.56 Rev. No. Date - 8 DI -3C - $' 8.00 0.19 0,88 0.17 6.5 1.08 0,00 1:08 0.02 0.01. 5.45 2.00 Located in Sag 8 -- 1.00 1.08 0.00 0,20 0.46 0.44 1.42 - 9 DT -1 2.14 0.04 0.9 0.03 6.5 0.21 0.00 0.21 Assume 50% Clogging 9 QIL=0.024 0.21 -- 0.15 - - - 10yr WS = 685,25 14 DI -3C - 8' 8.00 0.30 0.82 0,25 6.5 1.61 0.00 1.61 0.01 0.04 4.77 2.0_0 Located in Sag 8 -- 1.00 1,61 0.00 0.26 0.46 0.58 1.$5 - 55 Dl -7 -TYPE It 3.25 1.83 0.59 1.08 6.5 7.02 0,00 7.02 Assume 50% Clogging I2.8 QfL=0,548 7A2 -- 0.56 - - - 10yr WS = 677,64 56 DI -7 -TYKE It 3,25 0,8T 0.83 0.68 6.5 4.39 0.00 4.39 Assume 50% Clogging 12.8 QIL=0,343 4.39 ' -- 0.45 - ., - l0yr WS = 679.11 57 DI -7 -TYPE It 3.25 0.76 0.81 0.61 6.5 4.00 0.00 4.00 Assume 50% Clogging 12.8 QIL=0,3I2 4.00 -- 0.44 - - - 10yr WS = 679.10 58 DT -7 -TYPE II 3.25 0.76 0.81 0.62 6.5 4.03 0.00 4.03 Assume 50% Clogging 12.8 QIL=6.315 4.03 -- 0,44 - - - 10yr WS = 679.10 59 DI -7 -TYPE II 3.25 0,76 0,81 0.62 6,5 4.03 0.00 4,03 Assume 50% Clogging 12.8 QIL=0.314 4,03 -- 0,44 - - - 10yr WS = 679.10 8.52 0.00 8,52 Assume 50% Clogging 12,8 QIL=0,666 8.52 -- 0.61 - - - l0yr WS = 679.2'1 SCALE: N/A 63 DI -3B - 8' 8.00 0,74 0.82 0.61 6.5 3.93 0.00 3.93 0.02 0.01 13,13 2.00 Located in Sag 8 -- 1.00 3.93 0.40 0.28 0.46 0.61 13.23 - 64 DI -3B - 8' 8.00 0.64 0.76 0..49 6.5 3.17 0.00 3.17 0.02 0.02 9.11 2.00 - Located in Sag $ -- 1.00 3.17 0.00 0.27 0.46 0.60 6.97 - 66 DI -3B - 8" 8,00 0.20 0.79 0.16 6.5 1.02 0.00 1.02 0.02 0.01 4.62 2.00 Located in Sag 8 -- 1.00 1.02 0.00 0.20 0.46 0.43 1.36 - 67 DI -3B - 8" 8.00 0.03 0,6$ 0,02 6,5 0.12 0,00 0.12 0.02 0.02 1.13 2.00 1.78 0,08 4,17 0.99 3.84 0.16 0.18 2.83 8 2.82 1,00 0.12 0.00 FILE NO. 27fsflG�C - - - - - €i8 DI -3B - 8' 8.00 0,02 0.71 0,02 6.5 0.11 0.00 0.11 0..01 0.02 1.14 2.00 1.75 0.08 4.17 0.99 3.84 0.16 0.18 2.58 8- 3.1 1.00 0.11 0.00 - - - - - 65 Dl -1 2.16 0,04 0.3 0.01 6.5 0.08 0.00 0.08 Assume SO% Clogging 9 QJL=0.009 0,08 -- 0.15 - - - 10yr WS = 686.21 W W 02 01-16-2019 �AN6Y L. r E LICNo 328099 ©ATE: DESIGNED BY: KASlTTC SHEET 5(} OF 64 W �� W o � W TRAI CONCRETE CHANNEL (PG -5) PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.86 CFS -- 9.79 FPS 10 YR STORM EVENT: 2.57 CFS 0.07' -- CHANNEL SLOPE 33.3% CONCRETE CHANNEL TYPICAL SECTION "1" NOT TO SCALE 4 � � c 3A' -1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.03 CFS -- 0.29 FPS 10 YR STORM EVENT: 1.43 CFS 0.60' -- CHANNEL SLOPE 1.13% GRASS CHANNEL SECTION #5 NOT TO SCALE �'• 1---- 3.0' 60-1-0 5 -1 TRAPEZOID SWALE GRASS \' PRETREATMENT COVER WITH NA GREEN .. „� DRY SWALE LEVEL 1 ! S'GRASS SC1S0 LINING ORr SEE DETAIL SHEET 38 FILTER TRIP APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.19 CFS -- 0.17 FPS 1 D YR STORM EVENT: 0.26 CFS 0.29' -- CHANNEL SLOPE 0.66% DRY SWALE SECTION #9 NOT TO SCALE Xf6.01-1-5.01---14% YO - -'♦y/jy\ \ wn .1.-�,..._.._wx`.. y�EKI.Y .C't!/\`r4T"fi.3�`%h%i'. Y/♦vn TRAPEZOID SWALE GRASS PRETREATMENT COVER WITH NA GREEN DRY SWALE LEVEL 2 5` GRASS SC1S0 LINING OR SEE DETAIL SHEET 38 FILTER STRIP APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.89 CFS -- 0.5S FPS 10 YR STORM EVENT: 4.00 CFS 0.90' -- CHANNEL SLOPE 0.66% DRY SWALE SECTION #13 NOT TO SCALE NW) CD tE o c Nv � CO U N 04 Z N ca 3,> b G C g; I x� z ,64zw NOP_L&J Z W C', Cdz r 3.0' 6.0' - 4°�° 5.0,-1 4 5.0'- -- 6.0' 3.0' ---1 0 uj M I V , 1XV 4}y fi` . 3: 7 4.0 �.1 m •� �. '.L=3,w-F;,.�t'�M...'.a.. PRETREATMENT ,r- !' TRAPEZOID SWALE GRASS 5' GRASS TRAPEZOID SWALE GRASS wffl�<r. .`: / � r � . � tti ! f♦ � PRETREATMENT COVER WITH NA GREEN ' a DRY SWALE LEVEL 1 FILTER STRIP F COVER WITH NA GREEN .. 7"- 5 GRASS SC1S0 LINING OR SEE DETAIL SHEET 38 DRY SWALE LEVEL 2 SC150 LINING OR uj TRAPEZOID GRASS SWALE TRAPEZOID GRASS SWALE APPROVED EQUAL FILTER STRIP SEE DETAIL SHEET 38 y / APPROVED EQUAL WITH NA GREEN P300 WITH NA GREEN SC150 LINING OR APPROVED LINING OR APPROVED WRAP GRAVEL ENVELOPE EQUAL PEAK FLOW DEPTH VELOCITY EQUAL PEAK FLOW DEPTH VELOCITY W/NON-WOVEN GEOTEXTILE PEAK FLOW DEPTH VELOCITY PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 29.05 CFS -- 3.19 FPS 2 YR STORM EVENT: 2.10 CFS -- 0.58 FPS FABRIC SEE NOTES AND 2 YR STORM EVENT: 0.89 CFS -- 0.27 FPS 2 YR STORM EVENT: 1.98 CFS -- 0.44 FPS C 1.53' 10 YR STORM EVENT: 2.96 CFS 0.85' -- 10 YR STORM EVENT: 1.23 CFS 0.65' -- 10 YR STORM EVENT: 2.74 CFS 0.80' -- 10 YR STORM EVENT: 40.26 FS -- DETAIL SHEET 38. CHANNEL SLOPE 2.0%° CHANNEL SLOPE 1.04% CHANNEL SLOPE 0.616%a CHANNEL SLOPE 1.00% LL E GRASS CHANNEL SECTION #2 GRASS CHANNEL SECTION #6 DRY SWALE SECTION #10 DRY SWALE SECTION #14 NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE � w --r �a u �S.D'-1-6.0' 3.0' T - 4% 5.0' 6.0' 3.0'-1 3. v\'' �,` J.,A 3:� '7�7 4.0' 3.0' r ,� X2.0 'r i y �' / r / !� I k. H,3 ':3•"Y:^t:CP;kv:f ..y ■ �-• PRETREATMENT `fi` T- PRETREATMENT /. 5 GRA55 TRAPEZOID SWALE GRASS 5 GRASS TRAPEZOID SWALE GRASS Z E-1rm+ FILTER STRIP COVER WITH NA GREEN FILTER STRIP ,. COVER WITH NA GREEN DRY SWALE LEVEL "I SC150 LINING OR DRY SWALE LEVEL 2 SC150 LINING OR TRAPEZOID GRASS SWALE TRAPEZOID GRASS SWALE SEE DETAIL SHEET 38 APPROVED EQUAL SEE DETAIL SHEET 38 APPROVED EQUAL WITH NA GREEN SC150 WITH NA GREEN SC150 uj LINING OR APPROVED LINING OR APPROVED z EQUAL PEAK FLOW DEPTH VELOCITY EQUAL PEAK FLOW DEPTH VELOCITY PEAK FLOW DEPTH VELOCITY PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 12.43 GFS -- 2.85 FPS 2 YR STORM EVENT: 0.18 CFS -- 0.22 FPS 2 YR STORM EVENT: 2.07 CFS -- 0.54 FPS 2 YR STORM EVENT: 0.76 CFS -- 0.40 FPS 0 10 YR STORM EVENT: 17.22 CFS 0.94' -- 10 YR STORM EVENT: 0.25 CFS 0.33' -- 10 YR STORM EVENT: 2.87 CFS 0.71' -- 10 YR STORM EVENT: 1.05 CFS 0.42' -- CHANNEL SLOPE 1.6% CHANNEL SLOPE 1.09% CHANNEL SLOPE 1.00%4 CHANNEL SLOPE 2.23% Fm - - -- 'V GRASS CHANNEL SECTION #3 GRASS CHANNEL SECTION #7 DRY SWALE SECTION #11 DRY SWALE SECTION #15 >00 NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE _ i� • 3.0' 6.0' S.0' 3'5r Rev. No. Date r ° �- 8.0'30-1N fi 8°Io 4% 1 ° 6.0' 4. 3:'► b � 3, 4 % 7 \ X\N TRAPEZOID SWALE GRASS PRETREATMENT RAY L. PLEB DRY SWALE LEVEL 2 WITH NA , � Lic No. 32809 ,c` ,� f r ✓. /; /� r4^h � "`�, / ,• '' � / v~ � J SCI 50RLII+JING ORGREEN SEE DETAIL SHEET 38 5' GRASS TRAPEZOID C> 1Z ;,fyv�^-Z��`t TRAPEZOID GRASS SWALE TRAPEZOID GRASS SWALE APPROVED EQUAL FILTER STRIP CONCRETE WITH NA GREEN SC150 WITH NA GREEN SC150 CHANNEL (PG-5)`�P4NAL� LINING OR APPROVED LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY EQUAL PEAK FLOW DEPTH VELOCITY PEAK FLOW DEPTH VELOCITY PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.50 CFS -- 0.32 FPS 2 YR STORM EVENT: 0.87 CFS -- 0.70 FPS 2 YR STORM EVENT: 1.12 CFS -- 0.35 FPS 2 YR STORM EVENT: 0.26 CFS -- 1.81 FPS DATE: 11102J2018 10 YR STORM EVENT: 2.07 CFS 0.66' -- 10 YR STORM EVENT: 1.20 CFS 0.40' -- 10 YR STORM EVENT. 1.56 CFS 0.60' -- 10 YR STORM EVENT: 2.27 CFS 0.30' -- CHANNEL SLOPE 1.2% CHANNEL SLOPE 5.55% CHANNEL SLOPE 1.00%° CHANNEL SLOPE 0.78% SCALE: N/A GRASS CHANNEL SECTION #4 GRASS CHANNEL SECTION #8 DRY SWALE SECTION #12 CONCRETE CHANNEL TYPICAL SECTION "1 G" NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE DESIGNED BY: KAS/TTC NOTES: FILE NO. 2760GC 1. NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE WAS USED TO GENERATE COMPUTATION FOR CHANNELS WITH SPECIAL LINING. 2. FHWA HYDRAULIC TOOLBOX 4.2 SOFTWARE USED TO GENERATE CHANNEL COMPUTATIONS. SHEET 51 OF 64 3. RIP -RAP SIZING BASED UPON VDOT METHOD (FHWA HEC -11) PER VDOT FORM 713-4. SP#42-1 g 18-05 m W 1I 700 - - -- - - - - - -- - - - - - - - - - - -- - - - - - - - - - - - -- -- - - - - - - - - - - - - - - LL _ _ - a.I 0 z Lu 6195 -. - - -- - -- - -- - - - —RESTRAINT JOINTS( TS ) ._- _ _-•- - N 690 - - - - - - -- - - - - - - - - - - - - - - - - - - -- - - -- _..._ - --- EX- GRADE - - - - - - - -- -- - - - - � �-_--� - --- -- ---- _ -- - •• - _ @ PIPE C1L -- - --- - - - - - - -- - -- - -- -- - - - 690_ - -- - - - - - --- -..I FH - - 685 � ! � �`-'�_� �_ � _y � .•-� _ - _ - � -- - i - � - - -� ` _ - - � - 885 I --- PROP. e- - - - 4' � � — -__ a -_. - --��, -- - I -- I - - - - � GRADE @ - - - . - � � -- -- - -- -- - - - - - -- -- - I y MIN. - - - = - I PIPE CIL -- _- - - - - - - - - - - - - - 1 II 680 f 12"WILDIP CL 52 - - - 680 - -- - - MIN. - 0 4t - - © -- z.- - - - - 675 w 12" W/L DIP CL 52 675 a- -- - - -- - -- -$ `. - -_ - _- - - - - --- I M 670 - w 670 W- _.-.. _ --- - - - - -- r- - - - - - - - COMPACT FILL TO 100% MAXIMUM DRY DENSITY a." - - - - -- - - - - - - PERASTM D 698 jD 77w j - - - -`_- 665 _ P A�' r w tp — - f r p - - -- - Z '� Z `- `_t W LLQ ! Ll 4 r - - - - <- — - - - - — - -- - - W W W w w LuD W Cl — — - - - - - Cil m[a Cil ! F- F- [ll -j _ W w _ - - T x [k] m m - - - - - - j W W w LU - -- 660 cq N r F. W II] LL] - - - - - -- - - - - - -- - iS7 ti9 i17 L{, - - - it II Q II @ 11 Nr lid II -- - - - li 7 `V _ --- - CD to N `r7' W to tD r[ r - -- I I I I I I 11 + + 0 2 + l + �+ + - - - - - --- - - - - - - 'to cv cv co ry - — - N O N T - _ It (D 1_ 655 o a Lr. 4 �i l .- o a v 1i — _.- ! _ T - - o 11= - - - - - - c+ra i c+*� i s - r r r r 655 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 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 WATERLINE "B" I 695 i 690 685 675 670 665 660 655 I 650 12+50 13+00 z LL ccw I! cry N r 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 RESTRAINT JOINTS (TYP.) 19+00 19+50 20+00 20+50 WATERLINE "B" 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 co Lu r 11 � m d C7] + _ V- N LL 25+00 -COMPACT FILL TO 100% MAXIMUM DRY DENSITY PERASTM D 698 i 25+50 26+00 685 675 N y} � T E r- N N N 0 _ 0 N >t cc in CL M LL r. CD z z W W W ro z V W w U) D 0 w Cl)Fl z z 1.4 ) W Q z z d � Lu z 0 0 670 c Rev. No. Date - _ 01 - 12-18-2018 - - -- 665 oTH ---- — -- - i _' RA Y L. I PLER ' - - 660 L Lic. No. 32809 LO 11 ----_aAL Q - 65 5 va DATE: 11/04/018 SCALE: • H: 1" 50' V:1"=5' 650 DESIGNED 8Y: KAS/TTC 26+50 27+00 27+50 50 25 o 50 Boa FILE NO. 2760GC SHEET 52 OF •64 SCALE: 1" = 5a' SP#42-1$ 18-05 ul zW -- w 695 0 zIL Lu L) u I 690 -COMPACT FILL TO 100% MAXIMUM DRY DENSITY PERASTM D 698 i 25+50 26+00 685 675 N y} � T E r- N N N 0 _ 0 N >t cc in CL M LL r. CD z z W W W ro z V W w U) D 0 w Cl)Fl z z 1.4 ) W Q z z d � Lu z 0 0 670 c Rev. No. Date - _ 01 - 12-18-2018 - - -- 665 oTH ---- — -- - i _' RA Y L. I PLER ' - - 660 L Lic. No. 32809 LO 11 ----_aAL Q - 65 5 va DATE: 11/04/018 SCALE: • H: 1" 50' V:1"=5' 650 DESIGNED 8Y: KAS/TTC 26+50 27+00 27+50 50 25 o 50 Boa FILE NO. 2760GC SHEET 52 OF •64 SCALE: 1" = 5a' SP#42-1$ 18-05 LU - - _ - -� - - - - - - - s -- - - - - - - - .. - ---- - - - - - --- - - - � a J Q N fi LU C CO � 0)NN0 C1 Z V J LU - - -- - - - - - - -- - - - - - -- -- -- -- - --- -- - - -- - -- - - - - -----J 04N co 695 ¢ u- ZD 0 - - 695 700 700 2 ,�. - - - - - - - - ---- --- -. - - --- - - - - - ---- —_- - - - - Z w co a M1 Al oro -_ -- -- - _ - --- -- -- ------ - --- --- _ - - - - - - — _-- _ w +r cE PEADE .l U - 690 i -- - - - - - •----- _ - -- p - - --- --- -- - - - 690 695 EX. GFZAQE PIP E CIL g` w -•- 695 .t ' . - - -- --- - 685 r? _ - - _ ---- y ` 635 690 - - - LL Q. U- s90 PROP, - - - -- GRADE @ - - - t-- - ---- - -- --- - - - _- , - --- �. -_ - (3' PIPE CIL - - - - - - �+ - --- - - - - - - PROP. GRADE @ Q m L PIPE CIL FFE=686.30' o, 680 -- -- -- -- - 680 685 - MIN. 41 685 -r W • 4, MIN. - - - - - - -� — -! -- - f - - z LU Z W -- - -- - ---------.� — -- c z 12"WILDIP CL 52 12"WILDIP CL 52 " 675 MIN. 675 680 Q�p c 680 - -- -- - - - - - - - - - u - - -- MIN. 670 c9 - - - - - -1 670 675 675 - - -- --- --- ---- --' - - { P TIE TO - -- - -- - - --- - - - - - - - --- - - - - - - -- _ .-' ---- — - - - - EXISTING -- - -- -- - -- rI H ._ uj - � i - -- --' 665 - - - - - - - - - __ - - - — - - 665 fi70 - [1. 670 - - - I U) - - - - - - - - - - - - - -- - -- W w -j - - 0 I * 660 -- - - -• - -- - - ---- - - - - -.-. .. _ - - - - - --- ---- - -- - — --- - l: - i Sfi0 Sfi5 D a o7 .� - - - D Cr? J 665 uj m - _� Z -i LU -co J - - - — — ��QZ — N ❑ p� --_--- - - - - Z I ❑ Z Lrl.l (I] _ _ _ _ z - -- - - - ill 1 I ___ -• - - - - - I I f � D rZZ w Z m -- - � U) pd -- -- - _ _ z in w p1� ? Q ------ - - - --- -- --- - - - -- --- _.. � © 0 m w I w I. - 2 Z x Z > 655 Ill m x = - - - - - - — — - - - ' m x 655 660 u7 rn (n III z �+ uj LO > u w - laa w w D . a- fi60 V) LOV j p_ It & CA a I LL m co m- m iv D 00 C'4- - - - - ---- - -- - - - - - - - - ---- - -- -- - - - - - - LO Q - - - - - - - - - C] til 0 r � 01) > Co R -- 67 - F h It til Cfi E~7 - 11 LO {0 '+" LJL r ,, + N t N + N 1 - i t � I � � i; r J © w r' m + ls7 'S• 'f' O U d a a -_ _.. ao � r � N 'm C'7 M+ M 0 � �J fi50 - - �. �] LL - - 650 655- c+- ct c) ri) 655 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 35+50 36+00 36+50 0+00 0+50 1+00 1+50 2+00 2+50 3°00 3+50 4+00 E- _ W WATERLINE "B" WATERLINE "A" Q 0 I .gym W = - -- - - - - , U - - ri 705 F- � [ 705 Z Q U) - - -- -- - _ - --- I '2 W - 700 - - - - - - -- `- - - - _ = - - - - 700 Q -- -- - - - - - - - EX. GRADE @ PIPE CIL - -- - 695 _ --- -_ -- -- -- - - -- - - - - � -- 1- - - 695 LU I 690 - - - I - - _ - - - - _ - - - - - I 6i90 PROP [ ---- - - - - - -- --- --- - - -- GRADE @ I - -- .. - - - - - - - _--- - -- - -- - - - - s PIPE CIL - 685 '�� 1_ _- - - - - - - - - - -- - - - - -- -- ---- - - 68v - -- �_-- - - - _ - --- ------ - -- -{ - - - -- MIN. - •� - - -•�- - - - , -- - - -- to _ -- 680 - � r ; - - - $$#� -------- -- - - -- — - -_ _ - - — - -- — - — — - - -! {- G� b2 n s �_ _ -- `� I�- - Rev. No. Date i2t` MIN. 18" v 01 12-18-2018 - - - -- s MIN. - - - 12" WIL DIP CL 52 675 - - CD --- 675 0 TH Op _ z - - RAY L. PLE 670 > 670 +� Llc. Na. 32809 A- Ln II cP z �Cs — —_— zcS'c5'�O LLJ - NAL -- -- - m m m (7 w DATE: 1/0/2018 665 - - - - - - - - d w >- U1 111 w > - fi65 m m m > > - D -- - - -- - - - - - - - - - - ¢ � LO �r - - - - - - - 11 n u 1r � u n n n n a co H" I" = 50' SCALE: „ _ , V: 1 = ;5 - - -- - � m Q c7= R co 04 #[+ry N t N + ON! t C*7 660 - - - - - - - -, r dr v tt ,� °1 S60 DESIGNED BY: KAS/TTC 35+50 36+00 36+50 37+00 37+50 38+00 38+50 39+00 39+50 40+00 40+50 41+00 411+50 42+00 42+50 43+00 43+50 44+00 44+50 45+00 45+50 FILE NO. 2'760GC WATERLINE �B� 50 25 fl 50 100 -- SHEET 53 OF -64 SCALE: 1'° = 50' SP#42-1 8 18-05 -2% 4" SUBBASE (21-A STONE) J 1.5" ASPHALT ASPHALT TRAIL N.T.S. WIDTH VARIES SEE SITE PLAN _2% � 4" SUBBASE (21-A STONE) J 4" 4000 PSI VDOT A3 CONCRETE 4b • CONCRETE SIDEWALK N.T.S. COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) 6x6W2.9J2.9 WWM COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) 11/11/15 VER 1 HOPES: 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. COMBINATION CURB & GUTTER HAVING A RADIUS OF : DO FEET OR LESS (ALONG FACE OF CURB SHALL BE PWD FOR AS RADIAL COMBINATION CURB & GUTTER. D 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER. THE BOTTOM OF THE CURB AND GUTTER SFIApI BE CONSTRUCTED PARALLEL A ° m TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. The bottom of the curb arid gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7' is maintained. COMBINATION 5'r REVERSE CURB & GUTTER NOTES: 1. 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 V AND TO THE DEPTH OF THE PAVEMENT. p 5. ;INSTALL GUTTER AT PAVEMENT SLOPE SHOWN a ON THE GRADING PLAN. D , n 0% SLOPE* p a p p. v d i a '• p p• a p p p A D .A COMBINATION 6" FLAT CURB & GUTTER HAND RAIL (TYP.) EL.=VARIES AT GRADE ACCESS BOLLARDS TO BE 1, RAMP AREA LOCATED ON EITHER SIDE a OF DUMPSTER PAD " EL -=VARIES RETAINING WALL. SEE ARCH. PLANS FOR ° DETAILS ° A p p 'pp LOADING DOCK AREA b . o. P EL.=682.30 a V. WALL & FOOTING DESIGN BY OTHERS The bottom of thecurb and gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7' is maintained. 4".0" Err lye 2ttR CONCRETE + PAVEMENT V�lt NoMATCHC A❑J. CONICL0 tj w"DEPTH. ; c C 8,1 #5 x 12" BARS @ 12 C -C Lo CL C LL 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 -2T - 12" TRUCK CURB N.T.S. 2""R 4 CONCRETE 1211111:1, 2„ GUTTER MATCH r <.. 111=1" ADJ. CONC. DEPTH :,: ; :ti. _. 811 21-011 10/29/14 VER 1 MOUND TOP OF CONCRETE FILL - 6" DIA. SCHEDULE 40 - STEEL PIPE FILLED WITH CONCRETE AND 611 PAINTED YELLOW 18' DIA. CONCRETE ENCASEMENT 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 -GT -12" TRUCK CURB & GUTTER_ ,I' BOLLARD DETAIL 10128114 N.T.S. No- N:T.S. VER 1 2'"R PROVIDE EROSION 16". PROTECTION PER PLAN CONCRETE GUTTER MATCH 12111"A' ADJ. CONIC EXTEND TO END OF • FILL SLOPE. DEPTH :. �•., . 211 LOCALIZED SEE DITCH SECTIONS DEPRESSION ON SHEET 51 811 2r-O" NOTES: 1. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 NOTES: 2. EXPANSION JOINT FILLER SHALL BE 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 112" BITUMINOUS TYPE PREFORMED 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT EXPANSION JOINT FILLER, ASTM D-1751 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST CG -GTR -12" REV, TRUCK CURB & GUTTER CONCRETE SCUPPER N.T.S. N.T.S. SIGN (SEE DETAIL) SIGN SHALL BE LOCATED FC SUCH THAT IT WILL NOT EP BE OBSCURED BY VEHICLE PARKED IN V'X4"X4'-8" SLATS, 2 -FINISH NAIL AT_ 2' SPACE. T TOP AND BOTTOM oa TI INTERNATIONAL SYMBOL 11 2"X4"X4' BEAMS, TOE NAIL TO POST OF ACCESSIBfLITY 4"X4"X8' POSTS 4 of 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 PAD/AT GRADE ACCESS RAMP RETAINING WALL SECTION VIEWTN NTS FACE OF BUILDING, ACCESS DOOR 2% SLOPE SW --&86.19 5.5"x5.5' CONCRETE PAD (SIDEWALK DETAIL) DOOR PAD GRADING DETAIL N.T.S. DUMPSTER FENCE DETAIL NOT TO SCALE 12'-0'p 4 �a • , 4 a 4 n 4 q 'DtIMPSTER4 a `. LL 4' ''.p • v�'d o. 3 � � A D - a' � A p a 4 d A d a t . a' b- 4 (TyP) 4 > -All G The bottom of the curb arid gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7' is maintained. COMBINATION 5'r REVERSE CURB & GUTTER NOTES: 1. 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 V AND TO THE DEPTH OF THE PAVEMENT. p 5. ;INSTALL GUTTER AT PAVEMENT SLOPE SHOWN a ON THE GRADING PLAN. D , n 0% SLOPE* p a p p. v d i a '• p p• a p p p A D .A COMBINATION 6" FLAT CURB & GUTTER HAND RAIL (TYP.) EL.=VARIES AT GRADE ACCESS BOLLARDS TO BE 1, RAMP AREA LOCATED ON EITHER SIDE a OF DUMPSTER PAD " EL -=VARIES RETAINING WALL. SEE ARCH. PLANS FOR ° DETAILS ° A p p 'pp LOADING DOCK AREA b . o. P EL.=682.30 a V. WALL & FOOTING DESIGN BY OTHERS The bottom of thecurb and gutter may be constructed parallel to the slope of subbase courses provided a minimum depth of 7' is maintained. 4".0" Err lye 2ttR CONCRETE + PAVEMENT V�lt NoMATCHC A❑J. CONICL0 tj w"DEPTH. ; c C 8,1 #5 x 12" BARS @ 12 C -C Lo CL C LL 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 -2T - 12" TRUCK CURB N.T.S. 2""R 4 CONCRETE 1211111:1, 2„ GUTTER MATCH r <.. 111=1" ADJ. CONC. DEPTH :,: ; :ti. _. 811 21-011 10/29/14 VER 1 MOUND TOP OF CONCRETE FILL - 6" DIA. SCHEDULE 40 - STEEL PIPE FILLED WITH CONCRETE AND 611 PAINTED YELLOW 18' DIA. CONCRETE ENCASEMENT 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 -GT -12" TRUCK CURB & GUTTER_ ,I' BOLLARD DETAIL 10128114 N.T.S. No- N:T.S. VER 1 2'"R PROVIDE EROSION 16". PROTECTION PER PLAN CONCRETE GUTTER MATCH 12111"A' ADJ. CONIC EXTEND TO END OF • FILL SLOPE. DEPTH :. �•., . 211 LOCALIZED SEE DITCH SECTIONS DEPRESSION ON SHEET 51 811 2r-O" NOTES: 1. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 NOTES: 2. EXPANSION JOINT FILLER SHALL BE 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 112" BITUMINOUS TYPE PREFORMED 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT EXPANSION JOINT FILLER, ASTM D-1751 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST CG -GTR -12" REV, TRUCK CURB & GUTTER CONCRETE SCUPPER N.T.S. N.T.S. SIGN (SEE DETAIL) SIGN SHALL BE LOCATED FC SUCH THAT IT WILL NOT EP BE OBSCURED BY VEHICLE PARKED IN V'X4"X4'-8" SLATS, 2 -FINISH NAIL AT_ 2' SPACE. T TOP AND BOTTOM oa TI INTERNATIONAL SYMBOL 11 2"X4"X4' BEAMS, TOE NAIL TO POST OF ACCESSIBfLITY 4"X4"X8' POSTS 4 of 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 PAD/AT GRADE ACCESS RAMP RETAINING WALL SECTION VIEWTN NTS FACE OF BUILDING, ACCESS DOOR 2% SLOPE SW --&86.19 5.5"x5.5' CONCRETE PAD (SIDEWALK DETAIL) DOOR PAD GRADING DETAIL N.T.S. DUMPSTER FENCE DETAIL NOT TO SCALE 12'-0'p PLAN VIEW 112"x 6" PRESSURE Y CCA TREATED LUMBER FENCING (NAIL TO STUDS) BOARD ON BOARD_ ENCLOSURE 6x6 -W 1.4x1.4 WWF -CENTERED 4'-0" LONG #4 BAR W190' BEND _ I @ CENTER "Q xW i COMPACT SUBGRADE TO 95°%a #in MAX. DENSITY AT THE OPTIMUM MOISTURE CONTENT #20% PER AASHTO T-99 6" VDOT CL. A-3 REINF. CONC. W16x6-W 1.4x1.4 WWF ON 6" BANK RUN GRAVEL (21 OR 21A TYPE 1 MAT.) DUMPSTER ENCLOSURE DETAIL NOT TO SCALE STRIPED AREA HANDICAPPED SYMBOLS R' MIN. LIGHT COLORED 8' VAN ACCESSIBLE SPACE REFLECTIVE 5' FOR REGULAR SPACE BACKGROUND MAT'L. NOTE: DARK COLORED RAMP FOR HANDICAPPED MUST 2" LETTERS & BE LOCATED AT SAME POINT 318" BORDER ADJACENT TO THE STRIPED AISLE. DISPLAY CONDITIONS II-- 12" -I f� RESERVED PARKING 2A.r UNLAWFUL PARKING IN THIS SPACE IS SUBJECT TO A FINE OF $50.00 TO $1()0.00 0MIN. 7..0'' MAX. LIGHT COLORED 1" LETTERS DARK COLORED REFLECTIVE BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE HANDICAPPED PARKING 04115 N.T.S. VER 1 LU U) M 0 Uj 0 L H c _Q ~ Z J Q EE � w A COD W 0 LU Q O a 0 r Z W 0 LL z 0) L� w z 0 U) Rev. N0. f Date 1H op7Y,' a RAf Y L. KEPLER Lic. No 32809 V ftAL �? DATE: 1110212018 SCALE: - NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 54 OF 64 SP#42-18 18-05 4 �a • , 4 a 4 n 4 q 'DtIMPSTER4 a `. LL 4' 4"4"x6"-1X'PRESSURE, v�'d CPA TREATED LUMBER' .4 STUD(TYPICAL) CONCRETE PADS a 4 d A d a t . a' d 'a HOLE FOIL 6ATEI-ATCH4 ..Q 4 4 (TyP) 4 PLAN VIEW 112"x 6" PRESSURE Y CCA TREATED LUMBER FENCING (NAIL TO STUDS) BOARD ON BOARD_ ENCLOSURE 6x6 -W 1.4x1.4 WWF -CENTERED 4'-0" LONG #4 BAR W190' BEND _ I @ CENTER "Q xW i COMPACT SUBGRADE TO 95°%a #in MAX. DENSITY AT THE OPTIMUM MOISTURE CONTENT #20% PER AASHTO T-99 6" VDOT CL. A-3 REINF. CONC. W16x6-W 1.4x1.4 WWF ON 6" BANK RUN GRAVEL (21 OR 21A TYPE 1 MAT.) DUMPSTER ENCLOSURE DETAIL NOT TO SCALE STRIPED AREA HANDICAPPED SYMBOLS R' MIN. LIGHT COLORED 8' VAN ACCESSIBLE SPACE REFLECTIVE 5' FOR REGULAR SPACE BACKGROUND MAT'L. NOTE: DARK COLORED RAMP FOR HANDICAPPED MUST 2" LETTERS & BE LOCATED AT SAME POINT 318" BORDER ADJACENT TO THE STRIPED AISLE. DISPLAY CONDITIONS II-- 12" -I f� RESERVED PARKING 2A.r UNLAWFUL PARKING IN THIS SPACE IS SUBJECT TO A FINE OF $50.00 TO $1()0.00 0MIN. 7..0'' MAX. LIGHT COLORED 1" LETTERS DARK COLORED REFLECTIVE BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE HANDICAPPED PARKING 04115 N.T.S. VER 1 LU U) M 0 Uj 0 L H c _Q ~ Z J Q EE � w A COD W 0 LU Q O a 0 r Z W 0 LL z 0) L� w z 0 U) Rev. N0. f Date 1H op7Y,' a RAf Y L. KEPLER Lic. No 32809 V ftAL �? DATE: 1110212018 SCALE: - NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 54 OF 64 SP#42-18 18-05 4" MIN ON 12" 6" MIN ON 30' ASPHALT INSTALLATION DRAIN BASIN 4'MIN C 6' MIN ROAD & HIGHWAY nRAINI PANNI GUIDELINE INLINE DRAIN ASPHALT ABOVE ETE SLAB STRUCTURE SIZE DRAWN BY H-20 GRATE OPTIONS MATERIAL 12" NFA STANDARD SOLID I 2X2 R&H NIA 15' N/A STANDARD SOLID 2X2 R&H NIA 18" N/A STANDARD SOLID 2X2 R&H 2X3 R&H 24' N/A ISTANDARO SOLID I 2X2 R&H I 2X3 R&H 30' PEDESTRIAN I STANDARD SOLID I 2X2 R&H I 2X3 R&H 1 - THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS A, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321. 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. THIS PRMT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY ESC MATERIAL 3139 VL RONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 44-06r N'�,Y�� �uS { PHN (770) 932.2443 FAX (7701932-2490 TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NDAdAME JJ l wrw.rkyloplast-us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OFANY DATE 03-14.16 DRAIN BASIN, IN LINE DRAIN, & ROAD & HIGHWAY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS ( H-20 TRAFFIC LOAD} ASPHALT INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRRTEN PERMISSION FROM NYLOPLAST.DWG SIZE k SCALE 1:30 SHEET 1 OFT DWG NO. 7001.110496 REV E NON TRAFFIC INSTALLATION INLINE DRAIN — RUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS LL OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321. �...ER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS 1, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM 02321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. NYLOPLAST DRAIN BASIN WITH DOME GRATE *FOR USE IN BIORETENTION BASINS (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSITAKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4'- 30" FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), NA HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C9001CS05, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 1 • 6%30' DOME GRATES SHALL BE DUCTILE IRON PERASTMA536 GRADE 7050.05. 2 - 8`9 10' DOME GRATE$ FIT ONTO THE DRAIN BASINS WITH THE USE OF A PVC BODY TOP, SEE DRAWING N0.7001.110.045. 3 - DRAM BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84' DUETOSHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4 • DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL). H-12 H P. & PVC SEWER (4' - 241. 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0"TO3W, TODETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-1IMI 2. 8 - 8' - 30" DOME GRATES HAVE NO LOAD RATING. (5) ADAPTER ANGLES VARIABLE 0' - 360° ACCORDING TO PLANS (3) VARIABLE SUMP DEPTH ACCORDING TO PIANS 4" MIN ON 8' - 24" BASED ON MANUFACTURING REQ.) 6'MINON30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, 8" - 30" CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321, BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. FLUSH CURB — AND GUTTER (RIBBON CURB) MAXIMUM 2% SLOPE IN ALL — DIRECTIONS FOR ACCESSIBLE PARKING SPACE AND ACCESS AISLE. (THIS INCLUDES BOTH "RUNNING AND CROSS" SLOPES) UAKilnld'A0 AAIn 131111 nIAlf= ED nKIT TVDir"AI 1899CGP APPROX. DRAIN AREA = 8725 SQ IN APPROX. WEIGHT WITH FRAME = 60.75 LBS 1.25 2.75 DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY DIMENSIONS ARE IN INCHES .36 022,13 UC I AIL NTS GRATE MEETS H-10 LOAD RATING THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 7W-05 NYLON -AST HAS PROPRIETARY RIGHTS. THE RECEIPT PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 3.7-06 DUCTILE IRON SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITYTRANSFER. OR LICENSE THE USE OF THE DESIGN OR E ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF REPRODUCTION INFORMATION SHOWN HEREIN REVISED 8Y ESC PROJECT NDJNAME RUCTION OF THIS PRINT OR ANY INFORMATION JUSTICE, 28 CFR PART 36. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 3.13-10 LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS 7001.110.028 IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST, em'.cwnOrusT DWG SIZE A SCALE 1:10 SHEET 1 OF 1 ,11,111 VERVNA AVE BUFORD, GA 30518 FAX (770) 932-2490 1 f� la /�' t PHN (770) 832.2443 N �R4Ra� R www.nyI0pl st-us u TITLE 18 IN PEDESTRIAN GRATE ASSEMBLY - TYPE C DWG NO. 7001-110.212 REV C N M OG e0 Y.,, t N N 00 J � w Lon, C , ,4 1 LmC r T- C 0 u- F- W O z W DC LL a Y Q a F- 0 Z O 0 W F— F- Z (1) n 30 Q 0 J � W W Lig z w 0 LL V) Rev. No. I Date F,R - PRAN Fl.t4i- I 11 LIc. No. 32809 i V DATE: 111021201$ SCALE: - NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 55 OF 64 S P#42-18 18.05 2016 ROAD & BRIDGE STANDARDS END -SECTION 12" - 60" PIPE HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION X -_ �� x I- - - - - - - w CONCRETE TO BE 400: PSI MINIMUM PLAN �yxw IHri: S:REf;I f�i:IITIFx^1 ALTERNATE END -'SECTION 1211 - 60" PIPE ES -1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET ENO -SECTION XX l CONCRETE TO BE - - - - - _ _ _ _ - - - _- JJ 4000 PSI Aw4MUM PLAN SECTION X -x END VIEW END SECTION DIMENSIONS TOP OF FILL PIPE DIAMETER A S C R E 12'" 4" z-0'° 2' „ 4_0„ 2"-0" 1 „ „ , O' -TI" . , Z-111 18" g„ 7`3" T 9" 41-01 3;-0" 21" 9 -111, _1„ 5, 0„ 3--S" 24" 9 3'-T' 2 -6" W-11. V_0" 27" 10 4'-D" 2'-1" W-1" 4'-6" 30," 11-0.1 4'-B" I' -7Y4' ' 8°-1 5'-0" 33'" " I -11 ' 1a3" 4'-101/1"2'-31 5- " 2'-1 7'- - 5'-6'" 6'-0" 42" 1'-91" 5'-3" 2'-11" 13"-2'" 6'-6'" 42" V-9" 5'-3" 2'-11" 8'-2" 6'-6" 54" 2--3" 5'-5" 2'- 9` 8'-21/41, 7'-6" 54"' 2'-3" SI -511 2 -11" 81-414 7'-6" ALTERNATE END -'SECTION 1211 - 60" PIPE ES -1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET ENO -SECTION XX l CONCRETE TO BE - - - - - _ _ _ _ - - - _- JJ 4000 PSI Aw4MUM PLAN SECTION X -x END VIEW L•111WT PIPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWNON . TO THELEFT. THEALTERNATEDESIGN SHOWN ON THTHE OIFFERNCE IN DiMENS[ON "0„E RIGHT LENGTHS WILL BE REDUCED BY SPECIFICATION FLARED END SECTION ROAD REFERENCE RDAGI AND BRIDGE STANDARDS 302 12" - 60" CONCRETE PIPE CULVERTS REVISION DATESHEET 1 OF 1 N'IRGMA DEPARTMENT OF TRANSPORTATION 102.01 2016 ROAD & BRIDGE STANDARDS 201E ROAD & BRIDGE STANDARDS PS -1 NO PROJECTION OF PIPE ABOVE GROUND LINE END SECTION DIMENSIONS TOP OF FILL PIPE DIAMETER A 8 C D E 12" 4°' 2--0" 4'-1' 6'-1" 2'-0" 'I n N o N SOIL O' -TI" 0 0 BEDDING G' n" 2.-3.. 3'-10"' 6'-1" 3-O" 21" 9" 11" _ 3-2" 0-11. 3--S" 24" 10'" N-7-1 2.-B. W-3" 4'-0" 27"" FOUNDATION SOFT, YIELDING. OR k' D" 2'- $'-1 C-6" 30" 1'-O„ 4 -6" T-7 9 _ " 5'-0" 33" 1' 1 4'-101 3 -3 B -1 5'-&" 36" 1"-3" 5`-3" 2" 1 51-1ye B" -O" 42" V-9" 5'-3" 2'-11" 8'-2" 6'-6" 48" z' D"' 6i -O'. 2r-2,, 8 -2" 7'-0" 54"' 2'-3" SI -511 2 -11" 81-414 7'-6" 60" 2 -TIP MATERIAL 3,_3x MAX. 24" MATERIAL 1-0. L•111WT PIPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWNON . TO THELEFT. THEALTERNATEDESIGN SHOWN ON THTHE OIFFERNCE IN DiMENS[ON "0„E RIGHT LENGTHS WILL BE REDUCED BY SPECIFICATION FLARED END SECTION ROAD REFERENCE RDAGI AND BRIDGE STANDARDS 302 12" - 60" CONCRETE PIPE CULVERTS REVISION DATESHEET 1 OF 1 N'IRGMA DEPARTMENT OF TRANSPORTATION 102.01 2016 ROAD & BRIDGE STANDARDS 201E ROAD & BRIDGE STANDARDS PS -1 NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL GROUND LINE x `GROUND LINE T- r GROUNO LINE x ' rrrrr rrrr - rrr rrrr rrrrr rrrr rrrr rrr - I'll 11 rim rrr rrr '11 r Z3 rr EARTH N rrr rr -II r � r ROCx OR rrr `r" r.1 d rr EARTH *UNYIELDING } 'I n N o N SOIL O' -TI" 0 0 BEDDING G' n" - - _ 71 MATERIAL =1 I =1 13 10 1 ED I INI 31 Y MIN. 1/10 1110 O MINA/10 D _ - X D x BEDDING % D X BEDDING 1"-9" MATERIAL MATERIAL x D x D PER T OF H 1,_3", 1,_(>„ MIEN. B", MAX. 24" FOUNDATION SOFT, YIELDING. OR NORMAL EARTH FOUNDATION R©CIC FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1-5 x D MIN- 1-5 x D MHN. 1.5 x D MIN. 1.5 x D MIN.. 1.5 x D_ MIN. 1,5 x D r TOP OF FILL V-2'" TDP OF FILL 7'-3" 2'-11" TOP OF FILL N-9" 4'-31' 4"-9" al - • rrrrrr, rrrrrr yr " x z rrrrrrrr rr rrrrrrrrrrrrrr rrrr rrrrrr rrrrrrr :'r::1.;•}:�: rrrrr rrrrr 'rrrrr rrrr :; f,:': � :rrrr rrrrrrrrrrrrr rrrrrrrrrrrrr ,,, :;:,:v:; ti rrrr r� �., • • rrr "i: - � rrrrrrrrrrr rrrrrrrrrrr a d ..GROUND LINE � rr rr + .GROUND : � rrrrrrrrrr rrrrrrrrrr + - rrrrrrrrr d rrrrrrrrr - GROUND - _ p ;•:';{ LINE •: }.{. LINE - ... _ - r EARTH II T� 13.6& MW. 1/70 D X D % BEDDN� MATERIAL MIN. 1110 D -111- - I -IIIA - _ UINYELDG �2" PER SOIL 1" OF H % D X f ^ -iT rrt- „ MIN.1J10 D A BEDDING EARTH 1 0.241 MIN, 8", BEDDING MATERIAL 1.319 MAX. 24" MATERIAL FOUNDATION 'SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL ®BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT SECTION 302 OF THE ROAD AND BRIDGE NOTES= SPECIFICATIONS. FOR GENERAL. NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE SEC INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES SPECIFICATIONS. ,y ON SHEET 107.04. REGULAR BACKFILL MATERIAL IN ACCORDANCE THE ROAD AND t_._.�� BRIDGE rrrr FOR PLASTIC PIPE CLASS X BACKFILL MATERIAL WITH SECTION 3D2 OF CRUSHED GLASS CONFORMING TO THE SPECIFICATIONS. IN ACCORDANCE WITH SECTION 302 OF THE ROAD SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS, AGGREGATE SITE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL. FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL rrrrr IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. 1vooT INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS (� ( CIRC- PIPE BEDDING ANS✓ BACKFILL - METHOD AUDI} (�I �7 BEDDING 302 O'-3�4" 0'-4'" SHEET 1 OF 4 REVISION DATE 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION 30'3 SO 7.01 ,201E ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS c0-1 CUT E PAVEMENT SUBBASE FILL SUBGRADE CROSSDRAIN CIS -1 AT LOWER END OF CUTS CENTER LINE SECTION (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT �r PAVEMENT SURFACE & BASE `'a an Boo 0 0 ogop o SUBBASE o• o. a. o a oao• a • o • o • ia�a • --SELECT MATERIAL. TYPE IOR11i v• tl• v• tl v v•• 4• 4 o. 0 0 I of 057 AGGRE ATE. 08 AGGREGATE OR CRUSHED GLASS MEETING 48 GRADATION REQUIREMENTS. 1' D" CEOTEXTLE DRAINAGE FABRIC OR - PAVEMENT SURFACE & BASE 00 oa a� o v oa o 0 op v o a SUBBASE OR CEMENT STABILIZED SUBBASE a0 6 ii, a o•ric>oo•• +� SELECT MATERIAL TYPE 11OR SUBGRADE 0.6-6 . o = ; • o • o • 6 6 (CEMENT OR LIME STABILIZED) #57 AGGREGATE, 08 AGGREGATE OR CRUSHED GEOFEXTILE GLASS MEETING #6 GRADATION REQUIREMENTS. DRAINAGE-®„ FABRIC NON -PERFORATED OUTLET PIPE TYPE OF PIPE CRUSHING STRENGTH W.T. 4'" NOM. DIAMETER )E W. T.16" NOW. DIAMETER SMOOTH WALL PVC .103 0.153 SMOOTH WALL PE 70 PSI IVIES( 70 PSI 3E 3E DE iE WALL THICKNESS RAIN) - INCHES )00< TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. 1 EW -12 TDP OF MAL) PAY PAY LIMITS FOR OUTLET PIPE TO BEGIN WITH 45' DITCH LINE ELBOW, QULDER LINE EDGE F PAVEMENT - TRAVEL LANES gS�jl ,I • s _ �y'3I- -Ck- 1 45' `-n EDGE OF PAVEMENT PAY LIMITS FOR OUTLET PIPE TO SHOULDER LINE BEGIN WITH 45' ELBOW TOE OF FILL W-12 (TYPICAL) G®f4 PLAN VIEW (PLACEMENT OF CD -1 CROSSDRAIN) GENERAL NOTES 1. UNLESS SPECIFICALLY INDICATED. CROSSDRA)N WILL N07 BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND 7HIROUGHLY HAND TAMPED TO IN COMPACTNESS. SURE COM AC ESS. 3. OUTLET PIPE SHALL BEGIN AT 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. 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR CROSSORAINS, THEY ARE TO BE LOCATED SO AS TO ORAIN INTO DROP INLEIS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -120R OTHER DRAINAGE �` /� STRUCTURE. ,lam �` I-} p A ���� STANDARD l•�RtJ5�7L.1I\A'"'+�N SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 1REVISION DATE (AT LOWER END Of CUTS) 232 501 108.04 07/18 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 2015 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS S ENDWALL FOR CIRCULAR PIPE Dx SEE NOTE 1 S fps 60 DIAMETER OF PIPE CULVERT 3 LBS 143.6 LES SIZE DF ELLIPTICAL PIPE CULVERT (SPAN x RISE) 12" 15" 18 21" OR 24" 27" OR 30° 3" OR 38 A 'I L 0"-9" O' -TI" SHAPE TO BE BEVELED WITH MORTAR NOTES: 1. "H" MAY BE REDUCED UNTIL "X" REACHES A W NMIUM OF 4'° WHERE ENIWALL 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 STRAIGHT CROSSINGS Alia ALL SI(EWS(O• TO 451). 5. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALL5 OCCUR EW -I 00 140 BEVEL INVERT .>0 r- -----•-- FEW T- - - - - - - - - - e- - - F S. BEVEL EDGE IS RE(SUNREP 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. B. ON SHALLOW FILLS WHERE ENOWAL.LS ARE 1 ' OR LESS BELOW SHOULDER LINE,THE TOP OF {1fE ENOWALL SHALL BE CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 9. 3'4' CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION. EW -1A ENDWALL FOR CIRCULAR PIPE PIPE S fps 60 DIAMETER OF PIPE CULVERT 3 LBS 143.6 LES SIZE DF ELLIPTICAL PIPE CULVERT (SPAN x RISE) 12" 15" 18 21" OR 24" 27" OR 30° 3" OR 38 A O'-8" 0'-8"' 0"-9" O' -TI" 1'-D" 1'-0" B G' n" 1'-r V-3+' r-6" T-9., 2 a" C T-4" 1'-7" 1"-9" 2'-2" 2'-6" 2'•9" D 1'-O" 1,_3", 1,_(>„ 2,-O" 2'-6" 3'-O" F O'-6" 0"-8" D' -B" 0 -9" 0'-8" V-2'" H 7'-3" 2'-11" 3'-2" N-9" 4'-31' 4"-9" L 4'-0" 5"-0"' 6'-0" B'-0" H)' -O" 121-0" O 0"-111s" O'-13"4' 0'-2" 0'-2112" 0'-3)/41' 0'-3y.' b 0'-1" 0'-111/4" 0,-+/2, 0.-2, 0,_2/2„ 0,_3„ 7,,2„ 13.6& CUBIC YARDS OF CONCRETE 10,,2„ GONG. PIPE 1 0.241 1 0.492 1 0.897 1.319 2.067 1 2.947 C.M. PPE 1 0.257 1 0.521 1 0.739 1.398 2.198 1 3.145 00 140 BEVEL INVERT .>0 r- -----•-- FEW T- - - - - - - - - - e- - - F S. BEVEL EDGE IS RE(SUNREP 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. B. ON SHALLOW FILLS WHERE ENOWAL.LS ARE 1 ' OR LESS BELOW SHOULDER LINE,THE TOP OF {1fE ENOWALL SHALL BE CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 9. 3'4' CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION. EW -1A CATI N XV=7 REfF1F' GEN STANDARD ENDWALL FOR PIPE CULVERTS ROAD AND BRIDGE STANDARDS 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REVISION DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.01 2016 ROAD & BRIDGE STANDARDS ,201E ROAD & BRIDGE STANDARDS DI -1 A SECTION CAST IRON -2-17`` %2 SECTOQN STEEL NOTES LUGS TO 2,.7„ CAST WITH E 1' 31 „ L 2%/ x 71/g" x 1/4" 1. DEPTH OF INLET 1H) TO BE SHOWN ON COLLAR H _ 10'_4" LONG PLAINS, FOR DEPTH GREAITER THAN 10' USE 8 STANDARD DI -1A. 181 - A h vq OPTIONAL BRACE RIBS 1 CAST GALV. ENDWALL FOR ELLIPTICAL PIPE S fps 60 CLASS I GLASS z DRY RPRAP 3 LBS 143.6 LES SIZE DF ELLIPTICAL PIPE CULVERT (SPAN x RISE) INCLUDING INCLUDING LUGS CONNECTOR I JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE 23"04 30"'x19" 34"x22" 38"x24" 42"x27„ 45"x29", 49"x32" 53"x34" A 0'-8" 0'-9" 0'-10" D-11'° 0 11„ 1'-0'" 1'-0" 2„ -i BARS B '•i1 - _ LL ARS F I I I A - - HARDWARE B r-21" ,'-5" 1,-6" V -81.X) 1'-9" 1'-"' 11-11" 1 3 3 C 1'-B"' 1'-1f" 2'-1" 2'-4" 2'-5" 2'-7" 2'-8" 2'-9" D V-2'" T-7" 11-10" 2'-01' 2'-3'' 2`5" 2'-6'" 2'-10" F 01-81" 0'-S.. 0'-9" O'-6"" O' -Q" 0'-9" O" -g" 0"-g" H 2'-K1" 3'-3" 3'-7" 3`-9" 4'-D" 4'-2" 4"-5" 4'-7" L 51,,5„ 7,,2„ 13.6& 9'_2,1 10,,2„ 10'"1111 12'.1" 12,„11, S 1'-T7" 2'-6" 2'-10" N-2" 3'-E" 3' g" 4'-1" 4°-5" 0 0"-21/2" 0'-31/4'" O'-3%' 0'-4" 0'-4%$' O'-404"' 0'-5" 0'-V/2. ` h 0'-2" O' -2y/" 0'-23`4" 0'-3"0'-3/2'" O'-3�4" 0'-4'" 01-411//„ 7. 4" DEPTH AGGREGATE 1166,07B.OR 115 X B" WIDTH. CUBIC YARDS OF CONCRETE , ' .A +. CONC.PIPE 1 0.502 1 0.885 1.736 1 1.800 1 1.811 1 2.101 1 2.512 2.801 CATI N XV=7 REfF1F' GEN STANDARD ENDWALL FOR PIPE CULVERTS ROAD AND BRIDGE STANDARDS 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REVISION DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.01 2016 ROAD & BRIDGE STANDARDS ,201E ROAD & BRIDGE STANDARDS DI -1 A SECTION CAST IRON -2-17`` %2 SECTOQN STEEL NOTES LUGS TO 2,.7„ CAST WITH E 1' 31 „ L 2%/ x 71/g" x 1/4" 1. DEPTH OF INLET 1H) TO BE SHOWN ON COLLAR H _ 10'_4" LONG PLAINS, FOR DEPTH GREAITER THAN 10' USE 8 STANDARD DI -1A. 181 - A h vq OPTIONAL BRACE RIBS 4 PLAN !/" x 1%/'LUGS I „ 1 SSTIUD SHEAR STRUCTURE. rIy �/$ .ry CONNECTORS . NT IN THE EVETHE INVERT OF THE (GRATE REMOVED) OUTFALL PPE IS HIGHER THAN THE SFE DETAIN A BOTTOM OF THE STRUCTURE,HALL THEINVERT OF THE SHAI WITH CEMENT MORTAR REEVENT ED SECTION B`B STANDING OR PDNDNG OF WATER IN THE STRUCTURE. THE COST OF FURNISHING COLLAR DETAIL LE'TTMI hGSD TQ SHAPING PLACING ALL IS INCIDENTAL 21 IN THE BN] PRICE FOR THE STRUCTURE. 5. STEPS ARE TO BE PROVIDED WHEN H IS DIMENSIONS FOR DUAP NO WASTE DRAINS TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE CAST IRON ONLY STANDARD ST -1. DETAIL B 6, THIS ITEM MAY BE PRECAST OR CAST - DETAIL A D 1 IN PLACE. HARDWARE 2'-6 SEE DETAIL 7. #4 X $" SMOOTH DOWELS AT 1' 3" APPROXIMATELY 12" C -C TO BE 2'-7" CLOTH I PLACED IN ALL AREAS ADJACENT 4' DEPTH AGGR. TO ABUTTING CONCRETE TO PREVENT /x#68. I78 OR jj jj 1� j� �j j� N A 2!'X4MAEN7. IN LEtI OF PROVES IIB x 6'" WIDTH) lljl 111j 1I�I IIJI Ilfl 11JI A a"X4" NOTCH MAY BE PROV�aED. A d r N SEE STANDARD T-01-3, 4 FOR a o a Y. DIAMETER ALTERNATE DESIGN. N. COLLAR DEEP HOLE B. 3 DIAMETER WEEP HOLE W{T H 12"X12„ M � y SEE NOTE B I�� I�I I�� I� I�I �npl I�� p �nI yyy�777 OR�ALV HARDWARE CL TH Y, "NIMAJH 7 f2" 15"-16" OR 24" I I I I I I HANE DIRE CL 0o03", ANCHORED 4 MESH an _� ") - lul III lul HARDWARE CLOTH AHQiORED F}RAILY TO THE OUTSIDE OF THE STRUCTURE. !'til RN N "7 t �' . n Q • 9. CAST IN PLACE CONCRETE IS TO BE 6" A > A p CLASS A3 (3000 PSD. PRECAST , -,„ n I CONCRETE IS TO BE 4000 PSI. SECTION A -A Ile - 10. +� ALTERNATE METHODS OF ANCHORAGE CONCRETE QUANTITIES FOR MIN. DEPTH SEE oETANL B MEETING BE THE AITUROVAI. R THE ENGINEER MAY 8E SUBSTITUTED, FOR THE CAST IRON LUGS AS SHOWN HEREON. gun12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE II' I APPROXIMATE WEIGHT 18" CONCRETE PIPE - L$7O CU. YD. CONCRETECIONETE 1114" F" I �°4 ORATE 363 CAST 1+018 LBS LETTERING N It DUMP NO WISSREQUIRED ON AL DITE DRAINS TO AY 24°' CONCRETE PIPE - 1.847 CU. YO. C CRETE 11 "11 CRATES. LOCATION OF LETTERIN4 MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADDDIIIONNA1gL FOOT°Of STH. GRATE DETAIL R©ADA 1`B STANDARDS STANDARD DROP INLET REFERENCE SHEET 1 ©F 1 Fi£WISION DATE 12" - 24'" PIPE: MAXIMUM DEPTH (H) - 10" 233 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 01- 3A. 38. 3C 1 CAST GALV. EXPANSION ,POINT IRON I STEEL S fps 60 CLASS I GLASS z DRY RPRAP 3 LBS 143.6 LES ONE WELDED INCLUDING INCLUDING LUGS CONNECTOR I JOINT 4 PLAN !/" x 1%/'LUGS I „ 1 SSTIUD SHEAR STRUCTURE. rIy �/$ .ry CONNECTORS . NT IN THE EVETHE INVERT OF THE (GRATE REMOVED) OUTFALL PPE IS HIGHER THAN THE SFE DETAIN A BOTTOM OF THE STRUCTURE,HALL THEINVERT OF THE SHAI WITH CEMENT MORTAR REEVENT ED SECTION B`B STANDING OR PDNDNG OF WATER IN THE STRUCTURE. THE COST OF FURNISHING COLLAR DETAIL LE'TTMI hGSD TQ SHAPING PLACING ALL IS INCIDENTAL 21 IN THE BN] PRICE FOR THE STRUCTURE. 5. STEPS ARE TO BE PROVIDED WHEN H IS DIMENSIONS FOR DUAP NO WASTE DRAINS TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE CAST IRON ONLY STANDARD ST -1. DETAIL B 6, THIS ITEM MAY BE PRECAST OR CAST - DETAIL A D 1 IN PLACE. HARDWARE 2'-6 SEE DETAIL 7. #4 X $" SMOOTH DOWELS AT 1' 3" APPROXIMATELY 12" C -C TO BE 2'-7" CLOTH I PLACED IN ALL AREAS ADJACENT 4' DEPTH AGGR. TO ABUTTING CONCRETE TO PREVENT /x#68. I78 OR jj jj 1� j� �j j� N A 2!'X4MAEN7. IN LEtI OF PROVES IIB x 6'" WIDTH) lljl 111j 1I�I IIJI Ilfl 11JI A a"X4" NOTCH MAY BE PROV�aED. A d r N SEE STANDARD T-01-3, 4 FOR a o a Y. DIAMETER ALTERNATE DESIGN. N. COLLAR DEEP HOLE B. 3 DIAMETER WEEP HOLE W{T H 12"X12„ M � y SEE NOTE B I�� I�I I�� I� I�I �npl I�� p �nI yyy�777 OR�ALV HARDWARE CL TH Y, "NIMAJH 7 f2" 15"-16" OR 24" I I I I I I HANE DIRE CL 0o03", ANCHORED 4 MESH an _� ") - lul III lul HARDWARE CLOTH AHQiORED F}RAILY TO THE OUTSIDE OF THE STRUCTURE. !'til RN N "7 t �' . n Q • 9. CAST IN PLACE CONCRETE IS TO BE 6" A > A p CLASS A3 (3000 PSD. PRECAST , -,„ n I CONCRETE IS TO BE 4000 PSI. SECTION A -A Ile - 10. +� ALTERNATE METHODS OF ANCHORAGE CONCRETE QUANTITIES FOR MIN. DEPTH SEE oETANL B MEETING BE THE AITUROVAI. R THE ENGINEER MAY 8E SUBSTITUTED, FOR THE CAST IRON LUGS AS SHOWN HEREON. gun12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE II' I APPROXIMATE WEIGHT 18" CONCRETE PIPE - L$7O CU. YD. CONCRETECIONETE 1114" F" I �°4 ORATE 363 CAST 1+018 LBS LETTERING N It DUMP NO WISSREQUIRED ON AL DITE DRAINS TO AY 24°' CONCRETE PIPE - 1.847 CU. YO. C CRETE 11 "11 CRATES. LOCATION OF LETTERIN4 MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADDDIIIONNA1gL FOOT°Of STH. GRATE DETAIL R©ADA 1`B STANDARDS STANDARD DROP INLET REFERENCE SHEET 1 ©F 1 Fi£WISION DATE 12" - 24'" PIPE: MAXIMUM DEPTH (H) - 10" 233 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 01- 3A. 38. 3C EXPANSION KEYED EXPANSION ,POINT 2 THE "H" DIMENSION SHOWN ON THE S fps STANDARDS AND SPECIFIED ON THE PLANS CLASS I GLASS z DRY RPRAP WILL BE MEASURED FROM THE INVERT OF ONE WELDED THE OUTFALL. PIPE TO THE TOP OF THE JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE Riprap Type (VDOT Class) APPROXIMATE ONLY FOR ESTIMATING WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS CONNECTORS SHALL BE DETERMINED BY THE TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. 18 3. WHEN SPECIFIED ON THE PLANS THE BARS G F' B AR C 2•• I SUBBASE 'q INVERT IS TO BE SHAPED IN ACCORDANCE 7.66 WTH STANDARD IS -1. THE COST OF A FURA�iirO AND PLACING ALL MATERIALS 2„ -i BARS B '•i1 - _ LL ARS F I I I A - - HARDWARE INCIDENTAL. TO THE SHAPING IS TO BE Class Al INCLUDED IN THE BID PRICE FOR THE 4 PLAN !/" x 1%/'LUGS I „ 1 SSTIUD SHEAR STRUCTURE. rIy �/$ .ry CONNECTORS . NT IN THE EVETHE INVERT OF THE (GRATE REMOVED) OUTFALL PPE IS HIGHER THAN THE SFE DETAIN A BOTTOM OF THE STRUCTURE,HALL THEINVERT OF THE SHAI WITH CEMENT MORTAR REEVENT ED SECTION B`B STANDING OR PDNDNG OF WATER IN THE STRUCTURE. THE COST OF FURNISHING COLLAR DETAIL LE'TTMI hGSD TQ SHAPING PLACING ALL IS INCIDENTAL 21 IN THE BN] PRICE FOR THE STRUCTURE. 5. STEPS ARE TO BE PROVIDED WHEN H IS DIMENSIONS FOR DUAP NO WASTE DRAINS TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE CAST IRON ONLY STANDARD ST -1. DETAIL B 6, THIS ITEM MAY BE PRECAST OR CAST - DETAIL A D 1 IN PLACE. HARDWARE 2'-6 SEE DETAIL 7. #4 X $" SMOOTH DOWELS AT 1' 3" APPROXIMATELY 12" C -C TO BE 2'-7" CLOTH I PLACED IN ALL AREAS ADJACENT 4' DEPTH AGGR. TO ABUTTING CONCRETE TO PREVENT /x#68. I78 OR jj jj 1� j� �j j� N A 2!'X4MAEN7. IN LEtI OF PROVES IIB x 6'" WIDTH) lljl 111j 1I�I IIJI Ilfl 11JI A a"X4" NOTCH MAY BE PROV�aED. A d r N SEE STANDARD T-01-3, 4 FOR a o a Y. DIAMETER ALTERNATE DESIGN. N. COLLAR DEEP HOLE B. 3 DIAMETER WEEP HOLE W{T H 12"X12„ M � y SEE NOTE B I�� I�I I�� I� I�I �npl I�� p �nI yyy�777 OR�ALV HARDWARE CL TH Y, "NIMAJH 7 f2" 15"-16" OR 24" I I I I I I HANE DIRE CL 0o03", ANCHORED 4 MESH an _� ") - lul III lul HARDWARE CLOTH AHQiORED F}RAILY TO THE OUTSIDE OF THE STRUCTURE. !'til RN N "7 t �' . n Q • 9. CAST IN PLACE CONCRETE IS TO BE 6" A > A p CLASS A3 (3000 PSD. PRECAST , -,„ n I CONCRETE IS TO BE 4000 PSI. SECTION A -A Ile - 10. +� ALTERNATE METHODS OF ANCHORAGE CONCRETE QUANTITIES FOR MIN. DEPTH SEE oETANL B MEETING BE THE AITUROVAI. R THE ENGINEER MAY 8E SUBSTITUTED, FOR THE CAST IRON LUGS AS SHOWN HEREON. gun12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE II' I APPROXIMATE WEIGHT 18" CONCRETE PIPE - L$7O CU. YD. CONCRETECIONETE 1114" F" I �°4 ORATE 363 CAST 1+018 LBS LETTERING N It DUMP NO WISSREQUIRED ON AL DITE DRAINS TO AY 24°' CONCRETE PIPE - 1.847 CU. YO. C CRETE 11 "11 CRATES. LOCATION OF LETTERIN4 MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADDDIIIONNA1gL FOOT°Of STH. GRATE DETAIL R©ADA 1`B STANDARDS STANDARD DROP INLET REFERENCE SHEET 1 ©F 1 Fi£WISION DATE 12" - 24'" PIPE: MAXIMUM DEPTH (H) - 10" 233 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 01- 3A. 38. 3C EXPANSION KEYED EXPANSION ,POINT FOR DETAILS OF INLET JOINT CONST. .S: 3"-10" FRAME & COVER BACK OF SIDEWALK x JOINT BARS 0 ,,, GGUTTAPPROACH S fps SEE STANDARD IC 2. ` BAR G /� WARPED 4•• ¢" 2" GUTTER a • CLASS I GLASS z DRY RPRAP 14 fps 24 BARS G 36 Riprap Type (VDOT Class) 1 1.87 6.[]3 15- A 5 4 4 18 Class Al BARS G F' B AR C 2•• I SUBBASE 'q 21.62 7.66 30 A 10 2„ -i BARS B '•i1 - _ LL ARS F I I I A - - HARDWARE 18 Class Al 13 1.61 3.81 _ _ CLOTH BARS F ,I x A 4 1 3 3 18 Class Al * o. I WEEP HOLE. 3.16 4.34 15 A 5 (` ;,r o L? r3 SEE NOTE 8 18 Class Al 24 27.69 11.46 /I vwW I A 10 8 8 24 8.. o M x w 29.67 12.54 36 B 12 CID t. STEPS.'SE 24 Class I 39 45,72 9.04 42 o 14 II BAR F BAR A NOTE 5 24 Class I 54 1 41.87 II BARS D FACE OF CURB 811 GUTTER '•E)"_ 1 36 B 12 15 9 CR- K CONTROL JOINT CRACK CONTROL JOINT r• PLAN SECTION A -A 1 Class AI 73 1 1.29 61 MIN, N 10' MAX. [--A KEYED CONST. ,POINT L -VARIABLE - MAX 20" f 10, MAX. 2'-1O"' " WARPED GUTTER I$ - 2•-b•• B $ 31 _O•• 2• APPROACH N - - TARS A GUTTER I - - -- -- 7" BARS F BARS E $ u 1 *3" DIAMETER BARS B 4 WEEP HOLE FRONT ELEVATIONBARS F 8" - - - -• - (GUTTER REMOVED) I'A'. 5X1/4' SENT PLATE = SECTION B-8 -E•e ?; N • '14 R - TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS. v L2'/2"X2%2"%'/a" TYPE B NOSE DETAIL SHALL BE USED WITH CG -2 & CG -6 STANDARDS. TYPE A GALVANIZED TE❑ TYPE B I/2" % 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68.30" TO ANGLE IRON AT 2'C -C. CONNECTORS AND IS TO BE ANCHORED WITH '/g" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. 2„ �' APPR. PAVEMENT DI -3A L _ 01-3a L 01-3C L WARPED PAVEMENT l �� _-- = I x FLOW S FLOW J 1 I DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL Zv°°T STANDARD CURES DROP f P INLET SPECIFICATION ROAD AND BRIDGE STANDARDS SHEET 1 OF 2 REVISION DATE 12" - 34" PIPE: MAXIMUM DEPTH (H) - 8' 233 104.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION SO2 2016 ROAD & BRIDGE STANDARDS CE 201.E ROAD & [BRIDGE STANDARDS DETAIL 1 1111114-1 *41 E1�' DETAIL 2 SECTION B -B TYPE OF OUTLET PROTECTION MATEFtlAL MAMMUM OUTLET VELOCITY (FOR DESIGN STORM) MrNMUM "T„ (INCHES) CLASS Al CLASS AI DRY RIPRAP S fps 18 CLASS I GLASS z DRY RPRAP 14 fps 24 CLASS I CLASS I DRY RPRAP 18 fps 36 SECTION A -A EC -1 AW A IIP ■�}� , NOTES: I. 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 ETNIIWAE OR ENSSECTIDN IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN ABOVE. 3. GEOTE KTIL.E FABRIC TO BE INSTALLED UNDER CLASS Al IT, AND I MATERIALS IN ACCORDANCE WITH THE SPECIFICATIONS. 4. S DIAMETER OF CIRCULAR CULVERT OR SPAIN FOR BOX, ELLIPTICAL. OR ARCH CULVERT. H DIAMETER OF CIRCULAR CULVERT OR RISE/HEr4fI FOR BOX. ELLIPTICAL OR ARCH CULVERT. 2 USE TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE. BOTTOM WIDTH AND DEPTH OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. OUTLET PROTECTION MINUMU.1 LENGTH (L) TYPE A INSTALLATION3H TYPE B INSTALLATION SH LISCiY4G 204 CULVERT OUTLET PROTECTION 245 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 414 ROAD ANN) BRIDGE STANDARDS REVISK)N DATE SHEET 1 OF 1 113.01 2016 ROAD & BRIDGE STANDARDS Outlet Protection Calculations (COVER REMOVED) BTR. # Design Flaw 10yr (cfs) Cutlet Velocity 10yr (fps) (H & S) Pipe Diameter (in) Installation Type(A or B) Top Width (ft) (35) Bottom Width Length (ft) (ft) (T) Depth (in) Riprap Type (VDOT Class) 1 1.87 6.[]3 15- A 5 4 4 18 Class Al 3 21.62 7.66 30 A 10 8 8 18 Class Al 13 1.61 3.81 12 A 4 1 3 3 18 Class Al 15 3.16 4.34 15 A 5 4 4 18 Class Al 24 27.69 11.46 30 A 10 8 8 24 Class I 29 29.67 12.54 36 B 12 15 9 24 Class I 39 45,72 9.04 42 B 14 18 11 24 Class I 54 1 41.87 5.92 1 36 B 12 15 9 1 18 1 Class AI 73 1 1.29 3.54 12 A 3 3 3 18 Class Al 75 1.634.63 12 A 3 3 3 18 Class Al Nates: 1. Rip -rap design per VDOT drainage manual. 2. Length: Type A = 3H, Type B = 5H 3. Details 1 & 3 have a radius S at the flare of the end section or endvvall with wings, therefore the too width is wider than the bottom Wdth. 2016 ROAD & BRIDGE STANDARDS NOTES Ix -7, 7A1 73 B 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. m $ ' BB 2. THE °'H" DIMENSION SHOWN ON THE STANDARDS PIPE TOAND TIHE P OF WILL BE MEASURED FROM THE I HERFIED ON THE PLASTRUUC OF U ®DTFALL PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FEED CONDITIONS. U0 MAXIMUM DEPTH (H) TO BE 12'-9. PLAN PLAN 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS (COVER REMOVED) 2'-6" TO BE SHAPED IN ACCORDANCE WITH STANDARD -4'-4'I (12" - 36'" PPE) (COVER REMOVED) IS -1• THE COST OF FURNISHING )IND PLACING ALL BA 3-0' G12' 36" PIPE) [BOUT MATERIALS INCIDENTAL. TO THE SHAPING IS TO BE A-4 (42" PIPE) CONCRETE COVER INCLUDED IN THE BID PRICEN FOR THE STRUCTURE. B-3'••8" (42" PIPE) (FPR DETAILS SEE 4. IN THE EVENT THE INVERT OF THE OUTFALL 27"' N-101/4" CONCRETE COVER 30" SHEET 2 OF 3a PIPE IS HIGHER THAN THE BOTTOM OF THE 33, 4,43x4., (FOU fa£TAuLS SEE a) AGGREGATE. STRUCTURETNN•" INVERT OF THE STRUCTURE - �_, SHEET 2 OF 3) PAGES 103.07 THRU 103.12. SEE NOTE7. SHALL BE SHAPEO, WITH CEMENT MORTAR TO AGGREGATE. SEE NOTE]. i7. CRATE BARS TO BE PSL TO DITCH FLOW. PREVENT STANDING OR PONDING OF WATER PPE 12" 15" 1 18" 1 24" 1 30" 1 36" 42" SIZE -• 13. PAVED DITCHES 118E TO BE TRANSITIONED TO MEET MINIMNIAN DEPTH THE STRUCTURE, THE COST OF INLET GUTTER AS SHOWN IN STANDARD PC -2A. WEEP HK)i WEEP HOLE MID PLACWG ALL MATERIALS INCIDENTAL TOIN THE SHAPING IS TO BE INCLUDED IN THE BTT CONCRETE .947 1.045 1.143 1.339 1.835 1.731 1.927 SEE NOTE S. PROVIDE SAFETY SLABS WHEN SPECIFIED ON I SEE NOTE 8. PRICE FOR THE STRUCTURE. THE PLANS, INCREMENT PER FOOT OF ADDITIONAL DEPTH QN) 0.362 CU. YDS. (12" - 38" S'M11 LIFT HOLES 0.410 CU. YDS. (42" PIPE) 5• STEPS ARE TO BE PROVIDED WHEN H IS 4'-D'" STANDARD MEDIAN DROP INLET 1001=1OR STEPS. SEE NOTE 5. > GREATER. FOR DETAILS SEE STANDARD ST -1. ROAID�w°� AND BRIDGE STANDARDS r DATE 6. REINFORCED CONCRETE FOOTING MAY BE VIRGINIA DEPARTMENT OF TRANSPORTATION 104.22 PRECX TWO LIFTING GFA1BRICTATORS HOOKSSOFST DESIGN TTO-PLACE. BE I I PROVIDED IN PRECAST FOOTING 7. 4" DEPTH AGGREGATE 1166,07B.OR 115 X B" WIDTH. •, , ' .A +. S. 3" DIAMETER WEEP OLE WITH 12'"Xi2" PLASTIC -" SEE NOTE 4_ HARDWARE CLOTH 0 4" MESH OR GALVANIZED SECTION -A SECTION B -B STEEL WIRE MIN" WIRE DIAMETER 0.03„ NUMBER 4 WSH HARDWARE CLOTH ANCHOIRW CAST IN PLACE PRECAST FIRMLY TO THE OUTSIDE OF THE STRUCTURE. FOR USE WITH 12"' TO 42" PIPES RECOMMENDED MINI" HEIGHT CHART PIPE SIZE H DIMENSION CONC. CORR,MIETAL 12" 2'-6" 2'-5" 15" 2'-90/4," 2'-B" 16" 3'-D//" 2'-11' 21" 3"-33"4°" 3'-24 24" 3'-7'" 3'-5" 27"' N-101/4" 3'-13" 30" 4- F/2" 3'-11" 33, 4,43x4., 4,_2, 36", , 4•_,3,1 42" 5'-2/z" 4'=11" SPECIFICATION REFERENCE 241 503 NOTES (CONT.) 9. DETAILED HEREON, BECCOONSTRRUOR CTED WILL BE D" H &4 AT THE OPTION OF THE CONTRACTOR, 15. DI -7 --------NO GUTTER io. 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 -78------ DOUBLE GUTTER WHEN DROP INLET 11. CAST -1N PLACE CONCRETE IS TO BE CLASS A3 IS IN A SAG BETWEEN TWO GRADES. (3000 PSI), PRECAST CONCRETE IS TO BE 4000 PSI. 18, FOR DETAILS OF PRECAST 0(-7 NOT SHOWN HEREON SEE PRECAST UNIT ASSEMBLY DIAGRAM PAGE 103.01 12 CONCRETE gUAVNTITIES SHOWN ARE FOR INDICATED TE FOR PRECAST GENERAL NOTES PAGE 153 02 AND76R DEPTH WITHOUT PIPES. THE iFAFOR APPLICABLE PRECAST BASE, RASTER AND TOP DETAILS, DEPTH EO BY PIPES MUST DEDUCTED TO MS. PAGES 103.07 THRU 103.12. OSIPLN TRUE QUANTITIES, FOR INLET'S OF DIFFERENT DEPTHS ADD OR SUBTRACT THE i7. CRATE BARS TO BE PSL TO DITCH FLOW. APPROPIMTE CUBIC YARDS OF CONCRETE FOR EACH FOOT OF DEPTH. PPE 12" 15" 1 18" 1 24" 1 30" 1 36" 42" SIZE 13. PAVED DITCHES 118E TO BE TRANSITIONED TO MEET MINIMNIAN DEPTH INLET GUTTER AS SHOWN IN STANDARD PC -2A. 2,�,, ,_31/4„ 2' " 3'-1°' 3°-71//" 4'-2°' 4"-$f/" CONCRETE .947 1.045 1.143 1.339 1.835 1.731 1.927 14. PROVIDE SAFETY SLABS WHEN SPECIFIED ON THE PLANS, INCREMENT PER FOOT OF ADDITIONAL DEPTH QN) 0.362 CU. YDS. (12" - 38" PPE) 0.410 CU. YDS. (42" PIPE) STANDARD MEDIAN DROP INLET ROAID�w°� AND BRIDGE STANDARDS 12" TO 42" PIPEREVISION DATE SHEET 1 OF 3 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.22 6 ROAD & BRIDGE STANDARDS C14 M CDE e(a 4) C+N 1 CO Q C C14C1404 to M C3 J =� W en r C7 N > - Q fn 0 170 LID Y U - CU F_ W O Z W OC LL co Q Y 0 0 v� Q a 0 z U Z J � F W H Vf n a J� d W W W z V IL Rev. No.I Date 1 H OP RAY L. EPLER Llc. No. 32809 �rQl�AL DATE: 11/02/2018 SCALE: N/A DESIGNEE) BY: KAS/TTC FILE NO. 2760GC SHEET 56 OF 64 S P#42-'18 18-05 � H &4 %of H ISN Uj 0 W O Z W OC LL co Q Y 0 0 v� Q a 0 z U Z J � F W H Vf n a J� d W W W z V IL Rev. No.I Date 1 H OP RAY L. EPLER Llc. No. 32809 �rQl�AL DATE: 11/02/2018 SCALE: N/A DESIGNEE) BY: KAS/TTC FILE NO. 2760GC SHEET 56 OF 64 S P#42-'18 18-05 PLAN VIEW 8� AK N 3 2 TYPICAL I ROUND OR CULVERT SQUARE 12" MAX. I - - (OR 6 MIN. OPENING ' k THROUGH THE WALL E k al 2016 ROAD & BRIDGE STANDARDS W OAT KIBOLTS WASHERS LOCKING NUTS TYPICAL 8 PLACES. PLAN VIEW 0RASH RACK NOT SHOWN) TRASH RACK (SEE STD. SWM -DR) NOTES: SWM -1 1. COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE BID PRICE FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. SEE SHEET 2 OF 3 FOR DETAILS ON PRECAST STRUCTURE. 3. WEEP HOLES SHALL NOT BE PROVIDED. 4. STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4'-0" OR GREATER ABOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS SEE STANDARD ST -1. 5. FOR DETAILS ON METAL PLATE. DEBRIS RACK AND TRASH RACK SEE STANDARD SWM -DR. 6. MARK HEIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS AND 1" WIDE HORIZONTAL STRIPES AT 1' INTERVALS FROM INVERT OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES). 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE, STANDARD SWM -1 MAY BE MODIFIED WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION, SEE STANDARD SWM -DR, SHEET 1 OF 5, FOR TEMPORARY MODIFICATION DETAILS. 8. THE SIZE OF THE WATER QUALITY ORIFICE SHALL BE SPECIFIED ON THE 'PLANS. ADDITIONAL OPENINGS IN THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE TO BE PROVIDED WHEN SPECIFIED ON THE PLAINS, -SEE - SEE NOTE 6 NOTE 6 3 METAL U PLATE 2 WATER OUALITY ORIFICE /of BRIS > SEE NOTE 8 RACK47z z I BOTTOM OF STORMWATER a MANAGEMENT BASIN 4'-0" I B" I DRAINAGE STRUCTURE TO w8"1 4'-0" 1,8'11 YARDS PER LIN, FT. OF PAYED INVERT OF OUTLET PIPE. SIDE VIEW I 'I' T 1 FRONT VIEW [DEBRIS RACK NOT SHOWN) APPROXIMATE OUANTITIES CAST -IN-PLACE CLASS A-3 CONCRETE TO BE USED. MAXIMUM DEPTH (H) TO BE IT -8"_ SWM DRAINAGE STRUCTURE PIPE SIZE 12" 15'° 18'. 1 24" 301, 36" 42" SHAPE TO MATCH FACE MINIMUM DEPTH H 5-O" 5'•3'/4" 5'-fifz` 6'•1" 6'-71/z' 7''2" T-$'/2" BACK OF CURB CU. YDS, CONCRETE 2.645 2.773 2.$7$ 3.47$ 3.624 3.437 3.598 INCREMENT PER FOOT OF ADDITIONAL DEPTH "H" . 0,461 CU. YDS. SPECIFICATION CAST IN PLACE STORMWATER MANAGEMENT tW°GE I DRAINAGE STRUCTURE ROAD AND BRIDGE STANDARDS 302 REVISION GATE SHEET 1 OF 3 VIRGINIA DEPARTMENT OF TRANSPORTATION 08/iD 114.01 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS PG -5 INDICATES CHANNEL WHI77£ WORE MESH RENFORCElIENIT IS NOT REQUIRED. 6 X 6 - W2,1x W2.1 SLOPES VARIABLE WELDED WIRE FABRIC AS SHOWN ON WHERE REQUIRED TYPICAL SECTION ilE4" OR 6" AS SLOPES AS SHOWN SHOWN ON TABLE ON PLANS s WEEP HOLE ? 3" DIA. 4 8' C -C I m CLASS A3 CONCRETE HALF -SECTION NON -RE NFORCED. HALF -SECTION W. W. F. REINFORCEMENT SECTION A -A CONCRETE TO BE CLASS A3 P i EXPANSION JOINT SPAMNG 90' MA)CMUM DWCTKM OF FLOW I 04 X 16" DOWELS SMOOTH BARS 0 12" C -C LOCATED AT ALL JOINTS - ROAD AND BRIDGE STANDARDS SEEN 3 0f 1 REVISION DATE 109.04 I SQUARE YARDS PER LIN, FT. OF PAYED CHANNEL 4 6 CONC, THICK- NESS D 2 CROSSWALK SHAPE TO MATCH FACE I W BACK OF CURB 4 .1 20`1 48 = 1 M 14 15 1' 2' 3' 4' 5' 6` 7' 8' 9` 10, 2'MIN. }; NOTES: SECTION A -A 1.1 SIDE SLOPES AT INTERSECTION I •. DEPTH CO) AND WIDTH (W) TO BE AS SHOWN ON PLANS. SLOPE. 1' WEEP HOLES ARE TO BE PROVIDED ON ALL CHALNELS WHEFIE W 0.536 0.648 0,759 0.870 0.981 1.092 1.203 1.314 1,425 ' 2' FIRMLY 0.851 0.962 1.073 1.184 1.295 1406 1.517 1.629 1,740 4„ . 1 1.15'5 1.278 1387 1.498 1609 1.721 1,832 t 2.054 END OF EACH EXPANSION JOINT. 4' 1.388 1.479 1.590 1T02 1813 _ _ 1.924 ' 2.035 2.146 2.257 2.388 0 1.682 7.794 1.W05 2,076 2.127 2.238 2,349 2,460 71 2.682 8" 1.997 2.= 2,2t9 2.330 2.441 _ 2.552 2.663 2.774 2.888 2.997 8„ 7` 23.11 2.422 2.533 2.644 2.755 2.866 2,977 3.089 3.200 3.311 SP#42-18 1$-05 2.625 2.738 2.846 2,959 3.270 3.181 3,252 3.403 3,514 3.625 W 2.94(1 3.081 3.162 3,273 5.384 3.495 3.608 3.717 3.828 3.939 10" 3.25# 3.365 3.476. 3.587 3.698 3.808 3.920 4.032. 4.143 4.254 151 �E SLOPES 0.823 0.734 _0.845 0.956 1.087 1.178 1'.290 1,401 1.512 4" 1.023 1.135 1,246 1.357 1.488 1,579 1.890 1,801 tiff - 3. 1.424 1.535 UM 1.757 1.869 1.980 2.091 2.2D2 2.313 1.714 1,825 1,938 2.047 2.158 2.269 2.380 2.421 2.6112 2.714 2.im 2.225 2.336 2.448 2.559 2.870 2.781 2.892 3.003 3.114 2:515 2.626 2.737 &L R.CS9 3.07(1 3.181 3.293 3.444 3.515 6. 2.315 3.027 3,138 _I 3.241) 3.360 3.471 3.582 3.893 3.804 3.915 3.316 3,427 3.538 3,649 3.760 3.872 3.983 4.094 4.205 4.318 3.717 3,828 3.939 4,050 4.161 4.272 4,363 4,494 4.606 4.717 4.117 4.228 4.340 4.451 4,502 4.673 4.784 4,895 5.006 5.117 2=1 SIDE SLOPES Y 0,719 0.&30 0.941 1.032 1.164 1.275 1.386 1.497 1.808 1.216 1327 1.438 1.549 1.680 1.772 1.883 1,994 2,105 4 3' 1.713 1824 1.935 2.00 2.157 2.268 2.380 2,491 2.502 4' 2LQK 2.210 2,321 2,432 2.5#3 2,654 2.765 2.876 2.988 3.099 5' 2.707 2.816 2.929 3.040 3.351 3.262 3.373 3,485 3,596 6' J. 3.204 3.315 3.426 3.537 3.648 3,759 3.670 '3.981 4.09M3 g" 7' 8' 4.088 3.701 4,147 3.812 4.309 3.S)23 #.420 4.0 34 4.531 4 145 4,642. 4 .256 4,753 4.367 #.864 4.478 #.975 4.s�9 6.ONi8 9' 4.583 4.694 4,805 4,917 5.028 5.139 5.250 5.361 5.472 5.583 5.191 5.302 5.413 5.'525 5.838 5.747 5.858 5.989 8.080 I A '(SEE TABLE)I - A'�LNJDW: AREA TRUNCATED DOMES 4 6 SEE SHEET 1 O 5 FOR DETAILS OUTSIDE OF TRAVELWAY 2 CROSSWALK SHAPE TO MATCH FACE I OF ROADWAY CURB BACK OF CURB 4 .1 20`1 48 = 1 M 14 15 ' As WdTNN TWE WARKED CROSSWALK AREA 2'MIN. }; NOTES: SECTION A -A IS LIMITED TO 15 FEET, REGARDLESS OF THE AT INTERSECTION I •. DEPTH CO) AND WIDTH (W) TO BE AS SHOWN ON PLANS. SLOPE. L r�A A WEEP HOLES ARE TO BE PROVIDED ON ALL CHALNELS WHEFIE W IS EQUAL TO OR GREATER THAN 4`AND D IS EQUAL TO OR GREATER THAN 2'. w WEEP HOLE WITH 12"' X 12" PLASTIC HARDWARE CLOTH,(/q' MESH OR GALVAINYED STEEL ' WIRE DIAMETER 0.03 INCH, NUMBER 4 MESH, HARDWARE CLOTH ANCHORED FIRMLY TO THE is BOTTOM OF THE CHANNEL. � � CURTAIN WALL TO BE LOCATED Z cl) J J AT rK 9EGINNNG AND END OF ALL w H CHANNELS AND ON THE LOWER n Q O < a END OF EACH EXPANSION JOINT. A W L, 0 A ELEVATION w LL N !i Lu STANDARD PAVED DITCHES VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & SPECIFICATION REFERENCE 802 2016 ROAD & BRIDGE STANDARDS CG -12 A 45 DOWELS, 8- LONG AT 12" C -C � PERMISSIBLE CONSTRUCTION JOINT . J '4SEE TABLE)I A '(SEE TABLE)I - A'�LNJDW: AREA TRUNCATED DOMES 4 6 SEE SHEET 1 O 5 FOR DETAILS OUTSIDE OF TRAVELWAY 2 CROSSWALK SHAPE TO MATCH FACE SHALL IE PROVIDED FOR OF ROADWAY CURB BACK OF CURB 4 .1 20`1 48 = 1 M 14 15 ' As WdTNN TWE WARKED CROSSWALK AREA 2'MIN. TYPICAL PLACEMENT + SECTION A -A PERMISSIBLE CONSTRUCTION JOINT SECTION 13-13 WITH BUFFER STRIP 5° U64 VIN WITHOUT BUFFER STRIP Y c� CROSSWALK 5, PIN TYPE B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT - A'�LNJDW: AREA 0 4 6 PN ° OUTSIDE OF TRAVELWAY 2 CROSSWALK CURB SHALL IE PROVIDED FOR NOTES: FOR GENERAL. NOTES ON THE DETECTABLE WARNING SURFACE, 8 12 5 PERP'eNpCULAR CROSSWALK SEE SHEET 1 OF 5. 14 15 ' As WdTNN TWE WARKED CROSSWALK AREA THE REQUIRED LENGTH OF A PARALLEL RAVP TYPICAL PLACEMENT + CURB IS LIMITED TO 15 FEET, REGARDLESS OF THE AT INTERSECTION 4' HUFF ER STRIP SLOPE. 5•SIDE.WALK TYPE B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4" CURB 6" CURB 0 4 6 1 5 7 2 5 B 3 6 9 4 8 12 5 t0 15 $ 14 15 ROAD AND BRIDGE STANDARDS SHEET 3 OF 5 REVISION DATE 203.07 07/16 WITHIN CROSSWALK W 48e1 PAX. DIAGONAL PLACEMENT SLOPLAIBDING 48-1 MAX. $ANO G 45 1 NAX, SLOPE CURB MN CURB � µA% CROSSWALK r.A.aI fax CROSSWALK 12:1 C031TE CURB I I ! I CCiRB WITH BUFFER STRIP ° WITHOUT BUFFER STRIO' CC -12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE TYPE B (PARALLEL) APPLICATION 105 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 2016 ROAD & BRIDGE STANDARDS 2016 ROAM & BRIDGE STANDARDS CG -8 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI IF PRECAST. 3. COM61NAT1ON CURB L GUTTER HAVING A RADIUS OF 300 FEET OR LESS (KONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB L GUTTER, 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER. THE BOTTOM OF THE CURB L GUTTER STALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THEPAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG -6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN I4 APPENDIX A OF R THE ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS, p nI to LO [37 cq r MO cm >4 5+ a CTS ~ CLF} N in Ln LL Al r Cn wt Lu Z + L + Lu 0 w • Ls ' fl U F - is co U � � Z cl) J J w H V/ n Q O < a A W L, 0 A WW Z p w LL N !i Lu z 0 a r ► a a Rev. Na, Date H op Y RANY L. EPLER THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER 105 '502 VIRGINA DEPARTMENT OF TRANSPORTATION THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTER) PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MANTANNEO. ROAD AND BRIDGE STANDARDS REVISION DATE SHIEET 1 OF 1 201.03 t'V LO U c a w GT r_1717` °0 nI to LO [37 cq r MO cm >4 5+ a CTS ~ CLF} N in Ln LL Al r Cn wt Lu Z + L + Lu 0 w U F - co U Z cl) J J w H V/ n Q O < J a W L, 0 WW Z p w LL N !i Lu z 0 Rev. Na, Date H op Y RANY L. EPLER Lic. NO.j32809 Aztt DATE: 1110212018 SCALE: NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 57 OF 64 SP#42-18 1$-05 concrete pad 161 dia- x 6' dssp�V finished grade general haodil 14, DI L I D2 X . . ...... ............... .. ......... finished grade L 6" stone .... .. . ......... p - \V \V ... .. ..... . . . . % . . . .... . ..... 1 screw type adjustable valve box location marker48* min. 24"e Both joints of the filling shall be restrained. In addition, all joints within valve box backfill the specified length on the large side of the reducer shall be restrained. location marker adaptor Ld s down band restrained length ofr,1 a ?P or DIM D D All backfil I to be compacted to 95% of ASTM DON maximum density. _J stone 12' STANDARD general backlill general boatill In addition to restraining each joint of the filling, any joint that falls within the specified origin of each branch of the fitting "I be restrained. 8. IP L = restrained length of pipe (PVC or DIP) D2 a, 12, L (ft) of 16, is, NY 24- 6- 40 60 100 120 120 140 a, --60 Q so 100 120 140 12' - - 60 80 100 120 16" ---•40 I - I I 60 100 18, --40 LU so 100 80 20- -- 0 45', 22 112*1 111 114- 1 20 _J restrained length of dawn hand joint valve restrained L depth 4 ft. min. Lu = up band restrained langthof pipe {PVC or DIP) stone restraints -to main pipe (PVC or DIP) D = pipe diameterLd D = pipe diameter -------------------- -- ..... .......... ............... up bond Cry depth 16" to 24P, ax n 161 solid block for 12" valve \> 6", 8' and 12' /- concrete pad 18' location 24' select location marker 24'aalect D concrete pad 18' dia x: 6" deep finished grade dia. x 6" deep marker backfill backfIfI D pipe diameter Each side of anyvertical offset 1/4 concruto REDUCER band shall be restrained. In Lu a, 12' Is, is, 20' 24- addition, any joint that falls within 6"stone atone Via specified length on each side 9'stone 24" min. type adjustable Note: valve shall 12, 60 100 120 120 140 160 of the fitting shall he restrained- so valve box be bevel gear 7m 1 1120. 1 L I W min. screw screw type 112 0. D. type adjustable M. L Volvo restrained to main valve, box TEE, CROSS, WYE Note: valve "I .......... ...... ­­.­ .................................... , , I _ ... ...... ............ be spur gear .......... .. .............. ...... CONCRETE CRADLE CONCRETE ARCH gomral backfill ww�4 L /\ W L ------ I L ❑ JIN A" I / 81 & 12, 4W D 6. B" & 12' 16', 18' & 20- 24" 22 110 Ld (it) 20 L box 60" min. over-excavallon adaptor tYPe 60 Ld (ft) 20 40 80 I - Lu (ft) 20 20 20 20 ....................... ............ ............... valve D location marker 24' select L = restrained length of pipe (PVC or DIP) In addition to restraining the connection, any joint that bacIdIII falls within the specified length shall be restrained. D =pipe diameter ww"mwcL, .. HORIZONTAL BEND VALVE, DEAD END D 6. 81 & 12, 16", 18' & 20' 24' 22 110 Ld (it) 20 20 8. 12- 16- 1& 20" 24' L = restrained length of Q 1 0 1 a, 8* 12' 16" 18" 20" 24' Hff) H. F_ I pipe (PVC or DIP) U IL (it) 1 20 20 20 20 � � 20 LU so 100 120 120 IQ I irn 0 45', 22 112*1 111 114- 1 20 _J D = pipe diameter � W F- ww"mwcL, .. HORIZONTAL BEND VALVE, DEAD END .............. ­� ................. ­­ L ....... restrained .... .. ............. . • .. ............. I .....to main stone 8'X 8A 16* solid block SIX aNx 16" solid block Water Forced Sewer CONCRETE ENCASEMENT RESTRAINED JOINTS FOR RESTRAINED JOINTS FOR REDUCER, RESTRAINED JOINTS FOR 16", 18", 20" and 24" TRENCH & BEDDING R 18 TEE, CROSS, WYE AND HORIZONTAL BEND GATE VALVE AND DEAD END VERTICAL OFFSET GATE VALVE MA .2- FEB 09 .3- FEB 09 -4- FEB 09 .5- APR 09 - top of manhole at grade In pavement areas finished grade It trench width finished unless otherwise directed (top shall be set 24m 'concrete wedge spigot by gasketed bell 45 bend as required 7, grade 241'min- - min. above grade in undeveloped areas) CertmnTeedRoxus24' anchor boft - 4 (a ear openi manhole cover no. ODRLM30EH Z opening 2adjuniment ring with fin Lihed grade of buy;ofntsaalantontop dia. schedule 40 steel _. .,1 71 square skid pad 6" pe filled with concrete thick around ...... pavement or earth and bottom as necessary and pointed yallowmanhole frame in 3/4"x 2' butyl finished7' developed areas joint sealant 4'-6- minimum grade 6.sl e 35"Max. 241 min. in undeveloped areas NOTES: Wir ®r s -.4 adjustment brace for wator 1B'dia Gravity sewer: (11" max.) concrete r 1. All pipe and fittings inside manhole standard Scone gasketed pip a and fittings SW26, Vol" shall be SDR, encasement 3141 concrete anchor A.' section for 4 Forced sewer: diameter manhole S'x 4^° Basketed bell eye solvent weld cap - finished A A NI baits (4 each) ;k1. Piping to OT band shall be S DR 2 1. Braila V 2- Piping for drop shall be same size nipple concrete ASTMC-150 L;_, brass nipple 40DO psi i as incoming sower. property BOLLARD DETAIL -1, 12' or 16" (typ 3. All pipe and fittings inside manhole F1 P X F] F lover bail _T exterior of all sections to A shall be solvent weld SCH 40. valve view line 7/7 brass nipple finished Weep holes shall not be subject to being submerged. It ad grade to" installation is in an was having a high groundwater tab[s, the polypropylene steps lout sealant to be • 2' MIP X FIP corp stop NOTE: have waterproof coating . valve steal reinforced 1' nominal size butyl Authorly's engineer shall be contacted for hydrant relocation. applied an lower apple ...... ge of joint hoot fl joint gasket shall be...... either o -ring or profile W hand ...... ....... ............ .71, vadaNe ............... 36" min. pressure treated L 81x a*x t8' . . . I . - . , . , . - . . - . . - . . . . . . . \\ N N 1� location marker cover on,creta pad 1'-8' dia. x 61 deep•solid block .................... as requfrad 4!-0'- block L' ­ I ­­­­ .......... ... I—, A (as required N N NN NN ............ finished pipe to manhole 4 . - pw pipe BE* \.\N\\\ N NNNNN stone grade connection to be NkNNN, 21 min. - 61 max. \V/ A N N N I V_ by flexible sleeve stone N atom 45' invert channel to provide a stainless steel N smooth transition in t 3'-O' min, . . ........ o out, - 4 -47 max. concrete wedge ......... ...... ... . . ................................. Z -W max anc ...... ................... ......... ......... for at connections hor A .......... ........... ....... screw type adjustable valve box 4 treated 2X a^with �1_ V: top of bench to be . k . .. - fill with grout top 6' painted green stone to be stainless pracastinvart or it minimum of 6' valve box adaptor grout bottom to /4 same elevation as top steel band e 6' Pe at 2. 00% above top of base ,a4 locator marker form channel of pipe 45' bend 7. minimum grade stone P existing bench elevation NOTES: .... filter cloth joint F , ! '. , " . . . . . . 1. All piping shall be Zdiameter Wn (no saddle) 8. 2. For forced sewer 4' or lose In diameter In" tee in n to ,tone restraints ......................... ......... 3. Quick disconnect (cam and groove) coupling r. ............. ..................... ...................... ....... .. ... 6'stone " .- .... � - I.I..':."'F......:F..:....:..'.':F'::".':."'':"":F....'.,.,:.,.,::.,.,.,.,.,.,.,�I.I.I.I.I.I.1.1.*";-,1.1.1.11111.1.1.111.I.I.I '. RP X mals adapter mates with, ............. ......... _ ___ -- . . ........ .............. Q farnale coupler X MIP - - - ---•• 4. Valve shall be H -Tach, Inc. All pipe and fittings shall be SDR 36/26 w)2' NPT connocilon a. water - Modal M NOTES 1 . Manhole sections shall have an external coating of roved polymer film water proofing priorto installation '4� , ; . 1. - . 4 . . . ­ �, mechanical joint L b. sew - Modal W stool body w12' NPT ccrmsctlon _­ ... ­­ ...... �i­ ....... ................... ...................... swivel too With 2- If adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior coating of .......... r .......... ....... ......... ................. I be 1-112'X I-1jr X 3116" aluminum angle w/u-bolt :11.1.1.1�l:.",.,�1.1�I.I.I.I�1.1.111.1.1.1.1;11.1.1.I.I.I.I.11*.,.,.*.*.*�,.1.1.1.1.*.,.,.*.,.,�l.,.*.,.,.,.",."�-l":"- 5. Brace anal 6' branch water proofing. fi......... ...... ....... ­­ ......................... ...... around elbow of valve 3. Final slope adjustment of manhole frame shall be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located In shoulders of roads. .... ....... .. ------- S. Flattop shall be used ifholghtfrom invert out to rim is lburfest orless. Fremsto be 47 in height, V. 7 .............. W." 7. ........ ....... ... L ....... 6. There shall be a 0.20 foot drop in elevation through the manhole, COMBINATION AIR RELEASE GRAVITY SEWER LATERAL FIRE HYDRANT ASSEMBLY STANDARD MANHOLE AND VACUUM -VALVE VAULT FOR MAIN WITH COVER 15 FT OR LESS -6- APR 09 FEB 09 -1 MAR 18 -22- FEB 09 D 6. 81 & 12, 16", 18' & 20' 24' 22 110 Ld (it) 20 20 40 40 Lu (ft) 20 20 20 20 .............. ­� ................. ­­ L ....... restrained .... .. ............. . • .. ............. I .....to main stone 8'X 8A 16* solid block SIX aNx 16" solid block Water Forced Sewer CONCRETE ENCASEMENT RESTRAINED JOINTS FOR RESTRAINED JOINTS FOR REDUCER, RESTRAINED JOINTS FOR 16", 18", 20" and 24" TRENCH & BEDDING R 18 TEE, CROSS, WYE AND HORIZONTAL BEND GATE VALVE AND DEAD END VERTICAL OFFSET GATE VALVE MA .2- FEB 09 .3- FEB 09 -4- FEB 09 .5- APR 09 - top of manhole at grade In pavement areas finished grade It trench width finished unless otherwise directed (top shall be set 24m 'concrete wedge spigot by gasketed bell 45 bend as required 7, grade 241'min- - min. above grade in undeveloped areas) CertmnTeedRoxus24' anchor boft - 4 (a ear openi manhole cover no. ODRLM30EH Z opening 2adjuniment ring with fin Lihed grade of buy;ofntsaalantontop dia. schedule 40 steel _. .,1 71 square skid pad 6" pe filled with concrete thick around ...... pavement or earth and bottom as necessary and pointed yallowmanhole frame in 3/4"x 2' butyl finished7' developed areas joint sealant 4'-6- minimum grade 6.sl e 35"Max. 241 min. in undeveloped areas NOTES: Wir ®r s -.4 adjustment brace for wator 1B'dia Gravity sewer: (11" max.) concrete r 1. All pipe and fittings inside manhole standard Scone gasketed pip a and fittings SW26, Vol" shall be SDR, encasement 3141 concrete anchor A.' section for 4 Forced sewer: diameter manhole S'x 4^° Basketed bell eye solvent weld cap - finished A A NI baits (4 each) ;k1. Piping to OT band shall be S DR 2 1. Braila V 2- Piping for drop shall be same size nipple concrete ASTMC-150 L;_, brass nipple 40DO psi i as incoming sower. property BOLLARD DETAIL -1, 12' or 16" (typ 3. All pipe and fittings inside manhole F1 P X F] F lover bail _T exterior of all sections to A shall be solvent weld SCH 40. valve view line 7/7 brass nipple finished Weep holes shall not be subject to being submerged. It ad grade to" installation is in an was having a high groundwater tab[s, the polypropylene steps lout sealant to be • 2' MIP X FIP corp stop NOTE: have waterproof coating . valve steal reinforced 1' nominal size butyl Authorly's engineer shall be contacted for hydrant relocation. applied an lower apple ...... ge of joint hoot fl joint gasket shall be...... either o -ring or profile W hand ...... ....... ............ .71, vadaNe ............... 36" min. pressure treated L 81x a*x t8' . . . I . - . , . , . - . . - . . - . . . . . . . \\ N N 1� location marker cover on,creta pad 1'-8' dia. x 61 deep•solid block .................... as requfrad 4!-0'- block L' ­ I ­­­­ .......... ... I—, A (as required N N NN NN ............ finished pipe to manhole 4 . - pw pipe BE* \.\N\\\ N NNNNN stone grade connection to be NkNNN, 21 min. - 61 max. \V/ A N N N I V_ by flexible sleeve stone N atom 45' invert channel to provide a stainless steel N smooth transition in t 3'-O' min, . . ........ o out, - 4 -47 max. concrete wedge ......... ...... ... . . ................................. Z -W max anc ...... ................... ......... ......... for at connections hor A .......... ........... ....... screw type adjustable valve box 4 treated 2X a^with �1_ V: top of bench to be . k . .. - fill with grout top 6' painted green stone to be stainless pracastinvart or it minimum of 6' valve box adaptor grout bottom to /4 same elevation as top steel band e 6' Pe at 2. 00% above top of base ,a4 locator marker form channel of pipe 45' bend 7. minimum grade stone P existing bench elevation NOTES: .... filter cloth joint F , ! '. , " . . . . . . 1. All piping shall be Zdiameter Wn (no saddle) 8. 2. For forced sewer 4' or lose In diameter In" tee in n to ,tone restraints ......................... ......... 3. Quick disconnect (cam and groove) coupling r. ............. ..................... ...................... ....... .. ... 6'stone " .- .... � - I.I..':."'F......:F..:....:..'.':F'::".':."'':"":F....'.,.,:.,.,::.,.,.,.,.,.,.,�I.I.I.I.I.I.1.1.*";-,1.1.1.11111.1.1.111.I.I.I '. RP X mals adapter mates with, ............. ......... _ ___ -- . . ........ .............. Q farnale coupler X MIP - - - ---•• 4. Valve shall be H -Tach, Inc. All pipe and fittings shall be SDR 36/26 w)2' NPT connocilon a. water - Modal M NOTES 1 . Manhole sections shall have an external coating of roved polymer film water proofing priorto installation '4� , ; . 1. - . 4 . . . ­ �, mechanical joint L b. sew - Modal W stool body w12' NPT ccrmsctlon _­ ... ­­ ...... �i­ ....... ................... ...................... swivel too With 2- If adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior coating of .......... r .......... ....... ......... ................. I be 1-112'X I-1jr X 3116" aluminum angle w/u-bolt :11.1.1.1�l:.",.,�1.1�I.I.I.I�1.1.111.1.1.1.1;11.1.1.I.I.I.I.11*.,.,.*.*.*�,.1.1.1.1.*.,.,.*.,.,�l.,.*.,.,.,.",."�-l":"- 5. Brace anal 6' branch water proofing. fi......... ...... ....... ­­ ......................... ...... around elbow of valve 3. Final slope adjustment of manhole frame shall be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located In shoulders of roads. .... ....... .. ------- S. Flattop shall be used ifholghtfrom invert out to rim is lburfest orless. Fremsto be 47 in height, V. 7 .............. W." 7. ........ ....... ... L ....... 6. There shall be a 0.20 foot drop in elevation through the manhole, COMBINATION AIR RELEASE GRAVITY SEWER LATERAL FIRE HYDRANT ASSEMBLY STANDARD MANHOLE AND VACUUM -VALVE VAULT FOR MAIN WITH COVER 15 FT OR LESS -6- APR 09 FEB 09 -1 MAR 18 -22- FEB 09 D 6" 81 & 12, 161. 18' & 20, 24' 11 1/4' Ld (it) 20 20 20 20 Lu (ft) 20 20 20 20 .............. ­� ................. ­­ L ....... restrained .... .. ............. . • .. ............. I .....to main stone 8'X 8A 16* solid block SIX aNx 16" solid block Water Forced Sewer CONCRETE ENCASEMENT RESTRAINED JOINTS FOR RESTRAINED JOINTS FOR REDUCER, RESTRAINED JOINTS FOR 16", 18", 20" and 24" TRENCH & BEDDING R 18 TEE, CROSS, WYE AND HORIZONTAL BEND GATE VALVE AND DEAD END VERTICAL OFFSET GATE VALVE MA .2- FEB 09 .3- FEB 09 -4- FEB 09 .5- APR 09 - top of manhole at grade In pavement areas finished grade It trench width finished unless otherwise directed (top shall be set 24m 'concrete wedge spigot by gasketed bell 45 bend as required 7, grade 241'min- - min. above grade in undeveloped areas) CertmnTeedRoxus24' anchor boft - 4 (a ear openi manhole cover no. ODRLM30EH Z opening 2adjuniment ring with fin Lihed grade of buy;ofntsaalantontop dia. schedule 40 steel _. .,1 71 square skid pad 6" pe filled with concrete thick around ...... pavement or earth and bottom as necessary and pointed yallowmanhole frame in 3/4"x 2' butyl finished7' developed areas joint sealant 4'-6- minimum grade 6.sl e 35"Max. 241 min. in undeveloped areas NOTES: Wir ®r s -.4 adjustment brace for wator 1B'dia Gravity sewer: (11" max.) concrete r 1. All pipe and fittings inside manhole standard Scone gasketed pip a and fittings SW26, Vol" shall be SDR, encasement 3141 concrete anchor A.' section for 4 Forced sewer: diameter manhole S'x 4^° Basketed bell eye solvent weld cap - finished A A NI baits (4 each) ;k1. Piping to OT band shall be S DR 2 1. Braila V 2- Piping for drop shall be same size nipple concrete ASTMC-150 L;_, brass nipple 40DO psi i as incoming sower. property BOLLARD DETAIL -1, 12' or 16" (typ 3. All pipe and fittings inside manhole F1 P X F] F lover bail _T exterior of all sections to A shall be solvent weld SCH 40. valve view line 7/7 brass nipple finished Weep holes shall not be subject to being submerged. It ad grade to" installation is in an was having a high groundwater tab[s, the polypropylene steps lout sealant to be • 2' MIP X FIP corp stop NOTE: have waterproof coating . valve steal reinforced 1' nominal size butyl Authorly's engineer shall be contacted for hydrant relocation. applied an lower apple ...... ge of joint hoot fl joint gasket shall be...... either o -ring or profile W hand ...... ....... ............ .71, vadaNe ............... 36" min. pressure treated L 81x a*x t8' . . . I . - . , . , . - . . - . . - . . . . . . . \\ N N 1� location marker cover on,creta pad 1'-8' dia. x 61 deep•solid block .................... as requfrad 4!-0'- block L' ­ I ­­­­ .......... ... I—, A (as required N N NN NN ............ finished pipe to manhole 4 . - pw pipe BE* \.\N\\\ N NNNNN stone grade connection to be NkNNN, 21 min. - 61 max. \V/ A N N N I V_ by flexible sleeve stone N atom 45' invert channel to provide a stainless steel N smooth transition in t 3'-O' min, . . ........ o out, - 4 -47 max. concrete wedge ......... ...... ... . . ................................. Z -W max anc ...... ................... ......... ......... for at connections hor A .......... ........... ....... screw type adjustable valve box 4 treated 2X a^with �1_ V: top of bench to be . k . .. - fill with grout top 6' painted green stone to be stainless pracastinvart or it minimum of 6' valve box adaptor grout bottom to /4 same elevation as top steel band e 6' Pe at 2. 00% above top of base ,a4 locator marker form channel of pipe 45' bend 7. minimum grade stone P existing bench elevation NOTES: .... filter cloth joint F , ! '. , " . . . . . . 1. All piping shall be Zdiameter Wn (no saddle) 8. 2. For forced sewer 4' or lose In diameter In" tee in n to ,tone restraints ......................... ......... 3. Quick disconnect (cam and groove) coupling r. ............. ..................... ...................... ....... .. ... 6'stone " .- .... � - I.I..':."'F......:F..:....:..'.':F'::".':."'':"":F....'.,.,:.,.,::.,.,.,.,.,.,.,�I.I.I.I.I.I.1.1.*";-,1.1.1.11111.1.1.111.I.I.I '. RP X mals adapter mates with, ............. ......... _ ___ -- . . ........ .............. Q farnale coupler X MIP - - - ---•• 4. Valve shall be H -Tach, Inc. All pipe and fittings shall be SDR 36/26 w)2' NPT connocilon a. water - Modal M NOTES 1 . Manhole sections shall have an external coating of roved polymer film water proofing priorto installation '4� , ; . 1. - . 4 . . . ­ �, mechanical joint L b. sew - Modal W stool body w12' NPT ccrmsctlon _­ ... ­­ ...... �i­ ....... ................... ...................... swivel too With 2- If adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior coating of .......... r .......... ....... ......... ................. I be 1-112'X I-1jr X 3116" aluminum angle w/u-bolt :11.1.1.1�l:.",.,�1.1�I.I.I.I�1.1.111.1.1.1.1;11.1.1.I.I.I.I.11*.,.,.*.*.*�,.1.1.1.1.*.,.,.*.,.,�l.,.*.,.,.,.",."�-l":"- 5. Brace anal 6' branch water proofing. fi......... ...... ....... ­­ ......................... ...... around elbow of valve 3. Final slope adjustment of manhole frame shall be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located In shoulders of roads. .... ....... .. ------- S. Flattop shall be used ifholghtfrom invert out to rim is lburfest orless. Fremsto be 47 in height, V. 7 .............. W." 7. ........ ....... ... L ....... 6. There shall be a 0.20 foot drop in elevation through the manhole, COMBINATION AIR RELEASE GRAVITY SEWER LATERAL FIRE HYDRANT ASSEMBLY STANDARD MANHOLE AND VACUUM -VALVE VAULT FOR MAIN WITH COVER 15 FT OR LESS -6- APR 09 FEB 09 -1 MAR 18 -22- FEB 09 I Rev. No. I Date 1 01 1 12-18-2018 H Qp; RA Y L KEPLER Lic N0.32809 A� 0 DATE: 11102/2018 SCALE: - NIA DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 58 OF 64 LL CC) �e Q Q a) F_ I U LU LLI En 0 _J � W F- a, 0 W I- 3: LU F- U) a Z D 0 �e 0 E W a LL1 _J Q W W LL z W z a 0 (n LL I Rev. No. I Date 1 01 1 12-18-2018 H Qp; RA Y L KEPLER Lic N0.32809 A� 0 DATE: 11102/2018 SCALE: - NIA DESIGNED BY: KAS/TTC FILE NO. 2760GC SHEET 58 OF 64 GENERAL CONDITIONS - COUNTY CODE COMPLIANT LANDSCAPE PLAN SCOPE OF WORK THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO COMPLETE ALL LANDSCAPE WORK AS SHOWN ON THE PLANS AND SPECIFICATIONS. NOTE: IF CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY CHECK THE PLANT LIST QUANTITIES WITH THE SYMBOLS DRAWN ON THE PLAN, TO BE SURE THERE ARE NO DISCREPANCIES. IF THERE IS A DISCREPANCY BETWEEN THE DRAWING AND THE LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE. STANDARDS ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION (ANLA).PLANT MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN INSPECTED AND CERTIFIED BY STATE PLANT INSPECTORS.COLLECTED MATERIAL MAY BE USED ONLY WHEN APPROVED BY OWNER'S REPRESENTATIVE.NOMENCLATURE WILL BE IN ACCORDANCE WITH HORTUS III BY L.H. BAILEY. SUBSTITUTIONS: PRE-BID IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE PLANTS SPECIFIED BY THE LANDSCAPE ARCHITECT. THE LANDSCAPE CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT FOR HIS/HER CONSIDERATION. THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF THERE ARE KNOWN DISEASES OR INSECT RESISTANT SPECIES THAT CAN BE SUBSTITUTED FOR A SELECTED PEST -PRONE PLANT. THE CONTRACTOR SHALL SUBMIT A BASE BID AS PER PLAN PLUS PRICE CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS. SUBSTITUTIONS: POST -BID MN OR TIE HOSE . WITH TIE STAKES -IN SEVERE WDITIONS--EXTENDED TO BRING SOIL STAKES 7 TO FIRM SOIL TAKES PARALLEL S AND BUILDINGS PRUNE DOMINANT LEADERS PRUNE RUBBING OR CROSSING BRANCHES DO NOT STAKE OR WRAP TRUNK UNLESS NECESSARY REMOVE TAGS AND LABELS CUT AWAY ALL BALLING ROPES TOP OF BALL IS TO BE 2" i EXISTING GRADE REMOVE TOP OF WIRE BASKET WIDEN AND SCORE HOLE WALLS REMOVE CONTAINER AND CUT CIRCLING ROOTS IF CONTAINER -GROWN OR AS MUCH BURLAP AS POSSIBLE LEAVE SOLID SOIL PEDESTAL. - DO NOT DIG DEEPER THAN BALL DEPTH 2X -3X BALL DIA, IT IS THE INTENT TO ELIMINATE POST -BID SUBSTITUTIONS. HOWEVER, IN THE EVENT THAT THE CONTRACT MATERIAL HAS BECOME11 1 DIG HOLE 2X -3X ROOT BALL WIDTH J IT PLANTING DETAIL UNAVAILABLE, AN APPROPRIATE SUBSTITUTION MUST BE APPROVED BY THE OWNER'S REPRESENTATIVE. TREES t4' CAL SCALE: NOT TO SCALE UTILITIES AND UNDERGROUND FEATURES TREE PLANTING — VERTICAL STADES THE LANDSCAPE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TREES C4' CAL. SCALE: NOT TO SCALE TO LOCATE UTILITIES. DO NOT PRUNE TERMINAL LEADER OR BRANCH TIPS PRUNE NARROW CROTCH ANGLES AND WATER SPROUTS — PRUNE BROKEN BRANCHES — PRUNE SUCKERS 2"-3" MULCH KEPT ____� AWAY FROM TRUNK SOIL WELL TO CONTAIN WATER =J UNAMENDED BACKFILL SOIL WATER TO SETTLE SOIL AREA FOR WATER DRAINAGE SET TOP 118 OF ROOT BALL ABOVE FINISHED GRADE REMOVE BURLAP FROM TOP 112 OF ROOT BALL BACKFILL WITH SOIL MIX OF 314 EXISTING SOIL & 114 ORGANIC MATTER EXISTING SHRUB PLANTING DETAIL TREES [4' CAL. REMOVE PROBLEM, DISEASED OR WEAK BRANCHES ONLY. LEAVE PLANT'S NATURAL FORM INTACT 3" MULCH 3" EARTH F—SAUCER SCALE: NOT T6 SCALE cN u7 CD CO 1= 04 �.C13 W a a _ o C4 > In CD L) c U N T_ _ C7 cILL W W TREES AND/OR SHRUBS SHALL NOT BE PLACED WITHIN FCSA EASEMENTS BUFFER PLANT SCHEDULE IF THERE IS A CONFLICT WITH UTILITIES AND THE PLANTING, THE LANDSCAPE ARCHITECT SHALL BE RESPONSIBLE FOR RELOCATING OPEN SPACE CALCULATIONS ABB BOTANIC NAME COMMON NAME QUANTITY SIZE PARKING LOT LANDSCAPE CALCULATIONS Ll.� 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 PROPOSED PLANTINGS (n CONDITION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AND OWNER. IF THEY DEEM NECESSARY, THE o 25fo MINIMUM OPEN SPACE REQUIRED 1. INTERIOR LANDSCAPING: PLANTS SHALL BE RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR DRAINAGE CORRECTION AT A NEGOTIATED COST, o 71.7 ACRES (SITE AREA} x 25 fo = 17.93 ACRES REQUIRED BUFFER "A" 1 TREE PER 10 SPACES, 280 SPACES / 10 = 28 TREES REQUIRED OR THE PLANT SELECTION MODIFIED BY THE LANDSCAPE ARCHITECT TO ACCOMMODATE THE POOR DRAINAGE. 30.7 ACRES PROVIDED / 71.7 ACRES (SITE AREA) = 43% OPEN SPACE PROVIDED Th Thuja occidentalis 'Emerald" Emerald Green Arborvitae 120 4° Height 28 TREES PROVIDED 0 WARRANTY CI Cupressocyparis x leylandi Leyland Cypress 60 4' Height 2. PERIMETER LANDSCAPING: 873,312 SF OF IMPERVIOUS AREA THE STANDARD WARRANTY IS FOR ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND ANNUALS, COMMENCING ON THE DATE OF INITIAL CATEGORY "C" BUFFER 1 TREE PER 2,000 SF OF IMPERVIOUS PAVEMENT UP TO 100,000 SF = 50 REQUIRED TREES Uj ACCEPTANCE. ALL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THE GUARANTEE PERIOD. ANY MATERIAL 100,000 SF x (1 TREE / 2,000 SF) = 50 TREES PROVIDED THAT IS 25% DEAD OR MORE SHALL BE CONSIDERED DEAD AND MUST BE REPLACED AT NO CHARGE. A TREE SHALL BE CONSIDERED DEAD Th Thuja occidentalis'Emerald" Emerald Green Arborvitae 160 6' Height W WHEN THE MAIN LEADER HAS DIED BACK, OR 25% OF THE CROWN IS DEAD. REPLACEMENTS SHALL BE MADE DURING THE NEXT PLANTING SEPARATION BUFFER LANDSCAPE CALCULATIONS PERIOD. REPLACEMENTS SHALL BE OF THE SAME TYPE, SIZE AND QUALITY AS ORIGINAL SPECIES UNLESS OTHERWISE NEGOTIATED. Ar Acer rubrum'Red Sunset' Red Sunset Maple 160 2" cal, B&B 1 TREE PER 5,000 SF OF IMPERVIOUS PAVEMENT OVER 100,000 SF = 155 REQUIRED TREES Vd Viburnum davidii _ David Viburnum 160 773,312 SF x (1 TREE / 5,000 SF) = 155 TREES PROVIDED CONTAINER - GROWN STOCK 1. BUFFER "A": 36" cont. 1. THE SIZE OF CONTAINER -GROWN SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF THE PLANT. CONTAINER -GROWN TREES 660 Plants TOTAL PERIMETER TREES REQUIRED = 205, TOTAL TREES PROVIDED = 205 ARE MEASURED BY THE SAME STANDARDS LISTED IN B.3. ABOVE. THE ROOT SYSTEM OF CONTAINER -GROWN PLANTS SHALL PROVIDE A 25' WIDE LANDSCAPE BUFFER WITH 3 EVERGREEN PLANTS 4 FT. TALL PER 20 L.F. TOTAL PARKING LOT LANDSCAPE TREES REQUIRED 233, TOTAL TREES PROVIDED - 2.37 um BE WELL DEVELOPED AND WELL DISTRIBUTED THROUGH OUT THE CONTAINER. SOUTH SIDE OF SITE (1700' BUFFER) PARKING LOT PLANT SCHEDULE [- 2. ALL CONTAINER -GROWN TREES AND SHRUBS THAT HAVE CIRCLING (GIRDLING) AND MATTED ROOTS SHALL BE TREATED IN 1200/20 = 60 USE 60 60x3 PLANTS PER 2D LF = 1$D PLANTS REQUIRED W THE FOLLOWING MANNER PRIOR TO PLANTING: SEPARATE THE ROOTS BY HAND, UNTANGLING SO CIRCLING ROOTS WILL NOT 180 PLANTS PROVIDED ABB BOTANIC NAME COMMC7N NAME QUANTITY SIZE Q b DAMAGE FUTURE OF THE PLANT. SEE PLANTING PROCEDURES FOR ALL CONTAINER -GROWN TREES & SHRUBS IN THIS SECTION.PROPOSED TREE PLANTINGS z c7 Z 3. ALL CONTAINER -GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL THEY ARE PLANTED IN THE BUFFER "A" EVERGREEN LANDSCAPE BUFFER 'Red LANDSCAPE THE SOIL SHALL BE KEPT MOIST WITH THE EQUIVALENT OF ONE -INCH OF RAINFALL PER WEEK. ` not to Scale Ar Acer rubrum Sunset' Red Sunset Maple 38 2" cal B&B C/'3 J C)T J D. PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. PRUNING DETAIL FOR TREES IN THIS Ck Cornus Florida Flowering Dogwood 36 2" cal, B&B X4" XD SLATS, 2 FINISH NAIL AT TOP AND BOTTOM SECTION. ` QP Quercus phellos Willow Oak 23 2" cal, B&B 2'X4"X4' BEAMS, TOE NAIL TO POST � � W � E. ALL PLANT MATERIAL 1N TRANSIT SHALL BE COVERED TO KEEP MATERIAL FROM DRYING OUT. THE COVERING SHALL COMPLY 25' Qr Quercus rubra Red Oak 40 2" cal, '8&B (/] F_ � WITH THE STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS. (, 0 Ns Nyssa sylvatica Black Gum 39 2'° cal, B&B 00 C:1 J L9 :� 0 F. TREES SHALL BE PLACED IN AN UPRIGHT POSITION WITH THE ROOTBALL COVERED BY MULCH AND KEPT MOIST. TREES AND 2. "CATEGORY "C" BUFFER: zo SHRUBS SHOULD NOT BE LEFT ON SITE UNPLANTED FOR MORE THAN 24 -HOURS WITHOUT ADEQUATE WATER TO INSURE ROOT Zs Zelkova serrata Japanese zelkova 43 2" cal, B&B 4X4 X8 POSTS SURVIVAL. PROVIDE A 100' WIDE FULL SCREEN WITH A 75' WIDE INACTIVE PORTION AND 25' WIDE ACTIVE P Y Prunus eodensis Y Yoshino Cher Cherry 18 2" cal B&B 0"' I.l.I 0- J J INSPECTION PORTION. PROPOSED SHRUB PLANTINGS 237 Tree Plantings 4'-4°' Q W A. PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S REPRESENTATIVE AT THE PLACE OF SOUTHEAST CORNER OF SITE (1500" BUFFER) Im Ilex x meserveae'Mesdob' China Boy Holly 91 30" cont. _ ■ LW W1760110 GROWTH OR HOLDING YARD FOR CONFORMITY TO SPECIFICATION REQUIREMENTS AS TO QUALITY, SIZE AND VARIETY. = 176 USE 176 176x3 PLANTS PER 10 LF = 528 PLANTS REQUIREDZ 528 PLANTS PROVIDED PI Prunus laurocerasus'Otto Luyken' Otto Luyken Dwarf Cherry Laurel 193 30" cont. I I� —.. — !l l lI 0 LL I I B. PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR OWNER'S REPRESENTATIVE. 284 Shrub Plantings PO (/] I � I C. STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE ARCHITECT UPON REQUEST. BMP PLANT SCHEDULES CATEGORY "C" 1 C}0' FULL SCREEN ZONING COMPACTED GRAVEL a `� i Uj STANDARDS DISTRICT BUFFER ABB BOTANIC NAME COMMON NAME QUANTITY SIZE ��_�-1 —Iil—'E1— �[i—I"� A. PLANTS WILL BE IN ACCORDANCE WITH THE CURRENT ANLA'S STANDARDS AND CONFORM IN GENERAL TO not to scale NOTES: z PROPOSED TREE PLANTINGS REPRESENTATIVE SPECIES. 1. PRESERVATIVE STAIN ON ALL WOOD. 25' ACTIVECOLOR Bn Betula nigra River Birch 4 2" cal, B&B TO MATCH THAT OF BLDG. 0 B. BALLED AND BURLAPPED (B&B) 2. FINISHED SIDE OF FENCE SHALL FACE H 1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF NOXIOUS WEEDS. THERE PROPOSED SHRUB PLANTINGS 4 Tree Plantings ADJOINING PROPERTY, IF APPLICABLE. SHOULD BE NO EXCESS SOIL ON TOP OF THE ROOTBALL OR AROUND THE TRUNK 100' SCREENING FENCE 2. BALL SIZES SHALL BE IN ACCORDANCE WITH ANLA STANDARDS. 75' INACTIVE Ca Clethra ainifolia Sweet Pepperbush 7 30" cont. SCREENING FENCE DETAIL >= 3. CALIPER AND HEIGHT MEASUREMENT: IN SIZE GRADING B&B SINGLE TRUNK TREES, CALIPER SHALL TAKE Co Cephalanthus occidentalis Button Bush 4 30" cont. PRECEDENCE OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE TAKEN 6" ABOVE GROUND LEVEL (UP TO AND NOT TO SCALE INCLUDING 4" CALIPER SIZE) AND 12" ABOVE THE GROUND LEVEL FOR LARGER TREES. FOR MULTIPLE -TRUNK TREES, Ive [tea virginica Virginia Sweetspire 3 30" cont. HEIGHT MEASUREMENT SHALL TAKE PRECEDENCE OVER CALIPER. 1. & OPAQUE SCREENING FENCE PER FREDERICK CO. Vd Viburnum dentatum ArrowwaodV[laurnum 10 30'° cant. NOTES: STDS. FRONTED BY 3 PLAINTS PER 10LF. PLANT SHALL BE 113 DECIDUOUS, 1/3 EVERGREENS, AND 1/3 SHRUBS. ALL PLANTS ARE AVAILABLE AT AMERICAN NATIVE PLANTS, MD & 24 Shrub Plantings 1) ALL PLANTING SHALL CONFORM WITH 165-203.01 - B OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT 2. A & HIGH EARTHEN BERM MAY BE SUBSTITUTED BY THE COLESVILLE NURSERY, VA & WAYNESBORO NURSERY, VA SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). APPLICANT FOR THE OPAQUE SCREENING FENCE. 2) ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT.. BIORETENTION POND - PLAN VIEW HOW. SCALE: 1' - 20' Rev. No. I Date 0 tom,. RA Y L. KEPLE LiC. NO. 32809 �'rONAL DATE: 11102/2018 SCALE: NIA DESIGNED BY: KASITTC FILE NO. 2760GC SHEET 60 OF 64 S P#42-18 18-05 ' AaMrn ObbLaltsIReeb ■ [least adkdm redwI lortl9Fd palluSen redudhn FItlByDL1° Applications: Roadways Off ramps Residential streets Panting lots 25.4 mm (1 ") 101.6 mm (4") r 38.1 nim (1.5") 355.6 mm (14") 787.4 mm 011 Effective Praiect>edArea(EPA) TheEPA for the ATB2 is0.79sq, it, Approx. Wt. = 21 lhs. J9_53 kg) STANDARDS DesignLightsConsortium* (DLC) qualified product. Not all versions of this product may be DLC qualified. Please checktha DLC Qualified Products List at lymMNA ci niigb1%grVQPL to confirm which versions are qualified. Color temperatures of s 3000K must be specified for International Dark -Sky Association certification. Rated for -40'C to 40°0 ambient. CSA Certified to U.S. and Canadian standards Complies with ANSI: 0136.2, 0136.10, 0136.14, 01301, C 136,15, 0136.37 Note: Specifications subject to change wthout notice, Antshahn Series-A£t 0109 ATB2 Autobahn Series ATB2 Roadway Lighting Area Fixtures Features: - - - OPTICAL Same Light: Performance is comparable to 250-40OW HPS roadway luminaires. White Light: Correlated coIortoMPOrature 4000K,70 CRI minimum, 300030, 70CRI minimum or optional 50OOK, 70 CRI minimum. Unique 1P66 rated LED lig ht engine sprovided 0%upliglit and restrict backlightto within sidewalk depth, providing optimal application coverage and optimal pole spacing. Available in Type II, III, IV, & V roadway distributions. ELECTRICAL Expected Life: LED light engines are rated X100,000 hours at 25°C, L70. Electronic striver has an expected life of 100,000 hours at a 25aC ambient, Lower Energy: Saves an average of 40-60% over comparable HPS platforms. Robust Surge Protection: Three differentsurge protection optionsprovide a minimum of ANSI C136.21OkVjSkA protection. 20kVJ10kA protection is also available. MECHANICAL Easy to Maintain: Includes standard AEL lineman -friendly features such astool-less entry,3 station terminal block and quick disconnects. Bubble level located inside the electrical compartment for easy leveling at installation.. Rugged die-cast aluminum housing is polyester powder -coated for durability and corrosion resistance, Rigorous five -stage pre -treating and painting process yields a finish that achieves a scribe creepage rating of 7 (per ASTM D 1654) after over 5000 hours exposure to salt fog chamber (operated per ASTM 8117). Four -bolt mast arm mount is adjustable for arms from 1-114" to 2" (1-518" to 2-318" Q.D.) diameter and provides a �G vibration rating per ANSI C136. Wildlife shield is cast into the housing (not a separate piece). CONTROLS NEMA 3 Pin photocontrol receptacle is standard, with the Acuity designed ANSI 7 Pin receptacle optionally available. Premium solid state locking sale photocontrol - PCSS (10 year rated life). Extreme long life said state locking style photocontrol - PCLL j20 year rated life). Mulit- level dimming available to provide scheduled dimming asspa cif iad bythe customer. Optional onboard Adjustable Output module allows the light output and inpulwattage to he modified to meet site specific requirements, and can also allow a single fixture to he flexibly applied in many different applications. Series F Performance Packages ATB Autobahn LED 40OLFOE70 40B Chips, 7000 Driver Roadway 40BLEDEIO 40B Chips,1050mA Driver 40BLEDE13 40B Chips,1300mA Driver 4OBLE0115 40B Chips,15OOmA Driver 6UBLEDE70 60B Chips, 700mA Driver 608LEDE85 60B Chips, 85OmA Driver 60BLEDFIO 60B Chips,105OmA Driver 60BLEDE13 BOB Chips,1300mA Driver 60BLEDEI5 69B Chips, 1500mA Driver 80BLEDE70 BOB Chips, 700mA Driver 8081-0185 BOB Chips, 850mA Driver 80BLEDEIO BOB Chips, 1O50mA Driver SOBLEDEI2 BOB Chips,1200mA Driver 8OBLEDEI5 80B Chips,1500mA driver rolor Tompo rature CCT Blank 4000K CCT, 70 CRI Min. 3K 300OK CCT, 70 CRI Min. 5K 5000K CCT, 70 CR1 Min. Pa int Roadway Type V (Blank) Gray (Standard) BK Black FB_zJ Bronze DDB Dark Bronze Gf Graphite INH White S u re a Rrota_ctign Biank Standard IOkV15kA SPO 20 20kVl1 OKA SPD MPS MOV Pack W SPD with Indicator Light Terminal 0c (Blank) Terminal Block (Standard) R5 Wired t0 L1 & L2 Positions MESO. 17499 132 0.95 o.s 0.97 External Bubble Level HS House -Side Shield NL Noma Label XL Not CSA Certified HK Hingekeepers Options r d).n 17ir � t1#rttirtr Autobahn Series ATB2 Roadway Lighting Example: AT132 40LED E70 MVO LT R2 Voltage Optics I MVOLT Multi -volt, 120-277V Roadway Type II 347 347V R3 Roadway Type iII 4B0 480V � RoadwayType IV 85 Roadway Type V Controls 1 _lis 133 171 198 133 111 198 88 133 171 198 81; 133 ill 198 (Blank) 3 Pin NEMA Photocontrol EE7 Receptacle (Standard) Pin Photocontrol Receptacle i 1vrnm 0.97 (Dimmable Driver Included) Nit No Photocontrol Receptacle A02 Field Adjustable Output OM OV- 1OV Dimmable Driver 0.87 (Controls by Others) ML34 Multi -Level Dimming PCSS' Solid State Lighting 9462 114 0.9 6.90 Photocontrol (120.277V) PCL Solid State Long Life Photocontrol SH Shorting Cap Packogi n Blank Single Unit(Standard) JP Job Pack (24/Pallet) AEAmerican rrlC Fiut Electric Lighting- L AEL Headquarters, 3825 Columbus Road, Granvillo, OH 43023 ww+,v.a meHca nelect6 c]ig king. c om 812014.2017 Acuity Brands Lighting, Inc. All Rights Reserved. ATB2 WW17 Notes 1. Not available in 347 or48OV, 2. Not avai[abla with DM or ML options. 3. Nat available wkh AO, DM or P7 options. 4. Dimming schedule and light levan information required from the customer in orderto configure product. Contact Infrastructure Technical Supportto proceed. WarrantyFlve ear lirnted Warrant .Cam etewanant 1en11s located at: Y Y 1� Y mwwacuityhnlnds,cot11IC11�YornarRasQurce ®rnly� rro midnions. %px Actual porformanco may dOar as a result of end-user emironment and application All values are design or lyplcal values, measured under laboralory conditions at 25'C. Specifications subiect io changowkhout notico. Meese contact your soles representatfive for the latest product information. Autobahn Series ATB2 Roadway Lighting � ■ 1 r Irr=- mill � ' 700 1000 1300 1500 700 1000 1300 lOR 1500 100 1000 1300 1500 100 1000 1300 1500 1 _lis 133 171 198 133 111 198 88 133 171 198 81; 133 ill 198 1 l R2 1r 1111 Eli 11607 132 i 1vrnm 0.97 l NkavffTrrm 0.97 IDIOM,r 0.96 16360 123 0.95 0.93 0.92 19544 1191 0.93 0-90 0.87 21384 108 0.93 0.90 0.87 R3 11552 131 0.97 0.97 0.% 16249 122 0.95 0.93 0,92 9462 114 0.9 6.90 0.87 21331 108 0.93 0,90 0.87 R4 11168 134 0.97 0.91 0.96 16593 12:5 0.95 0.93 0.92 19877 116 0.93 0.90 0,87 21199 110 0.93 0.90 0.81 R5 12388 141 0.97 0.97 0.96 17499 132 0.95 o.s 0.97 20795 122 0 93 0.919 0.87 22828 115 0.93 0.90 0.87 COIr 700 136 R2 27=2rrV 18193 _ 140 0.97 0.97 0.96 B50 165 21435 130 0.95 0.93 0.92 1000 204 24940 122 0.95 0.93 0.92 1300 254 29351 116 0.93 0.90 0,87 - -0.87 IWO 291 32052 1 f0 0.93 0.90 0 1 700 130 R3 17114 136 0.97 0.91 0.96 850 - 165 351 129 0,95 0.93 GM 1000 204 155 O 125 095 0.91 0.92 13(�i 754 t t O.J.i O.yll 29991 1 8 i'1 0 , 1500 291 2109 112 093 0.90 0.81 700 130 R4 17984 138 P1'arr 0.97 0.96 350 165 21446 130 0 !; 0.93 0.92 1000 104 25423 125 0'55 0.93 0.92 1300 2,A 29898 118 0.�; 0.90 0,81 r 1.,00 291 r u 32v27 112 0.13 0.90 0.81 700 130 115 18561 143 0,97 0.97 0-% 850 165 22402 136 0:95 0.93 0.92 1000 204 25128 128 0. 0.93 0.92. 1300 254 30964 122 0.93 0.90 _ 0.8! 1500 291 11 0 0.81 MNI 1Do 177 112 2,'!56 23037 130 0.97 0.97 0.96 850 214 27086 127 0. 0.93 0.92 1000 268 31 -0 119 0,95 0.93 0.92 1200 330 36825 112 0,93 0.90 0.88 1500 388 40326 104 0.91 0.87 0.83 700 177- - R3 2.3934 135 0.97 0.97 0.96 850 214 26879 126 0.% 0,93 0.92 1000 268 _ 32.410 121 0.95 0.93 0.92 1200 330 37042 112 0.93 0.90 O.BB 1500 388 41858 100 0,91 0.87 0.83 100 117 R4 2.3230 131 0.97 0.91 0.96 850 214 2.7263 127 0.95 0.93 0.02 1000 268 3232`3 121 0.95 0.93 I] J2 1200 330 37293 113 0.93 0.90 0.88 1 boo 388 41611 101 0.91 0.81 0.83 700 177 R5 24116 - 140 0.97 0.97 0.96 850 11=1 7.88t1'i 13h 0.96 0.93 0.92 1000 268 34319 128 0:95 0.93 0.92 1200 330 39552 120 0.93 0.9 0.88 1500 388 44747 115 0.91 0.8 0.83 Hate; Information shown abovo is based on 4000K nomplah systonl data, to caleulate3000K lumon valuta, multiply the 4000K hrrnerls by.S3. Individual fixture perfonuanco way vary. Spocificatiowsullject to chango .vithout notice. To calculate the LLD for a tomperature other than 25°C, multiply lila LLD 0) 2Y C (shown in die performance packago tablo) by the LLB multiplier for the selected tomparawro. Americ an Warranty r-ive•yoar limited wanaFly. Complete via nantytorms located at: Electric www.acultyhrands.corrtjfustomorResoorces/Terms aril condtions.aspx Lighting- Actual performance may differ as a result of end-user onvironment and application. S All values are dasign or typical values, measured under laboratory collditionls at 25 °C. AELAEL Iloadquartors, 3825 Columbus Road,Granvillo, OB 43023 specihcatiom sul7jecttochangewithoutnotice. www.a men canalectri cl fighting, c Om 32014,2017 Acuity Brands Ligking, Inc. All Rights Reserved. ATR2 081WI7 Please contwtIvarsales representstrvefor the latest pmductinfannstion. DIMENSiONS 11packs 111 ♦ J V U. LLL �ny0 IL,l- JJ � J LL Options Location Motion 1 Ambient Serisor inr Low (8-16) MASL and Height (16-M MASH Mounting Options • L J 3. 4 y MASL or MASH N.E.MA. Twistlock Receptacle - P3 rand P7 Options, P7 shown P3 or PJ 5. 1 Integral Emergency Battery (EM Option)Test Button Index Page 1 Llne Art: Dimensions and Option Location Page 2 Ordering Information Page 3 Lumen Performance Data Page 4 Options Matrix Driver Configuration BmGd on Circuit Option SPD Based an Clrcult Option Page 5 Line Lumen Maintenance Ambi Temperature Mufti Ambient Tem Iter P Electrical Load Product SpeciRcatlans F.1 ED PERFORMANCE PACKAGE LED PERFORMANCE PACKAGE I 'S TYPE 2 SHORT P40 - LED PERFORMANCE PACKAGE I T2S - P50 F LED PERFORMANCE PACKAGE 72M TYPE 2 MEDIUNI 10:1 e 1 incepencem L;imurT8 COuY7RD1- YOTTOM scarsoR crP7)oartr MASL = Manion lI Ambient Sensor, &1G Mounting Height Antr[ent Sensor Enabled at 1 FC MASH = Mahlon f Ambient Sensor, 1637 Mounting Haight Ambient Sensor Enabled at IFC m - esumon awe rrwrocomrw P3 - N.E,MA. T*hdDdc Recapadle Mount -3 PIN P7 - N.E,MA, Tvistlodt Recepectle Mount - 7 PIN PCLL. -13TL Long LifeTvAAkx* Phatamntrol for Saild Stain PND - 0-1 OV Pa"ht Dlnvdn 1, mdu rtes BLC2 & NI.E.MA. TwWJockPi^an&mw Tal Receptacle PSG - Shor" Cap NOTES: AMB CalarTempwatra Is ONLY w ilaW In PIC & P30 Pwbmwnce Padaalw All IES Res avelleble on prodwts vwb Page. 20kVrI%MSPD Is standard, fOlt OA BPD op6an evallable. Des18nUghis Couartlum [0l.0quallted PnodurL Wall vcrsars of thus product may be OLCquallnad. Please check On DLC Ctua66ed Pmduds Usstat wwwdes]IMI MFs arttf4PLto caMirm which versions are quaffkd. Performance Data SUPER DURABLE PAINT - BLACK ZSDP ®RONZE GREY WHSDP = WHITE Tag - TYPE a SHORT TM - TYPE 3 MEDIUM TYPE 4 MEDIUM - FORWAREJ THROW MEDI ASYDF - ASYMMETRIC DIFFUSE SYMDF - SYMMETRIC DIFFUSE CPJ 70 CRI (STD) so tau FIIISE CtP7M 3F - SIM19 Fuse OF = DoAb Fuel &*fET'YaPT= EM = lnt*vd Emergency Sedtery TP = Ti miler Resistant Hardware SURGEPRST5CT1L71N 0137YON - 2AtWMM fS STAllMMM )ED T I IOkV • 10W/5kA Surge Protection, In Pince of Sterdard 2OW111»rA !Li J U. U_ 0 JIssiss J LL LU W p U) 0 0 LL Z f• CL of J .. FOR C©MPi4TABLE OPTIONS, f�EFER TO THE � OP77ON MAATRD( ON PAGE 4 OF 5 � � 2 of 5 LEO Parka. HLINPC2 $}stern Watts 30K 3000K.70CM, Lurncns L?W B U1 40K(400Cx 70CRI) G LumEnS LPI 5 U G 5C{(S000K,70CM) Lumens. LPW n L' G Ito 925 28 2 93A 104 1 0 1 1 3,128 112 1 1HOUSING STYLE MA WAL PACK COLORTEMPERATtIRE VL A8 A1dtp5ENSING AM = TRUE AMBER ❑ 1 FFOCL CU FF LED • 3000 K C7CT {920-277j 60/801¢ I7r 103 40K 4000 K CCT AH - AUr0.9ENr31NG 3,110 111 13DK 7.460) 6016 HZ UV 0 112 1 12 = 21 20 = 206V 113 735 2a 24 = 240V 94 LED PERFORMANCE PACKAGE 3, HA 27=2rrV ,x, (SEE PERFORMANCE DATA TABLE FOR DETAILS, PAGE 2) 116 34 - a8 tR PID - LED PERFORMANCE PACKAGE. 0 48 V = 4aUV ED PERFORMANCE PACKAGE LED PERFORMANCE PACKAGE I 'S TYPE 2 SHORT P40 - LED PERFORMANCE PACKAGE I T2S - P50 F LED PERFORMANCE PACKAGE 72M TYPE 2 MEDIUNI 10:1 e 1 incepencem L;imurT8 COuY7RD1- YOTTOM scarsoR crP7)oartr MASL = Manion lI Ambient Sensor, &1G Mounting Height Antr[ent Sensor Enabled at 1 FC MASH = Mahlon f Ambient Sensor, 1637 Mounting Haight Ambient Sensor Enabled at IFC m - esumon awe rrwrocomrw P3 - N.E,MA. T*hdDdc Recapadle Mount -3 PIN P7 - N.E,MA, Tvistlodt Recepectle Mount - 7 PIN PCLL. -13TL Long LifeTvAAkx* Phatamntrol for Saild Stain PND - 0-1 OV Pa"ht Dlnvdn 1, mdu rtes BLC2 & NI.E.MA. TwWJockPi^an&mw Tal Receptacle PSG - Shor" Cap NOTES: AMB CalarTempwatra Is ONLY w ilaW In PIC & P30 Pwbmwnce Padaalw All IES Res avelleble on prodwts vwb Page. 20kVrI%MSPD Is standard, fOlt OA BPD op6an evallable. Des18nUghis Couartlum [0l.0quallted PnodurL Wall vcrsars of thus product may be OLCquallnad. Please check On DLC Ctua66ed Pmduds Usstat wwwdes]IMI MFs arttf4PLto caMirm which versions are quaffkd. Performance Data SUPER DURABLE PAINT - BLACK ZSDP ®RONZE GREY WHSDP = WHITE Tag - TYPE a SHORT TM - TYPE 3 MEDIUM TYPE 4 MEDIUM - FORWAREJ THROW MEDI ASYDF - ASYMMETRIC DIFFUSE SYMDF - SYMMETRIC DIFFUSE CPJ 70 CRI (STD) so tau FIIISE CtP7M 3F - SIM19 Fuse OF = DoAb Fuel &*fET'YaPT= EM = lnt*vd Emergency Sedtery TP = Ti miler Resistant Hardware SURGEPRST5CT1L71N 0137YON - 2AtWMM fS STAllMMM )ED T I IOkV • 10W/5kA Surge Protection, In Pince of Sterdard 2OW111»rA !Li J U. U_ 0 JIssiss J LL LU W p U) 0 0 LL Z f• CL of J .. FOR C©MPi4TABLE OPTIONS, f�EFER TO THE � OP77ON MAATRD( ON PAGE 4 OF 5 � � 2 of 5 LEO Parka. Distribution $}stern Watts 30K 3000K.70CM, Lurncns L?W B U1 40K(400Cx 70CRI) G LumEnS LPI 5 U G 5C{(S000K,70CM) Lumens. LPW n L' G Ito 925 28 2 93A 104 1 0 1 1 3,128 112 1 0 1 3,1 G8 111 1 ❑ 1 filo r2M 28 7,887 103 1 0 1 1 3,110 111 1 0 1 3,149 112 1 0 1 113 735 2a 2,964 145 1 D 1 1 3, HA 114 1 0 1 3,234 116 1 0 1 1 Y06 T3M28 0 2,801 100 1 0 1 3,017 108 1 0 1 3,055 109 1 0 1 P10 T4M 28 2'8S8 102 1 0 1 1 3,G79 110 1. 0 1 3,1..18 11.1 1 0 1 113 TFTM 28 2979 1QG 1 0 111 3,209 115 1 0 1 3,250 1115 1 0 1 105 SYMDF 28 2,771 99 1 0 1 2,986 107 1 0 1 3,023 I09 1 0 1 105 ASYDF 28 2,'!56 58 1 ❑ 1 2,969 106 1 0 1 3,007 107 1 0 1 104 T2S 47 51303 113 1 0 1 5,713 122 1 0 1 5,785 123 1 0 1 104 T2M 47 5,272 112 1 0 2 5,6&1 121 1 0 2 5,751. 122 1 0 2 106 135 47 5,414 115 1 0 2 5,832 124 1 0 2 5,9D6 126 1 0 2 lib T3M 47 5,115 109 1 0 2 5,510 117 1 0 2 5,583 119 1 0 2 P24 T4M 47 5,220 111 1 0 2 5,623 120 1 0 2 5,694- 121 1 0 2 107 iT TIN 47 5,440 116 1 0 2 5,861 125 1 0 2 5,935 126 1 0 2 99 SYMDF 47 s"052 108 2 0 2 5.453 116 2 0 2 5,522 117 2 0 2 99 ASYDF 47 5,033 107 1 0 1 5,422 115 2 0 1 5,491 117 2 tl 1. 101 T25 71 7,319 103 2 0 2 7,864 111 2 0 2 _7,984 112 2 0 2 161 T2M 71 7,276 102 2 0 2 7,888 110 2 0 2 7,937 112 2 0 2 103 T35 71 7,472 ltd 1 0 2 __?'m 113 2 ❑ 2 8 151 115 2 0 2 9B 73M 71 ?'M 99 2 0 2 7,W4 107 2 0 2 7,700 108 _ 2 0 2 P3^,- T4M 71 7,203 101 2 0 2 1,760 109 2 0 2 7,858 111 2 0 2 2 TFTM 71 7,508 106 1 0 2 8 088 114 2 D 2 8,190 115 2 0 2 97 SYMDF 71 6985 98 2 0 2 7525 1016 3 0 3 7,620 107 3 9 3 9fi ASYDF 71 6,946 98 2 0 2 7,483 105 2 0 2 7,578 107 2 0 2 T2S 95 9,32C 98 2 0 2 10,041 106 2 0 2 YO 168 107 2 ❑ 2 72M 95 9,266 98 2 0 2 9,982 105 2 0 3 10,108 106 2 0 3 Tis 95 9,515 100 2 0 2 10,251_ 108 _2 0 2 10,981 109 2 0 2 m40 T3M 95 989 95 2' Q 2 9 634 102 2 0 2 9,007 103 2 0 2 T4M 95 9,174 97 2 0 1 2 9,883 104 2 0 3 10,008 105 2 0 3 TFTM 95 9,561 101 2 0 2 10 300 108 2 Q 2 10,431 110 2 0 2 SYMDF 95 8,896 94 3 0 3 9,583 101 3 0 3 9,705 102 3 0 3 ASYDF 95 8,846 93 2 0 2 9,530 100 2 0 2 9,4550 102 2 0 2 725 115 1,0972 95 2 0 2 11,820 103 2 0 2 11,965 104 2 0 2 T2M 115 SQ.908 95 2 0 3 11751 102 2 0 3 I 900 103 2 0 3 T3S 15 11,202 97 2 0 2 12 67 105 2 0 2 1 220 106 2 0 2 T3M 115 10,592 92 2 0 2 11,100 99 2 0 3 11 544 100 2 0 3 a., TAM 115 10,799 94 2 0 3 1 11.634 101 2 0 3 11,781 102 2 0 3 TFTM 115 lit256 98 2 0 2 12,12G 105 2 0 2 12,279 107 2 0 2 SyMOF 115 10,472 91 3 0 3 11282 98 3 0 3 11,424 99 3 0 3 ASYDr 115 10;414 91 2 0 2 11,219 98 3 0 2 11,361 99 3 =02 P20 T2s 49 5,015 102 1. a 1 5 ew Ito 1 r 0 1 5,471 I12 1 0 1 28 T?M 49 4,985 1C2 i 2 2 5371 filo 1 0 2 5,439 111 1 0 2 ASYDF 28 1,007 36 0 0 1 T3$ 49 5,120 IC4 1 0 1 _5,515 113 1 ,^. 2 5,585 114 1 0 2 6.94 T3M 49 4,837 99 1 0 2 5,21❑ Y06 1 0 2 5 276 106 1 tl 2 T4M 49 4.936 101 1 02 5,117 109 1 0 2 5,385 110 1 0 2 it MIRROSTAR ONLY TFTM E +9 5,144 105 1 D 2 5 512 113 1 0 21, 5,612 lis l D 2 ND NO DR ILL PATTERN SYMDF 49 4,786 98 2 0 2 5155 105 2 0 2 5.222 107 2 0 2 AFS AELAS4&AVL ASYDF 49 4,760 97 1 0 1 5,327 105 1 C 1 5,192 106 1 0 1 P30 T25 70 6,769 97 1 0 1 _ 7,293 104 2 0 2 7,385 106 2 O 2 17M 70 67317 96 2 0 2 7, ?50 104 2 O 2 7,342 105 -2 0 2 T3S 70 6,911 99 1 0 2 7,445 106 1 2 7,539 108 1 0 2 73M 70 6,529 93 2 0 2 7.033 lib 2 C 2 7,123 102 2 O 2 T4M 70 6,663 95 2 0 2 7,178 103 2 C 2 7,269 104 2 0 2 TFTM 70 6 945 99 1 0 2 7,481 107 1 C 2 7.575 108 2 0 2 SYMDF 70 6461 92 2 0 2 6,960 99 2 0 2 7,049 101 2 0 2 ASYDF 70 6,4?5 92 2 0 2 6,97.2 99 2 0 2 7,❑09 147 2 D 2_ P40 T2S 89 6,37❑ 94 2 0 2 9,017 101 2 0 2 9,111 103 2. 0 2 12M 89 8321 93 2 0 2 9,964 161 2 0 2 9,078 102 2 0 2 T3S 89 8 545 96 2 0 2 5205 103 2 0 2 9,322 105 2 -0 2 13M 89 6,073 91 2 0 2 8,696 9B 2 1 C. 2 8,897 99 2 0 2 T4M 89 8,238 93 2 ❑ 2 8,875 100 2 0 2 8,987 101 2 0 2 TFTM 89 8.586 9G 2 0 7 9,250 1R,1 2 0 ? 9367 103 2 0 2 SYMDF 89 7,989 94 3 0 3 8,606 97 3 0 3 8715 98 3 0 3 ASY❑F 89 7,944 89 3 0 2 8,558 9fi 2 1 2 8,666 97 2 0 2 LE13 Pnckage distribution System Watts AMB(Wavelenattt) tun'sEns LP1,91 a I U I G tED Pack .distribution Sy52em Watts AM8WavEler- h Lunrett4 E.PYd B U G PLO 125 718 1,C61 38 0 0 1 P3❑ 5 28 1.061 3aQOx 0.909 40DOK 0.886 "r2M 28 L 054 38 0 0 i _T2 T2M 28 1,C54 38 0 Q 1 T3S 28 1 CPn 39 ❑ ❑ 1 a.s 28 1,083 39 0 0 1 T3M 28 1'023 37 0 0 1T3M s Y" 2. 420 37 0 0 1 4 TM 28 1,0214 37 0 0 1 TW 28 1,044 37 0 Q 1 _ TFTM 28 I'M 39 0 0 1 TFTM 28 1,08839 0_ 0 1 _ SYMDF 28 1,022 M Y 0 1 $YMdF ?8 1012 3G 1 0 1 ASYDF 28 1,007 36 0 0 1 ASYDF 28 1,011 36 0 0 1 Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted In a 25"C ambient, batted on 8,000 hours of LED testing (tested per JESNA LM -80-08 told projected par IESNA TM -21-1 1). To calculate LLF, use the [union maintenance factor that oorresponds to the chaired number of operating flours below. F D1h I l ierl I yrer omen man ease va uos, oorltact fectDry. The RaAclred data Is extrapolated beyond the TM -21 standard. E = (LM) x (CLl) x (LAT) x (LLD) LM and CU are obtained Firom published photometry, 0?a9sling koux 0 25.090 W 4W4 60.000 6000 Use the following to 100A00 J seals TUCRI to 8UCR1. 093 0�1 3Qi,LOK 0.909 SDOt1K 0.865 All IES ices availBible Iv 3 s on pR7dllCt web pegs, w � Wyn�n r C b LumenPF 3aQOx 0.909 40DOK 0.886 1 098 . MI im�� �,. 11 1jill I SOIK 4865 P$81h 4192 0 All IES files avail ble J 093 an product web page, J 0.8.41 217 Mmnkna o. Fau!gr 1 .97 1 1 998 OS6 0 M J 0.64 kaiP MA: PAIKT BRONZE PAINT 950 6.94 LL Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted In a 25"C ambient, batted on 8,000 hours of LED testing (tested per JESNA LM -80-08 told projected par IESNA TM -21-1 1). To calculate LLF, use the [union maintenance factor that oorresponds to the chaired number of operating flours below. F D1h I l ierl I yrer omen man ease va uos, oorltact fectDry. The RaAclred data Is extrapolated beyond the TM -21 standard. E = (LM) x (CLl) x (LAT) x (LLD) LM and CU are obtained Firom published photometry, 0?a9sling koux 0 25.090 XWO 4W4 60.000 6000 Use the following to scale 70CPH t4 800RL 100A00 (slued) e 093 0�1 3Qi,LOK 0.909 SDOt1K 0.865 All IES ices availBible Iv 3 s on pR7dllCt web pegs, w � Wyn�n r C b LumenPF g goli R 1 098 . MI im�� 0% - 11 1jill I 0:9 P$81h 4192 O.BT Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted In a 25"C ambient, batted on 8,000 hours of LED testing (tested per JESNA LM -80-08 told projected par IESNA TM -21-1 1). To calculate LLF, use the [union maintenance factor that oorresponds to the chaired number of operating flours below. F D1h I l ierl I yrer omen man ease va uos, oorltact fectDry. The RaAclred data Is extrapolated beyond the TM -21 standard. E = (LM) x (CLl) x (LAT) x (LLD) LM and CU are obtained Firom published photometry, 0?a9sling koux 0 25.090 XWO 4W4 60.000 6000 75,,0 100A00 (slued) 099 - 093 0�1 -033 IX65 099 M altaance Pe0 1 09& LumenPF o 1 098 00.% 0% - - 0% 0:9 6'54 4192 O.BT 1 090+7 6.96 093 11 01.50 0.8.41 217 Mmnkna o. Fau!gr 1 .97 1 1 998 OS6 0 M 0.95 0.64 kaiP MA: PAIKT BRONZE PAINT 950 6.94 om os2 01.96 G.8$ ass GRAYPAINT Operain8 Rnurs RC1 oplion) 0 25," 26PW 45.900 0906 KW 75000 100,000 Lv _tA P20 1 0.99 099 - 093 0�1 -033 IX65 099 M altaance Pe0 1 09& 090 O.W 0.88 6.y8 0 Je?8 Fmtor P40 4 097 097 0.97 097 O.BT G.FT 047 Lumen Ambient Temperature (LAT) Multipliers Use these factors to datormine rotative lumen output for average ambient tamperolures from 0-40°C (32-104•F), Single Circuit Application Optional Two Independent Circuit (2Ci) Application Ambient I NO P20 P30 P40 P50 0` C 32'F 1 1.02 1.03 1.0-3 1.04 1.05 10° C 50° F 1.01 1.02 1.02 1.03 1.03 20'C 68° F 1.01 1.01 1.41 1.01 1.01 t,,.°.... � Ir'° F 1.00 1.00 1.00 1.0Q 1.00 '0'C 135, F 0.99 0.99 0,99 0.99 0.99 40" C 104' F 0.08 0.97 0.98 1 .97 1 0.97 Electrical Load Am ient P20 P30 P40 0" C 32" F 1.02 1,02 1.02 C°C 50'F 1.01 1.01 1.02 20° C 68'F 1.00 1.01 1.01 25' C 77'F 1.00 1.00 lX01 10° C e6° F 0.99 0.99 0.99 401 G 104° F 0.9a 0.98 0.98 Single Circuit Application Optional Two Independent Circult (2CI) Applical0on w 120 y 208 240 277 247 480F 120 ;.w 240 277 247 480 r�"'X:1110 28 073 0.53 012 0.10 008 0.46- 47 0.41 - 024 020 0.18 0.14 _707 22 0.10 0.05 905 0.04 71 063 0.37 032 029 022 0.1832 9.14 0W, 00710D8 `4�V � 0:78 0.4$ 0.40 035 027 0.20 47 4.18 9710 0A9 0.48 � 115 055 055 0.48 0.42 0.33 0.24- - - - - - - �R Specifications Il lie: Mechanical Spedficatharas Control t7pNanti � a��° The luminaire housing shall: The control options shall Include, but not limited to, the Ulowing: K a ■ Be heavy grade A360 cast aluminum (aluminum with 01% capper) • Button style photoccntroI option (PE) ' II ■ Mounts to a standard junction box . 3 and 7 pin NEMA receptacles (P3, 1271 a +Have an IP65 hotlsln& downVight only ■ Wireless remote control for monitoring performance and/or F D . • Units available wlth a N,E.M,A, twist lock photocontrai maintenance of the system - ROAM 11 b 5 � il receptacle . Long life photocontrol, 20 years - PCLL with DTL 9 . %4" threaded entry (14" -14 NPT) In standard offering • Part -night dimming enables luminalre to monitor and adjust Sti96 11ilEg g Electrical Specifications lumens based en season and geographical location, 8 day rolling g e Q The driver shall be meeting the following requirements: average - PND a Certified by UL or CSA . Motlon sensor controls for dedicated mounting herTghts. 11�� �, R� ■ A programmable electronic driver with 0-IOV control leads Certification and Standards 11156 • Available In: 120-277V 50/60 H and 347-480V 60 Hz, • Lumfna]re shall be UL or CSA listed per CSA luminalre standard LSA manufactured byOsram, Philips, ULT or Thomas Research a Suitable for ration fn an amblenttem erature u to 46'0 operation P P 1 • Standard LE Ds shall have a minimum of 76 CRI avaUabla 1n 31g00K; 104'F per UL or CSA certlficatien 4060K and 5000K CCT and manufactured by Samsung, Niehla or . Deslgnl lghts Consortium's (DLC) qualified product. Not all verstotls Cree of this product maybe DLC qualified. Please check the DLC . Optional LEDs shall have a minimum of SO CRI available In 300M ryualified Products list at www.deslgnIWAs.c3t M to corl#irm 4ODDK d 5000K and manufactured c an CCT u Samsung, Nf lila or by � Cree IS weak lead-time} which versions are qualNAed. • LM -79 compliant tV • Amber LED option shall limited wavelength amber and not t - LJ ■ The projected LED Lumen Maintenance Shall be based only on IES Y phosphor corrected amber (e week lead -alma} LM -BD -08 and TM -21 i= . The electrical system for a single clrcult shall be designed to meets 1Marr -BD- . 5 Years 21ttRad ANSVIEEE C62,42.2 and Shall offer a 20kv110kA (standard) with an Complete warranty terms located at: optional 10kV/51W surge protection fY P 2 L)pttcal5 e�cJftcatfatle www.acu rands cam CustomerResouLcn arms and condition -as The light engine housing shall be IP65- The optical system must r .-t consist of the l mat T s fo klwing e:r al and Include LES. distributions; � � � � rite • short: Type 11 & Type Ii1 p L7 • Medium: Type II, Ill, IV, & forward Throw Er • DMfused: Asymmetric &'Symmetric area Fixture Poles FEATURES & SPECIFICATIONS catalog Number sr Number 1'r CONSTRUCTION - Welds conform to applicable AWS structural welding code. Pole shaft is one piece, low sorban alloy steel per ASTM A595, Grade A or ASTM A500, Grade C with 50,000 -PSI minimum SSS yield strength. Pole base shall be per ASTM A36 and shall telescope pole shaft and be SQUARE STRAIGHT STEEL POLES circumferentially welded top and bottom. Hand hale is 2" x 4" minimum, cover and fasteners are; included. Base covers shall be two piece, interlocking construction. Finish shall match pole. Removable pole cap shall OPTIONAL he provided with each drill pattern type pole. FESTOON BDx Non-structural fasteners shall be stainless ' steel. D a FINISH -Galvanized poles per ASTM HANDHOIE 36,00 A123. Painted poles shall be semi -gloss A powder paint. HAND HOLE GROUNDING - Grounding provision shall be immediately accessible through hand hole, %2-13 threads. ANCHOR BOLTS - Steel anchor bolts POLE TOP STYLE ORIENTATION Li IUNIT G 052 2UNITS,z ISO e,D [ 3 3 UC4ITS (6't5o 8 r,D C4 4 UN 17S n.90 A B -CA C5 2 UNnTS Lcu50 3, C BASE shall be per AASHTO M314 orASTM F 1554 GRILL PATTERN p rrrrrrrr 00000 000000 - Grade 55, hot dip galvanize, Nuts and washers shall be perAASHTO M314-90 or ORiBNTATION ASTM F 1554 - hot dip galvanized. POLE ORDERING DATA How to construct a catalognumber for SSS ales: P EXAMPLE SSS25559 -0-t _. JV, 1 Fill in Catalog Number 1 2 3 4 5 STEP CATALOG DESCRIPTION NUMBER 1. BASE POLE (SEE SHMT2) SQUARE STRAIG)•ITSTEEL Y. PULE TOP STYLE D1 D2 DR ILLING F OR I UNIT 4. FINISH I R I GRILL NG FO 2UN T9 160 aZ I& MA: PAIKT BRONZE PAINT t••4.if D Poles D3 ORELLINGFOR 3UNnS@80 GN GREENPANT 1 ✓ r D4 DRILLING FOR UNUS@90 GR GRAYPAINT �'y!'J Poles GALVANIZED �•"��+'- F2 TEN ON, 2.380.D.X4'LG. PP PRMEPA6VT P3 TENON.3.504D,X6%G. WH VYH17EPANT P4 'FEN 0N,4..00UD,X6'LG. P6 TENON 2_W0_DY4 LG. 3.POLETOPDRILL H7 PARKPACK,MORZNOARM 5.oP1IONS S FESTOON BOX PATTERN 43 PARKPACK, HORZ WTHARM 8 TAMPER RESISTANT it MIRROSTAR ONLY SCREWS R2 MOD 6008 SOMERSET ONLY 4 VIBRATION R3 MONGOOSEONLY DAMPENER POLESTARONLY PARKPACK, V ERT NO ARM ND NO DR ILL PATTERN AF1 AEl-53 AF2 AEL 153 AF3 Aa LS, W AFS AELAVLWAOPTEON AFS AELAS4&AVL NOTES: 1. Pole top drill pattem types H1 - W5 are available on drilled pole tops only. ND is only available on tenon pole tops. 2, The Festoon Box is located on the same side as the hand hole, 36" above pole base, Receptacle /Cover are not included. HOLOPHANE` SSS.PMD(HL-2079) SfM13 oto 00 I- N H v J 5�Nrni C EI !4 C a O cp r O F- W 0 I Rev. No. I Date 01 12-18-2018 TH p' j R DY L. EPLER' Llc. NO 32809 DATE:: 11/02/2018 SCALE: NOT TO SCALE DESIGNED BY: KAS TTC FILE NO. 2760GC SHEET 62 OF -64 tic Cpl CD C7 Revision Date: Febnia., 3, 2012 Revision Date: February 3, 2012 a Cc RESOLUTION CD coCOQ cc M m = Cm 0 >% GRAYSTONE CORPORATION OF VIRGINIA Snowden Bridge Boulevard is developed to allow access for additional traffic from L PROFFER STATrMEIV I' M 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 �> ' --- V .-0 „ employees of the office and industrial ark. These asphalt trails will be a minimum p p shall be required when the total trip volume exceeds 8,000 VPD on the Property, A c Action: RE-ZONING., RZ##09-09 of eight feet in width and will be designed to connect land uses throughout the Ml which ever first occurs. p .. 0) PLANNING COMNITSSTON: April 18, 2012 - Recommended Approval Rural .Areas District (RA) to Light Manufacturing District (Ml} District ]and ba areas identified in the proffered GDP wherever possible. For each Y p m lot or parcel associated with the construction of a building, the Applicant agrees to p 5. The Applicant hereby proffers to limit full commercial intersection access on 2 APPROVED L1 DENIED OF SUPERVISORS: Apri125. 2Q1w PROPERTY: 271.39- acres; identify the location on said lot or parcel for trails (if applicable, to said lot or parcel) Snowden Bridge Boulevard to establish up to three commercial intersections in the BOARD ..... Tax Parcels #f43-((A))-158, 44-((A))-25, and 44-((,A))-26, (here-in after 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 the "Property") of C)ccupancy for the structure or building an said lot or parcel. identified on the proffered CIDP that could potentially be developed as either a been identifi p p Y P AN ORDINANCE AMENDTNGroundabout RECORD OWNER: Graystone Corporation of Virginia 4. The Applicant hereby proffers to establish a 100-foot green space buffer area along or as a signalized intersection if warranted by VDOT. A]] full commercial intersections identified on lie proffered GDP will be developed with , the northern boundary of the Property as depicted on the proffered GDP. This green medians to provide for controlled left turn movement access to the Property. TBE ZdN[NG DISTRICT MAP APPLICANT: Graystone Corporation of Virginia space buffer area will be left in its natural state to provide viewshed mitigation for the t REVISION OF GItAYSTONE CORPORATION (here-in after the "Applicant"') I'+r[ilburn Cemetery and the Helm•McCami springhouse. Said buffer is in addition to the requirements of the Frederick County Code. 6. The Applicant hereby proffers to allow for the full commercial intersection located on , the east side of the Route 37 corridor study area to be closed entirely if necessary 0, � _ 7 PROFFER REZONING I_ FRS R Office and Industrial Park PROJECT NAME: CJraystone Corporation C) 5. The Applicant hereby proffers to provide for evergreen landscaping along the Redbud t 7 is developed b others throughout the limits of the Property. The when Route 3 p y g is the Gr a �st4rae Corporation, to revise the proffers P closure of the full conrartercial intersection conditioned upon provision of street � � 'V4'HTiIREAS Rezoning #43-12 Proffer Revision of � ' g ,r improvements" section of the coffers, Transportation Improve p ORIGINAL DATE Road frontage of the property identified as a green space buffer area on the proffered landscaping is access to this portion of the Property that will be developed by others during the � � , associated with Rezoning -409-09 relating to the ° ? � - dated August 4, 2009 and revised February 3, 2012. is OF PROFFERS: August 24 2009 g GDP. The provision of this evergreen to provide viewshed mitigation between Property the Slienandaali Valley Battlefield Foundation construction of Route 37. The Applicant agrees to cooperate with Frederick Corinty 'air LU � was considered. The proffer revision, originally in the design of the roadway, The properties are located on the north the olid property. Said buffer is in addition to the requirements of the Frederick County Cede. to provide easements on the Property if necessary to facilitate new street access to this flexibility intended to allow greater flex y 8 Milburn Road (Route REVISION DATE: February 3,2.012 y portion of the Property if this becomes necessary due to the construction of Route 37. W. side of Redbud Road (Route 661), the east side of CSX Railroad, the west side of Stonewall Magisterial District, and are '�'ransportatinn_.l�nhancernents U 662)and the south side of McCanns Road (Route 838), in the Preliminary Matters D. 7. The Applicant hereby proffers to prohibit direct commercial access from the Property identified by Property Identifieatinti Numbers 43-A-158, 44-A.-25 and X44-A-26. to existing Milburn Road (Beate 662), The County may determine that emergency Pursuant to Section 15.2-2295 Et. Sect. 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 Raad is acceptable provided that it e planning Commission held a public hearing on flus rezoning on April 18, 2Q12 and 'VHERAS, tla g revisions of the Frederick, Count Zoning Ordinance with respect to conditional Tonin the P Y F g� depicted on the proffered GDP that is a minimum of 350 feet in width. The purpose o 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 County, Virginia, shall approve Rezoning Application 409-09 for the rezoning of 271.39±-acres y g pp g pp g determine a final alignment for Route 37 throughout the limits of the Property 8. The Applicant hereby proffers to prohibit direct commercial access from the Property tic hearing on this rezoning on April 25, 2012; and Supervisors held a pub g + from C1Ye Rural Areas (RA) District to 271.39--acres to the Light Industrial (M1} District, through the completion of engineering design sufficient for this purpose. The design to existingRedbud Road Route 651Frederick Count may determine. that ( } y y WHEREAS, the Board of development of the subject property shall be done in conformity with the terms and conditions within the corridor stud area depicted on the proffered GDP will provide access to Y p p • p emergency access from to the Property from existing Redland Road is acceptable this rezoning to be in County Board of`Supervisors finds the approval of g set forth herein, except to the extent that such terms and conditions may be subsequently p y � y the Property to the proposed interchange and Snowden Bridge Boulevard, The Frederick Gaunt for provided that it is designed to prohibit access for regular vehicular traffic. WHI�I:tEA5, the Frederick in conformance with the Comprehensive amended or revised by the Applicant and such be approved by the Frederick County Board of corridor stud area shall be available to period of eight ears y Y p b Y UJ . welfare and the best interest of the public health, safety, s Supervisors and their legal successors, heirs, or assigns in accordance with the said Code and p g g from. the date of rezoning approval to complete engineering design necessary to for 9. The Applicant hereby proffers to prohibit direct corrrinercial 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 Route 37 within the to McCam's Road (Route 838), Emergency access to the Property from McCann's by the Frederick County Board of Supervisors that have no eect wasoever. These proffers shall be binding on this dp g a p d eemewithdrawn and heffect htTh hd Property. The Applicant agrees to cooperate with VDOT and Frederick County to within the Applicant's if + of the buffer identified aloe this Road is prohibited as well to protect the integrity g NOW, THEREFORE, BE IT ORDAINED Applicant and their legal successors, heirs, or assigns. provide engineering rifarmation and reports possession road. Chapter 165 of the Frederick County Code, Zoning, is amended to revise the proffers concerning needed to assist with this design effort, The Board of Supervisors may allow 0 ' Q 4 -09. The proffer revision is intended to allow greater flexibility in the design of the Rezoning X09 p The Property, more articular) described as the lands owned b Graystone Corporation of encroachment into and or the definition of the corridor study arca if necessary to he Applicant shall develop Snowden Bridge Boulevard as a agile street; however, 10. T pp p g p roadway, as described b the application and attached conditions voluntarily proffered in writing by the ro y, Y Virginia (former[ Crider & Shocke , Inc. of West Virginia), beinlo all of Tax Ma Parcels 43- g (formerly yg p accommodate site development proposals through the Site Plan approval process. the Applicant shall have the ability to develop all internal streets as private street VDOT applicant and the property owner. ((A))-158, 44-((A))-25, and 44-((A))-•26, and further described by Instrument NumberW systems. All private streets shall be constructed to meet or exceed vertical 030025588. Please refer to Rezoning A Deed Information). ( g lication pp ) 2, The Applicant hereby proffers to provide for a maximum 350-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 350-foot right-of-way that is I;RoFrER STATEN1tE11'T Proffer Statement Proffer Statement U— F 13DRes. U 13 -12 E­1 Z V.d 0 H� I� U) �D CD W: I. Revision Date: Februa,.y 3, 2012 � Revision hate: Februa;, 3, 201.2 � Revision Date: February 3, 2012 � 0 � � �� � � This ordinances hall be in effect on the date of adoption. A. Generalized Development not required for the Route 37 mainline section within the Property will 1ti0 be The Applicant shall the required right-of-way 11. The Applicant hereby proffers to provide for inter-parcel connections where possible 'impacts full intersections identified on �} requested from the Applicant. provide to mitigate transportation to the commercial Passed this 25th da of April, 2012 by the following recorded vote: 1, The Applicant licre-by proffers to submit a Generalized Development Plan (the dedication to Frederick County within 90 days from the date of written notice by decision has been the proffered GDP, "CIDP") for the Property. The purpose of the GDP is to identify the genera] location Frederick County, which shall occur after an official made y of the M1 District office and industrial [arid bays, the general location of the future Frederick County and VDOT for the alignment and right-of-way width for the Repute 12. The Applicant submits that it will apply for all such public assistance mechanisms Q W Absent Ga A. Lofton Aye r5' Route 37 corridor study area, the general location of the Snowden Bridge Boulevard 37 mainline section within the Property. Tri the event the aforesaid official decision that are available at the time of development to facilitate the installation of the Q r•+ Richard C. Shickle. Chairman 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 i , Aye Bill M. Ewin - Nay g� 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 Ross P. Spicer offsite 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 fair other transportation/infrastructure funding vehicles, such as CDAs. Without binding r � W Charles S. DeHaven, Jr. Ave— 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 Gene E Fisher Applicant shall be allowed to install utilities or oilier elements necessary for site Supervisors agree that the use of said mechanisms are advantageous to the Aye 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 0 Christopher E. Collins the proffered GDP, prepared by Greenway Engineering dated January 25, 2010. The p p p 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 he 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.co 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 single 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 interchange within the Property will not br, requested from the Applicant. It is further by others between the planned portion of Snowden Bridge Boulevard on the Property Johrt 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 (Barrie bbl) immediately south of the Property. The ° of-way needs for the new interchange will provide direct access to Snowden Bridge general location of this t50-fact right-of--way shall be delineated on the final Master ator Frederick County Administrator 1, The Applicant intends to develop the Property to implement industrial and office land Boulevard. The Applicant shall provide the required rigit-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 ali-nment 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: FREDERICKCC?UNTY.5CT, 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 instrument ofwrituigwas produced to me o1- 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 - Rev. No. Date - � �/y 3 0 - 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 -­12 f at C. M1, bight Industrial District Design Standards the corridor study area depicted on the proffered GDP. The applicant shall be Frederick. County and VDOT to construct this street connection. It is agreed that the • and with certtltcatc akkrio%Oedgement therelt, -,%o, ,,e:i 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 ,, � was admit(c -I to r2� ord. Tax inipov_•d by Sec. 58.1 tit) of 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-af- 60-foot right-of-way area provided that the proposed street access meets or exceeds H �j�, t S � icnd 3N.1-0 have been paid, if assc;ssable' � 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 , r additions to ensure high quality development throughout the project. utilities or other elements necessary for site development within the dedicated right- Y P g Clerk, Additionally, the ARB will oversee and approve all monument signage and building Additionally, mounted signage, to ensure consistency in die design of signage throughout the 4. The Applicant hereby proffers to construct Snowden Bridge Boulevard between the Property and Martinsburg Pike (U.S. Route 11 North), including the CSX bridge of-way area, provided that this does not restrict use of the right-of-way, O R DY L KEPLE � project. Notwithstanding what is stater] 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 "d LIC. No. 32809 to and not intended to override or conflict with any provisions of the Frederick site plan approved on the Property, The Applicant shall design and construct within the Property for the Rotate 37 mainline, the new Route 37 interchange, and the �n 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), D(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 the 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 park. These outdoor green areas and outdoor plana areas will be located within each constructed 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 DATE: 11/02/8018 of the M1 District land bay areas identified in tlie proffered GDP, occupancy permit for the site plan that exceeds 8,000 VDP or in the event that this determination. Note: Outdoor green space for employees will be provided for and shown within the remaining SCALE: NOT TO SCALE land bay in a future plan submissions). Proffer Statement Proffer Statement Proffer Statement DESIGNED BY: KAS%TTC PDRes. ,` I3-12 FELE NO. 2760GC SHEET 63 OF 64 SP#42-18 18-05