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HomeMy WebLinkAbout45-19 Site PlanAlbin Citizen's Conve 1. BOUNDARY INFORMATION AS SHOWN HEREIN IS COMPILED FROM EXISTING LAND RECORDS OF FREDERICK COUNTY, VIRGINIA. 2. THIS PROPERTY IS IDENTIFIED AS TAX MAP NO. 42-A-230. 3. THESE PLANS HAVE BEEN PREPARED WITH THE BENEFIT OF A TITLE REPORT AND DO NOT NECESSARILY INDICATE ALL ENCUMBRANCES. 4. THE CONTRACTOR SHALL CONTACT MISS UTILITY AT 1-800-552-7001, UTILITY COMPANY REPRESENTATIVES, PERFORM TEST PITS, REVIEW CURRENT TEST PIT DATA, AND WHATEVER OTHER OPERATIONS AVAILABLE TO INSURE THE EXACT HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITIES IN THE AREA OF CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY FREDERICK COUNTY, VIRGINIA OF ANY POTENTIAL CONFLICTS PRIOR TO COMMENCING CONSTRUCTION. 5. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE SITE AND MAKE ALL INSPECTIONS NECESSARY IN ORDER TO DETERMINE THE FULL EXTENT OF THE WORK REQUIRED TO MAKE THE PROPOSED WORK CONFORM TO THE DRAWINGS AND SPECIFICATIONS. THE CONTRACTOR SHALL SATISFY HIMSELF AS THE NATURE AND LOCATION OF THE WORK CONDITIONS AND CONFORMATION OF CONDITION OF EXISTING GROUND SURFACE AND THE CHARACTER OF THE EQUIPMENT AND FACILITIES NEEDED PRIOR TO AND DURING PROSECUTION OF THE WORK. THE CONTRACTOR SHALL SATISFY HIMSELF AS TO THE CHARACTER, QUANTITY AND QUALITY OF SURFACE AND SUBSURFACE MATERIALS OR OBSTACLES TO BE ENCOUNTERED. ANY INACCURACIES OR DISCREPANCIES BETWEEN THE DRAWINGS AND SPECIFICATIONS MUST BE BROUGHT TO THE OWNER'S ATTENTION IN ORDER TO CLARIFY THE EXACT NATURE OF THE WORK TO BE PERFORMED PRIOR TO THE COMMENCEMENT OF ANY WORK. 6. IN ORDER TO DETERMINE THE EXACT HORIZONTAL AND VERTICAL LOCATION OF A GIVEN UTILITY AND TO ASSIST THE CONTRACTOR AND/OR OWNER IN DETERMINING AREAS OF SPECIAL CONCERN, FREDERICK COUNTY, VIRGINIA HAS INDICATED HEREIN CERTAIN LOCATIONS WHERE TEST PITS SHOULD BE EXCAVATED PRIOR TO COMMENCING CONSTRUCTION. THESE INDICATIONS ARE NOT INTENDED TO BE ALL INCLUSIVE AND WILL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF DIGGING ADDITIONAL TEST PITS, AS MIGHT BE REQUIRED BY ACTUAL SITE CONDITIONS, ANY DISCREPANCIES FOUND BETWEEN ACTUAL AND ASSUMED CONDITIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF FREDERICK COUNTY, VIRGINIA. 7. UNLESS OTHERWISE NOTED, ALL PROPOSED ELEVATIONS AS SHOWN HEREIN ARE FINISHED GRADE. 8. ALL PROPOSED UTILITIES ARE TO BE INSTALLED UNDERGROUND. 9. NO BLASTING SHALL BE PERMITTED WITHIN 25' OF EXISTING UTILITIES LINE OR STRUCTURES. BLASTING TO BE EXTENDED TO 25' BEYOND PROPOSED STRUCTURES IF CONDITIONS WARRANT FUTURE EXTENSIONS. 1O.THE ENGINEER SHALL NOT HAVE CONTROL OVER OR CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK SHOWN ON THESE PLANS. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTORS SCHEDULES OR FAILURE TO CARRY OUT THE WORK. THE ENGINEER IS NOT RESPONSIBLE FOR ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS, OR THEIR AGENTS OR EMPLOYEES, OR ANY OTHER PERSON PERFORMING PORTIONS OF THE WORK. 11. EMERGENCY VEHICLE ACCESS SHALL BE PROVIDED DURING ALL PHASES OF CONSTRUCTION. 12. ALL FINISHED GRADING, SEEDING, SODDING OR PAVING SHALL BE DONE IN SUCH A MANNER TO PRECLUDE THE PONDING OF WATER. 13. ALL OUTDOOR LIGHTING MUST BE SHIELDED TO PREVENT GLARE ONTO ADJOINING PROPERTIES AND ROAD RIGHT-OF-WAYS. 14. ALL OFFSITE EASEMENTS SHALL BE RECORDED PRIOR TO THE ISSUANCE OF A LAND DISTURBANCE PERMIT. 15. TO THE BEST OF THE ENGINEERS'S PROFESSIONAL JUDGEMENT, KNOWLEDGE, AND BELIEF, THE DESIGN SPECIFICATIONS HEREIN COMPLY WITH THE FAIR HOUSING ACT AND WHERE APPLICABLE THE A.D.A. 16. CONTRACTOR TO FIELD VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO FIELD OPERATION. 17. RCP PIPE MAY BE SUBSTITUTED WITH HDPE SMOOTH WALL PIPE. 18. ONSITE ROCK MAY BE USED AS RIPRAP. 19. NO NEW BUILDINGS ARE PROPOSED WITH THIS PLAN. 20. NO WATER OR SEWER EXTENSIONS ARE PROPOSED WITH THIS PLAN. 21. ALL LANE STRIPING SHALL BE IN ACCORDANCE WITH VDOT PM -3 DETAIL. 22. VDOT EROSION AND SEDIMENT CONTROL CONTRACTOR CERTIFICATION IS REQUIRED FOR THIS PROJECT. 23. SIGNAGE SHOULD NOT EXCEED 12 -FEET IN HEIGHT AND 50 SF AND MUST BE SETBACK AT LEAST 10'. 24. ALL LANDSCAPING SHALL CONFORM TO THE FREDERICK COUNTY ZONING ORDINANCE SECTION 165-203.01. 5;te p)an it- y5, /? lQ(bin fence Center SITE PLAN #45- 9 GAINESBORO MAGISTERIAL ISTRICT FREDERICK COUNTY, VIRGINIA a._ SHEET INDEX r 's 1 COVERSHEET 2 GENERAL NOTES AD DETAILS 3 GENERAL NOTES AD DETAILS f 4 EXISTING CONDITIONS PLAN 5 GRADING PLAN 6 EROSION AND SEDIMENT CONTROL PLAN PHASE 1 7 EROSION AND SEDIMENT CONTROL PLAN PHASE 2 Z s. a� 8 EROSION AND SEDIMENT CONTROL DETAILS 9 RETAINING WALL DETAILS 10 UTILITY PROFILES AND COMPUTATIONS t 11 SWM PREDEVELOPMENT MAP 12 SWM POST DEVELOPMENT MAP AND NARRATIVE µ 13 LANDSCAPE AND LIGHTING PLAN F 14 PAVEMENT PLAN n 1 �`' T :� 15 BMP PLAN SITE +'1, ao 16 BMP PLAN - BID ALTERNATE ' 17 SIGHT DISTANCE PROFILE v AT, `r `A PROJECT: ALBIN CITIZEN'S CONVENIENCE SITE 3 ZONING: M-2 PROPOSED USE: CONVENIENCE SITE ' - ACERAGE:6.02 �= DISTURBED AREA: 3.4 ACRES + W, LANDSCAPED AREA: 1.98 ACRES (33%) Y VICINITY MAP MAXIMUM HEIGHT: 60' SCAM: 1^=5W SETBACKS: FRONT -75', SIDE/REAR-25' PROPERTY OWNER FREDERICK COUNTY SCHOOL BOARD PO BOX 3508 WINCHESTER, VA 22604 CONTACT "MISS UTILITY" AT 1-800-552-7001 PRIOR TO COMMENCING WORK EMERGENCY CALL 911 POLICE - FIRE - RESCUE UTILITY CONTACTS VERIZON FREDERICK WATER 404 HILLANDALE LANE P.O. BOX 1877 IWNCHESTER,VA 22602 WINCHESTER, VA 22604 540-665-3153 (540) 868 1061 SHENANDOAH VALLEY ELECTRIC CO-OP 3463 VALLEY PIKE WINCHESTER, VA 22602 (540) 540-0111 w SITE PLAN APPROVAL NAME Mt DATE tZ,Z 1. SITE PLAN NUMBER 9S-19 G*,ten's PARKING: 20 SPACES PROVIDED (BASED ON CONVENIENCE SITE OPERATIONS) SIGNAGE: NO SIGNAGE PROPOSED RESPONSIBLE LAND DISTURBER NAME CERTIFICATION EXP. DATE 1. The Responsible Land Disturber is that party responsible for carrying out the land disturbing activity as set forth in the plans. 2. NOTE: An on-site pre -construction meeting is required with the Owner, Site Contractor, Public Works, & Designer prior to commencing any site work. 3. The contractor will possess a Land Disturbance Permit prior to any site work or construction. APPROVED BY THE FREDERICK COUNTY ZONING ADMINISTRATOR ` DATE SITE PLAN VALID FOR FIVE (5) YEARS FROM APPROVAL DATE ►e n CA & rte r ra SCALE: SHEET I OF 17 SP -0001 �'aroo NNOO Q I \\N N I $❑ ra SCALE: SHEET I OF 17 SP -0001 w Q�DPo� P4 2v w O H � N v �U u �z ra SCALE: SHEET I OF 17 SP -0001 Page I of3 Virginia Department of Transportation Staunton District Rev. June 19,2013 VDOT General Nates VI. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall govern. 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. V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's Work Area Protection Manual. A transportation management plan needs to be submitted for approval and land use permit issued prior to any execution of work w'rt ln the VDOT tight of way. V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction boxes, controllers, etc., owned by VDOT or private / public utility companies. It is the sole responsibility of the developer to locate and identify utility facilities or items that may be in conflict with the proposed construction activity. VDOT approval of these plans does not indemnify the developer from this responsibility. V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility of the developer. V6. If required by the local VDOT land Development Office, a pre -construction conference shall be arranged and held by the engineer and/or developer with the attendance of the contractor (s), various County agencies, utility companies and VDOT prior to initiation of work. V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested inspection. VS_ The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any tmffnc control plan that impacts a VDOT maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone. V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected by this project shall be maintained through construction. VIOL Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. VII. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches cover and when possible shall be installed under roadway drainage facilities at conflict points. GENERAL SPECIFICATIONS: I. UNLESS OTHERWISE NOTED OR SHOWN HEREON, ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE SUPPLIED AND INSTALLED IN STRICT CONFORMANCE IWTH THE RULES, SPECIFICATIONS, AND/OR REGULATIONS PROMULGATED BY OR CONTAINED IN: A. VIRGINIA DEPARTMENT OF TRANSPORTATION, ROAD AND BRIDGE SPECIFICATIONS, AS AMENDED TO DATE. B. VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION, AS PREPARED BY THE VIRGINIA SOIL AND WATER CONSERVATION COMMISSION. 2. THE CONTRACTOR SHALL CONFORM TO ALL APPLICABLE OSHA SAFETY REGULATIONS. 3. THE CONTRACTOR SHALL HAVE APPROVED AND CURRENT DRAWINGS IN HIS POSSESSION PRIOR TO CONSTRUCTION AND SHALL MAINTAIN AT LEAST ONE COPY OF SAID CURRENT APPROVED PLANS AT THE CONSTRUCTION SITE AT ALL TIMES. 4. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION. AN ENTRANCE PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION FOR ANY WORK WITHIN DEDICATED RIGHT-OF-WAYS OR FOR ANY TEMPORARY AND/OR PERMANENT ENTRANCE OFF OF A STATE MAINTAINED ROADWAY. 5. THE CONTRACTOR SHALL NOTIFY PUBLIC WORKS AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION, A MINIMUM OF THREE (3) DAYS PRIOR TO CONSTRUCTION OF ANY IMPROVEMENT SUBJECT TO INSPECTION AND/OR MAINTENANCE BY SAID RESPECTIVE AGENCIES V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be determined using the density control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified MILL EXISTING A MINIMUM DE AND OVERLAY SURFACE MIX SMOOTH LAP : 6. A GRADING PERMIT SHALL BE OBTAINED FROM PUBLIC WORKS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES. 7. ALL FILL, SUBBASE AND BASE MATERIAL WITHIN RIGHT-OF-WAYS OR OTHER AREAS SUBJECT TO LOADING, SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY (WTHIN 2% OF OPTIMUM MOISTURE CONTENT) AS DETERMINED BY A.A.S.H.T.O. T-99 METHOD A. 8. UNLESS OTHERWISE NOTED, PIPE USED FOR STORM SEWER CONSTRUCTION, SHALL BE REINFORCED CONCRETE, CLASS III, WALL 'B' (A.S.T.M. C 76) 9. REFER TO THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS (CURRENT EDITION) FOR CONSTRUCTION DETAILS NOT INCLUDED HEREIN. 10. UNLESS OTHERWISE NOTED HEREIN V.D.O.T. STANDARD IS -1 SHALL BE APPLIED TO THE INVERT OF ALL DRAINAGE STRUCTURES. 11. ALL STRIPING AND SIGNAGE SHOWN HEREON IS TO BE SUPPLIED AND INSTALLED IN CONFORMANCE WITH THE SPECIFICATIONS AND/OR REQUIREMENTS CONTAINED IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS & HIGHWAYS (M.U.T.C.D.) AND VIRGINIA SUPPLEMENT THERETO AS WELL AS THE LOUDOUN COUNTY FACILITIES STANDARDS MANUAL (F.S.M.). GENERAL t METHOD 'A" PPE BEDDING SILL SE USED FOR ALL TYPES OF PPE CILVERIS WTTN THE XVRR:I$E HEIGHT OF COVER RANGE NOTED N THE STANDARD K-1 TALES W2SS, OTHETB SE NOTED ON THE PINTS 2. H - HEIGHT OF COVER IEMAIRFD FROM TOP OF CILVERT TO FINISHED GRAIOE. 3. b - EXCAVAToR DERTH AS SHOWN M RAM OR To Fn, BEARNG SOL CIRCULAR PIPE t D OITSDE dAETER OF PPE. 2. d - raDE GARTER OF PPE. J. % . "DTH OF CLAS$ BMMFEL WTFMIL BFTOD THE E%TIRMTY OF LIE PPE. X . 6 ! %wWMETE 6 LESS TNA1 ]6". . 4Y HFIE E JB" AND BEATER. 4. WHERE DIRECTED BY THE ENGHEER. BLOBIG NORAL EARTH FDN)AnOIBi ODER ROUTH V?&KCEYPEBEXCNT ACO PPE) M' AND LESS N LNEIER WITH IEMYR OF COYER 15' OR LESS S. REBL/R 3XXFILL WTFAK WT BE USED N EJEU OF CLASB I BA NFLL MTETUL FOR ALL FOUDATIIXN TYPA FOR ROUTWE ENRRANO PPE D)OEPT R iEM PPE) 3O .AD LECs IN OAETER WITH HEIGHT OF COVER 15 -OR LESS. B. BEDDING "TERM AND Q I NDNFLL WTEMAL WY BE EIXHLTE , FOR SHOULDER SLOT HET LL -UI OUTLET MMES INSTALLATIONS. ELLIPTICAL PIPE t s, • OUTSIDE SPAN g SIGN OF PPE. 2. S2 • NEDE SPAN p EWSxM OF PP£. 3.R BRSEE MS pp1LCN OF PPE. 4.X _ "DTH OF CLA55 IBIO6E1 IUTELIL BEYBD TIE F%IREMTT O THE PIPE. X - 1C' ,WERE 5215 LESS THAN 34'. X - m• WHERE s Ism. AND GREATER 5. WHERE N cC BY THE . BEDOD ITERAL WY K ELYNATED PGL NOIBIIL MONI FOL DATDHS UNDER ROUTINE ENTRANCE PPE WHERE S2 B 38" OR LESS AND HEIGHT OF COVER 15.OIR Un. 8. IEGLM BM15L1 "TELA WY ff USED N LEV 6 CM/S$ I BN15LL WTERIIL FGR Al TYRO FBS RGRIE FMRAI.T PPE WIpE 52 6 N" CR LE50 ND HEIGHTIBHIT OF a COVER ER u'oR EEss PIPE ARCH L s - SPAN DRQN9BN OF PK. 2. R - MSE DLEH61a11 OFMM. 3. B -SEE PC -1 TAKE FOR AMMXALE PFE WTEROL 4. % - WDTH- OF CLASS 111 B WHE TEMAL BEYOND TE%TIEERY OF THE PPE. 12" WHERE 52 S an TWA b". • • W. WIE1E S2 S W" AND GRATER 5. METE DIECTED BY THE EIWNEFR. BEDMNG WTERSAL WY BE EEuMN F D FOR NGNAL EARTH FOBDATDNS ENDER RBRPE ENTRANCE PPE WHERE S2 IS 35" GS LEA AD NEI OF COVER IS'Gt EAS 6. REDEEM BICH6LL MATERIAL MY BE USED N LEU OF CLASS BICKFU "TENURE FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRNDE PPE HERE S B 3YA OR an ND IEIOn OF UVEB 15 -OR LAS. M INSTALLATION OF PIPE CULVERTS & STORM SEWERS ROH) AMIDBEsLIDADS 302 GENERAL NOTESDOS IEvaDH DAIS SHEET , DF , VRONA DEPARTMENT OF TRASPORTATDIN p7.DD TOP OF FILL NOTE: PAVEMENT THICK OF 6.0. SOIL TESTS OF CBR FOR ACTUAL DETE CONSTRUCTION. ALL S OF OPTIMUM MOISTURE NOTE: LIMITS OF FULL I HOLLOW ROAD, SHALL E VDOT INSPECTOR AND I NO PROJECTION OF OP OF Page 3 of Page 2 of 3 RDCK ®BEDDING PLAN STATUS otherwise. A VDOT representative s V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) during the construction and testing of I DESCRIPTION encountered during the course of construction shall be immediately brought to the attention of V22. In accordance with Section 302.03, 0 the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be larger shall be explored below the bot determined by the engineer and approved by VDOT. of the foundation. The contractor shad V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT and VDOT for approval prior to pla 1m of the excavation to determine the type and condition representative prior to placement of fill. A VDOT representative shall be present to insure the Road and Bridge Standard PB -1. WI 2/11/20 soil sample(s) obtained for CBR's is representative of the location. When soil samples are encountered, the foundation design ar submitted to private laboratories for testing, the samples shall be clearly identified and labeled as by the engineer and approved by VDO belonging to a project to be accepted by VDOT and that testing shall be performed in accordance ng pipe. Foundation designs shall comply with VDOT with all applicable VDOT standards and procedures. V23. VDOT Standard Guardrail shall be in VIC All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be in accordance with VDOT's installati given by VDOT after grading is mosU: compacted in accordance with the lift thicknesses, density and moisture requirements as ' specified in the current VDOT Road and Bridge Specifications. Certified copies of test reports V24. Approval of these plans shall expire fi' shall be submitted to VDOT daily, unless specified otherwise. 3D' cAR 30uAx. i t V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and/or V25. VDOT Standard CG -12 Curb Ramps as specified by VDOT. specified by VDOT. V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all n criteria. Final approval of the guardrail layout to be pipes identified on the plans as storm sewer pipe and a select number of pipe culverts. For pipe V26. The foundations for all box culverts culverts, a minimum of one pipe installation for each size of each material type will be inspected advanced below sed aproposed four datnot A COPY OF THE ORIGNA SEALED AD SHE IGD DRAWMG Is ON FEN E THE CENTRAL OFFICE. TYPICAL PAVEMENT MARKING or [en percent of the total amount for each size and material type summarized. All pipe dation. The contractor founshall submi installations on the plans not identified as storm sewer pipe shall be considered as culvert pipe exploration to the engineer and VD ROAD AND STANDARDS for inspection purposes. Additional testing may be required as directed by the Area Land Use designs shall comply with VDOT Rc 704 Engineer or their representative. where rock is encountered and cast -in REVISION DATE 1 SHEET I a . six (6) inches. Where soft, yielding, V17. The installation of any entrances and mailboxes within any dedicated street rightof--way shall foundation design and/or need for fou meet VDOT minimum design standards and is the responsibility of the developer. and approved by VDOT. V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings LEGEND shall be investigated by means of exploratory borings shall be installed by the developer in accordance with the Manual On Uniform Traffic Control Devices. V19. The developer shall provide the VDOT Land Development Office with a list of all material - -= I_ = sources prior to the start of construction. Copies of all invoices for materials utilized within any copies of borehole logs and report findings of foundation dedicated street rightof-way must be provided to the local VDOT Land Development Office PROPOSED STORM DRAIN prior to acceptance of the work. Unit and total prices may be obscured. V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be determined using the density control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified MILL EXISTING A MINIMUM DE AND OVERLAY SURFACE MIX SMOOTH LAP : 6. A GRADING PERMIT SHALL BE OBTAINED FROM PUBLIC WORKS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES. 7. ALL FILL, SUBBASE AND BASE MATERIAL WITHIN RIGHT-OF-WAYS OR OTHER AREAS SUBJECT TO LOADING, SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY (WTHIN 2% OF OPTIMUM MOISTURE CONTENT) AS DETERMINED BY A.A.S.H.T.O. T-99 METHOD A. 8. UNLESS OTHERWISE NOTED, PIPE USED FOR STORM SEWER CONSTRUCTION, SHALL BE REINFORCED CONCRETE, CLASS III, WALL 'B' (A.S.T.M. C 76) 9. REFER TO THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS (CURRENT EDITION) FOR CONSTRUCTION DETAILS NOT INCLUDED HEREIN. 10. UNLESS OTHERWISE NOTED HEREIN V.D.O.T. STANDARD IS -1 SHALL BE APPLIED TO THE INVERT OF ALL DRAINAGE STRUCTURES. 11. ALL STRIPING AND SIGNAGE SHOWN HEREON IS TO BE SUPPLIED AND INSTALLED IN CONFORMANCE WITH THE SPECIFICATIONS AND/OR REQUIREMENTS CONTAINED IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS & HIGHWAYS (M.U.T.C.D.) AND VIRGINIA SUPPLEMENT THERETO AS WELL AS THE LOUDOUN COUNTY FACILITIES STANDARDS MANUAL (F.S.M.). GENERAL t METHOD 'A" PPE BEDDING SILL SE USED FOR ALL TYPES OF PPE CILVERIS WTTN THE XVRR:I$E HEIGHT OF COVER RANGE NOTED N THE STANDARD K-1 TALES W2SS, OTHETB SE NOTED ON THE PINTS 2. H - HEIGHT OF COVER IEMAIRFD FROM TOP OF CILVERT TO FINISHED GRAIOE. 3. b - EXCAVAToR DERTH AS SHOWN M RAM OR To Fn, BEARNG SOL CIRCULAR PIPE t D OITSDE dAETER OF PPE. 2. d - raDE GARTER OF PPE. J. % . "DTH OF CLAS$ BMMFEL WTFMIL BFTOD THE E%TIRMTY OF LIE PPE. X . 6 ! %wWMETE 6 LESS TNA1 ]6". . 4Y HFIE E JB" AND BEATER. 4. WHERE DIRECTED BY THE ENGHEER. BLOBIG NORAL EARTH FDN)AnOIBi ODER ROUTH V?&KCEYPEBEXCNT ACO PPE) M' AND LESS N LNEIER WITH IEMYR OF COYER 15' OR LESS S. REBL/R 3XXFILL WTFAK WT BE USED N EJEU OF CLASB I BA NFLL MTETUL FOR ALL FOUDATIIXN TYPA FOR ROUTWE ENRRANO PPE D)OEPT R iEM PPE) 3O .AD LECs IN OAETER WITH HEIGHT OF COVER 15 -OR LESS. B. BEDDING "TERM AND Q I NDNFLL WTEMAL WY BE EIXHLTE , FOR SHOULDER SLOT HET LL -UI OUTLET MMES INSTALLATIONS. ELLIPTICAL PIPE t s, • OUTSIDE SPAN g SIGN OF PPE. 2. S2 • NEDE SPAN p EWSxM OF PP£. 3.R BRSEE MS pp1LCN OF PPE. 4.X _ "DTH OF CLA55 IBIO6E1 IUTELIL BEYBD TIE F%IREMTT O THE PIPE. X - 1C' ,WERE 5215 LESS THAN 34'. X - m• WHERE s Ism. AND GREATER 5. WHERE N cC BY THE . BEDOD ITERAL WY K ELYNATED PGL NOIBIIL MONI FOL DATDHS UNDER ROUTINE ENTRANCE PPE WHERE S2 B 38" OR LESS AND HEIGHT OF COVER 15.OIR Un. 8. IEGLM BM15L1 "TELA WY ff USED N LEV 6 CM/S$ I BN15LL WTERIIL FGR Al TYRO FBS RGRIE FMRAI.T PPE WIpE 52 6 N" CR LE50 ND HEIGHTIBHIT OF a COVER ER u'oR EEss PIPE ARCH L s - SPAN DRQN9BN OF PK. 2. R - MSE DLEH61a11 OFMM. 3. B -SEE PC -1 TAKE FOR AMMXALE PFE WTEROL 4. % - WDTH- OF CLASS 111 B WHE TEMAL BEYOND TE%TIEERY OF THE PPE. 12" WHERE 52 S an TWA b". • • W. WIE1E S2 S W" AND GRATER 5. METE DIECTED BY THE EIWNEFR. BEDMNG WTERSAL WY BE EEuMN F D FOR NGNAL EARTH FOBDATDNS ENDER RBRPE ENTRANCE PPE WHERE S2 IS 35" GS LEA AD NEI OF COVER IS'Gt EAS 6. REDEEM BICH6LL MATERIAL MY BE USED N LEU OF CLASS BICKFU "TENURE FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRNDE PPE HERE S B 3YA OR an ND IEIOn OF UVEB 15 -OR LAS. M INSTALLATION OF PIPE CULVERTS & STORM SEWERS ROH) AMIDBEsLIDADS 302 GENERAL NOTESDOS IEvaDH DAIS SHEET , DF , VRONA DEPARTMENT OF TRASPORTATDIN p7.DD TOP OF FILL NOTE: PAVEMENT THICK OF 6.0. SOIL TESTS OF CBR FOR ACTUAL DETE CONSTRUCTION. ALL S OF OPTIMUM MOISTURE NOTE: LIMITS OF FULL I HOLLOW ROAD, SHALL E VDOT INSPECTOR AND I NO PROJECTION OF OP OF Page 3 of RDCK ®BEDDING PLAN STATUS all be notified and given the opportunity to be present SRCFIcnTRNIS. DATE DESCRIPTION e control strip. TAPERS ISO OR LE557 DO NOT USE DOTTED EXTENSION UNLESS SPECFEO N THE 2, ALL PAVEMENT MARXNGS SNN,L BE WST4LEO IN ACCORDANCE CONTRACT COCUI£NTS. WITH THESE STANDARDS. THE MUTED. AND THE VN A 9/23/19 DRAFT SET foundations for pipe culverts thirty-six (36) inches and THE CONTRACT DOCUIENTS. I 319 11 27/20 FIRST SUBMISSION TO:NCIES SECOND SUBMISSION TOGAGENCIES 1m of the excavation to determine the type and condition 6- WMIN CLASS I BALNFLL MATERIAL RACED DIRECTLYOVER SHNL BE AS SPEMED N THE CONTRACT DOCWENTS. 2/11/20 SIGNATURE SUBMISSION report findings of foundation exploration to the engineer OR IT OF CLASS I SACW FEL MATERIAL. 5. CROSSWKX WARWMSA IF PROVIDED, SHALL SE N ACCORDANCE N ACCORDADE WITH SECTION .312 OF THE ROAD AND BRIDGE ng pipe. Foundation designs shall comply with VDOT SRCFICATIONS. SOLO WHITE LLE TO EW OF DOTTED EXTENSION ae soft, yielding, or otherwise unsuitable foundation is SKINFED N THE CONRKL 4GAP /or need for foundation stabilization shall be determined 3D' cAR 30uAx. i t alled where warranted and/or as proposed on these plans BOTTCII DI ARROW AT BEONNIN4 n criteria. Final approval of the guardrail layout to be 4' uIN. complete. A COPY OF THE ORIGNA SEALED AD SHE IGD DRAWMG Is ON FEN E THE CENTRAL OFFICE. TYPICAL PAVEMENT MARKING ` MMS e (5) years from the date of the approval letter. ROAD AND STANDARDS 704 UNSIGNALIZED INTERSECTIONS Tall be installed where indicated on these plans and/or as REVISION DATE 1 SHEET I a . VIRGNA DEPARTMENT cF TRANSPORTATION 01/15 13b.N1 LEGEND shall be investigated by means of exploratory borings elevation to determine the type and condition of the - -= I_ = EXISTING STORM DRAIN copies of borehole logs and report findings of foundation PROPOSED STORM DRAIN T for approval prior to constructing box. Foundation EXISTING CONTOUR J and Bridge Standard PB -I. Contrary to the Standard, Glace box is proposed, the thickness of bedding shall be PROPOSED CONTOUR ar otherwise unsuitable foundation is encountered, the EXISTING SANITARY SEWER dation stabilization shall be determined by the engineer PROPOSED SANITARY SEWER EXISTING WATER LINE W PROPOSED WATER LINE EXISTING TREE LINE EXISTING TREE (FOR TREES TO REMAIN OR TO BE j REMOVED, SEE LANDSCAPE PLANS). ® T7 30 PROPOSED LIMITS OF CLEARING EXISTING SPOT ELEVATION CL +3750 PROPOSED SPOT ELEVATION PROPOSED PAVEMENT WIDTH = 24' 6a 10> c AREA DRAIN G WATER METER CROCK -EXISTING LANE EXISTING LANE +-4 PROPOSED FIRE WIDTH VARIES WIDTH VARIES HYDRANT EXISTING FIRE HYDRANT SLOPE VARIES 208%PROPOSED -0' SANITARY LATERAL T I SANITARY SEWER MANHOLE REFERENCE NUMBER 1.5" SM -9.5A IVEMENT TO 3" BM -25A O % STORM SEWER STRUCTURE REFERENCE NUMBER 1 OF 1.5" i TH FINAL 8" 21-B OR MATCH EXISTING PROPOSED CURB AND GUTTER PROVIDE SECTION WHICHEVER IS GREATER (VOOT STD. CG -6) VT COMPACTED SUBGRADE VDOT STD. UD -4 (OUTLET TO CG -6 CSR SPILL AND TRANSITION CURB AND GUTTER PROPOSED STORM STRUCTURES) 7!7!!� PROPOSED DRAINAGE CURB CUT INDIAN HOLLOW ROAD IMPROVEMENTS ® RIPRAP N.T.S. TRAFFIC BARRICADE UTILITY PREBLAST ESS SHOWN ARE BASED ON AN ASSUMED CBR VALUE UBGRADE MUST BE PERFORMED TO DETERMINE THE I PROPOSED SIDEWALK IINATION OF REQUIRED PAVEMENT THICKNESS PRIOR TO �, �L1J� PROPOSED HANDICAP RAMP 3GRADE TO BE COMPACTED TO 95% DENSITY AT t2% ONTENT PER AASHTO-T99 METHOD. O STREET SIGN ;PTH PAVEMENT WIDENING ALONG ROUTE 798, INDIAN , STOP SIGN DETERMINED BY EXCAVATION IN THE PRESENCE OF A TCHING CORE SAMPLES PER WP -2 DETAIL n YIELD & RIGHT TURN ONLY COMBINATION SIGN . BUILDING EGRESS ABOVE GROUND LINE WINE I 4N. V V DJ % BEDDING VIE DJ R D X BEDONG MN. 1/W 0� T MATERIAL 'ER PER OF H 1W`Le .24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FC JNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION BOVE GROUND LINE NORMAL EARTH FOUNDATION I �R Nnoo RDCK ®BEDDING MATERIAL H ACCORDANCE WITH SECT" 302 OF THE ROAD AND BRIDLE PATTERNS OF LONGITUDINAL LINES NOTES: SRCFIcnTRNIS. THIRD LANES! USE LfpEN LNE (W LINE NEGMNTS / SO cmP D. 1. STOP LIES a L BE 24 INCHES IN WIDTH. TAPERS MORE THAN 100: USE DOTTED E%TENSION 12 LINE SEOKNTS / 4'GAPSL CLASS I BACKFILLWTEMA W ACCONDANCE TAPERS ISO OR LE557 DO NOT USE DOTTED EXTENSION UNLESS SPECFEO N THE 2, ALL PAVEMENT MARXNGS SNN,L BE WST4LEO IN ACCORDANCE CONTRACT COCUI£NTS. WITH THESE STANDARDS. THE MUTED. AND THE VN A WITH SECTOI 302 OF THE ROM AND BRIDGE SUPPLEMENT TO THE WJTCD.UNLESS OTHERWSE SPECFEO N SPECITICATIDHS. THE CONTRACT DOCUIENTS. I FOR PLASTIC PIPE : 3. THE LOCATION. WIDTH, MD TYHS OF THE PAVEMENT MARNNCS 6- WMIN CLASS I BALNFLL MATERIAL RACED DIRECTLYOVER SHNL BE AS SPEMED N THE CONTRACT DOCWENTS. PPE AND PA REGULAR BKFSLLL MATERIAL, 4. TURN ARROWS SHALL L N ACCORDANCE WITH SHEET 3. OR IT OF CLASS I SACW FEL MATERIAL. 5. CROSSWKX WARWMSA IF PROVIDED, SHALL SE N ACCORDANCE N ACCORDADE WITH SECTION .312 OF THE ROAD AND BRIDGE WRN SHEET 4. SRCFICATIONS. SOLO WHITE LLE TO EW OF DOTTED EXTENSION OF FLLI I I .-TOP OF Fu LW. 1/D DJ AA. AA. -.. MiH WTERHA FOUNDATION SOFT, YIELDING, OR OTHERWISE UNSUITABLE MATERIAL MATERIAL N ACCORDANCE OF THE ROAD AND BRIDGE HE REGULAR RAO6LL "TEM. TH SECTION 302 OF THE ROAD 'ICATIONS, NOTES FOR GENERAL NOTES ON PPE BEDDWG SEEINSTALLATION OF PPE CULVERTS AID BTEWW SEWEM GENERAL NOTES ON SHEET 107.00. CRUSHED GLASS CONFORMNG TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26 MAY BE USED N PLACE OF CLASS I BACHFILL. -" NOM AND BRIDGE STANDARDSIN5TALL. OF PIPE C LVERTS AND STORM SEWERS REFE E EET , a 4 REVTON DATE CIRC. PIPE BEDDING I AND BACKFILL - METHOD "A" 302 D7.01 07/19 VIRGINIA EPARTNENT O TRANSPORTATION 303 OP M. J HN No. 23 Zin/2020 SCALE SHEET 2 OF 1% SP -0001 �R Nnoo FM-] LovNoo I 'j PATTERNS OF LONGITUDINAL LINES NOTES: o�N THIRD LANES! USE LfpEN LNE (W LINE NEGMNTS / SO cmP D. 1. STOP LIES a L BE 24 INCHES IN WIDTH. TAPERS MORE THAN 100: USE DOTTED E%TENSION 12 LINE SEOKNTS / 4'GAPSL TAPERS ISO OR LE557 DO NOT USE DOTTED EXTENSION UNLESS SPECFEO N THE 2, ALL PAVEMENT MARXNGS SNN,L BE WST4LEO IN ACCORDANCE CONTRACT COCUI£NTS. WITH THESE STANDARDS. THE MUTED. AND THE VN A SUPPLEMENT TO THE WJTCD.UNLESS OTHERWSE SPECFEO N THE CONTRACT DOCUIENTS. 3. THE LOCATION. WIDTH, MD TYHS OF THE PAVEMENT MARNNCS SHNL BE AS SPEMED N THE CONTRACT DOCWENTS. 4. TURN ARROWS SHALL L N ACCORDANCE WITH SHEET 3. 5. CROSSWKX WARWMSA IF PROVIDED, SHALL SE N ACCORDANCE WRN SHEET 4. SOLO WHITE LLE TO EW OF DOTTED EXTENSION TARR UNLESS OTIERWSE2'W1WTE LH MCNENT SKINFED N THE CONRKL 4GAP M WHITE LH SEOENI YELLOW EDGE LH 4'IN, DOOUMENTS. 3D' cAR 30uAx. i t BOTTCII DI ARROW AT BEONNIN4 OF FILL WIDTH TURN LAVE. 4' uIN. SPEOFICATDN 'EF'"ENCE A COPY OF THE ORIGNA SEALED AD SHE IGD DRAWMG Is ON FEN E THE CENTRAL OFFICE. TYPICAL PAVEMENT MARKING ` MMS ROAD AND STANDARDS 704 UNSIGNALIZED INTERSECTIONS REVISION DATE 1 SHEET I a . VIRGNA DEPARTMENT cF TRANSPORTATION 01/15 13b.N1 OP M. J HN No. 23 Zin/2020 SCALE SHEET 2 OF 1% SP -0001 �R Nnoo Q LovNoo I 'j \MND I o�N OP M. J HN No. 23 Zin/2020 SCALE SHEET 2 OF 1% SP -0001 NOTE: WHEN A PEDESTRIAN ACCESS ROUTE CROSSES PC aQtCIM ENTRANCE i A THE CROSS SLOPE SHALL BE RX FEW WOTN OF 5 FEET. <G_tl E WA ..sixET APPROACH SNE SURFACND GENERAL NOTES IRpEA TO BE AS M' GI A5 AIRLINE ROADWAY (SEE NOTE 3) 0 % SHOWN CEN RM(5) WORAM 1. WHEN 1$D N caNANLTgN Nin sTMNIAp c6a 1 .3% 1 TO HAS M CG -r. TIE CURB FACE W THS STMD.VN 6 TO I LESS THAN 50D VPD SHOWN W 0.N151 H MMSTED TO MATCH THE MOUNTABLE CUSS Bsl 7BW CG -2 OR CG -6 CpFOWATKNI / WE fi. EXISTA PAVEMENT YARKNGS MD MAKERS WITHIN THE PROXCI / B J 2. SEE STMO4W CG -q Fat CWS RAMP DESM TO H AT TE -N LOCATIONS SHALL BE TESTED USING A D FOOT SEMI r BEER" USED NTN THIS STAND $ICEWALR MASUFD FROM THE NVERT OF TE WIFAL NOTEE OPTIMAL UNPAVED SPACE LENGTH OF SLOT N WLL.N EVERT CAM.BE 6. L 3. MAFLNE PAVEMENT AIKL H CONSTRUCTED TO THE INEZ____ -- ___ _ RI LH (EXCEPT ANY SLBGRODE STABILIZATION �P2(9�>.sae>•eselel t RE&X FOR YWLNE PAVEMENT WHiLH CAN H AWA77 EOAT451OH OMITTED N THE ENTRANCES O(MI ���o 4. RADIAL CURB OR COMBINATION CURB NO WTTER BOTH -B- 2'-0" OR AS YMINE ROOwAv SnNIHLONSiRUCTEO BEYOND THE R/W LINE OTW HPLALEMEN%FPOSES. SHOWN W TYPICAL SECTION A --W t7iIR1•iE�'.�7©�iaczsalr.>a:il ..D PLAN VIEW ENTRANCE NOTES CwQdOS SXNL H HRIIWm BT RE COMIRETURNS 5. WHEN THE ENTRANCE RNW CANNOT ACCOMMODATE THE ®OiIISW��O iUNNL HdMEYENiS a .NTICPATED HEAVY TRW( Y 6 If31ER DINAR RE BOTTOM O 11E MAINLINE ROADWAY SLOPE TRAFFIC. THE DEPTH FW $BEWMK 4 CINE RAMPS NICK fiE#FfES>•DECS��E67. N' PARABOLIC CURVE ENTRANCE OREYI WITHIN 'M LIMIT M THE RI AD H A INCREASED i0 l". LSEE CGdA EDGE OF PAVEMENT OR ... MANX. D FELr ro TE RXIISCE OPTIMAL FLOW LFE GRACE CHANCE ® _ - 0 6. KARS RtE TO INDICATE WHEN CONSTRUCTION OF A FLOW WHEN SPECIFIED W THE KANS THE NVERT IS LHE LINE IS REGOREO TO PROVO POSITIVE DRAINAGE ACROSS LAW WEW/DWAY _ _ _ _ANTE TL THE ENTRANCE. IT PPLO FOR THE BTRICTCE. D J. THE DESNOBLE AND YAXWM ENTRANCE MADE CHANCES GRADE CHANCE "D" ME LISTED Al THE ALLORMLE ENTRANCE GRACE LENGTH H ADDLE RW L SOWN W SHEET 1 D TABLE. THESE VKHS ARE NOT ARPI.MIBLE TO STREET 8. ML COIOIECTICNS. Y WARN LM FOR FOR OF MD YATERMS HLENTAL TO THE SHAANG 6 TO BE COMMERCIAL ENTRANCE INTERSECTION NOTES 2". 6'L B. WHEN CG -II IS USED FOR STREET CONNECTIONS. THE ® CONSTNMT GRAPE CHANGES WITH A PMAR IL CURVE, CONNECTION MOST H DESIGNED N ACCORDANCE WITH ©� N LEU O DOWELS A 2" X 4" MSNTpPOLICY MD THE APPLICABLE REOD'REMENiS 4i.'t't�'•9I SECTION A - A OF T psiDAITCERoon DESCH MMA,RFE'OAu''F INCLUDING STOPPING rr>i m SIO+,G o sra sn� DIAMETER 8. 3• DIAMETER WEER WAS TO E LOCATED TO 8. OPiWEMENTS NA iLOALR WY REOWARNING OF A �� }� PRO VCE POSITIVE gtM1IGE m 1 ACROSS HE NMRHCTRN. v E,e>•a o� ALLOWABLE ENTRANCE GRADE CHANGES m o sr.'a s''f A3ESI CHTE � SECTION C -C NOTE: MLOWMEE ENTRANCE MME TABLE 6 WT APKCAI TO STREET CONNECTIONS SREFfl"AIO METHOD OF TREATMENT -,VOoT WAD IM BROOE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REYISIw GATE SHEET 1 a 1 VIRGINIA DEPARTMENT OF TRANypxTATIaN 0715 2DS.W NOTES 1. TRIMS ENI MAY H RECAST M CAST N PACE. 2. CONCRETE TO H CLASS AT F CAST N PIKE. 4pD0 PIR F PRECAST. ]. COMBINATION CUIS M CABG HAVING A ROANS O XO FEET M LESS (ALONG FACE O WISH SHNL CORE,H P/O FOR AS IIIDIK CCAEPNION a. FOR H1H OPEN -GRADED WITH STAB® £N -GRADED AGE LAYER. TH BOTTOM O THE CURB B OUTER 3UNJ. BE CONSIRFIFD PMAI TO THE SLOPE OF MBABE COMBES A r0 THE DEPTH O THE PAVEMENT. 5. ALLOWABLE CRITERIA 1$ O TA FOR TCO-5 6 BASED ON ROADWAY CLASS4%A1ON NO DESICH A SPEED OWAY N PIPE TTD A O R TRROAR DESHW YARN. IN M SECTION W GS OREM STANDARDS. D, ENTRANCE VaaE MAX CNMKIE q' DESIRABLE 1 YIXNW wCN MORF 1MIN (SCO vPo 0 % ] i WORAM 1 500-60) VPD 1 .3% 1 6% LOW I LESS THAN 50D VPD I s6x ex NOTE: MLOWMEE ENTRANCE MME TABLE 6 WT APKCAI TO STREET CONNECTIONS SREFfl"AIO METHOD OF TREATMENT -,VOoT WAD IM BROOE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REYISIw GATE SHEET 1 a 1 VIRGINIA DEPARTMENT OF TRANypxTATIaN 0715 2DS.W NOTES 1. TRIMS ENI MAY H RECAST M CAST N PACE. 2. CONCRETE TO H CLASS AT F CAST N PIKE. 4pD0 PIR F PRECAST. ]. COMBINATION CUIS M CABG HAVING A ROANS O XO FEET M LESS (ALONG FACE O WISH SHNL CORE,H P/O FOR AS IIIDIK CCAEPNION a. FOR H1H OPEN -GRADED WITH STAB® £N -GRADED AGE LAYER. TH BOTTOM O THE CURB B OUTER 3UNJ. BE CONSIRFIFD PMAI TO THE SLOPE OF MBABE COMBES A r0 THE DEPTH O THE PAVEMENT. 5. ALLOWABLE CRITERIA 1$ O TA FOR TCO-5 6 BASED ON ROADWAY CLASS4%A1ON NO DESICH A SPEED OWAY N PIPE TTD A O R TRROAR DESHW YARN. IN M SECTION W GS OREM STANDARDS. D, DEPTH O INLET IN TO E SHOWN ON PANS. CASH ET E Lggll Ca OS. REWiaFc•10 BIFfEL LBS 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL WEET OR EXCEED THE DEPTHS ND TYPES OF THE LAYERS OF EXISTING PAVEMENT. 0.0208 SHALL H ADDRESSED IN THE PAVEMENT DESIGN. 0.026 2x R�2" 50D FEET MMT. 0.008 Bsl 0.60 Bsl S. THE OWNER MAY REQUIRE THE WILLING DEPTH OF THE EXISTING PAVEMENT TO H MJOSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. WE fi. EXISTA PAVEMENT YARKNGS MD MAKERS WITHIN THE PROXCI Bum fH URMEMS OF SECTION 315 OF THE SPECFICATDM EXCEPT THAT ALL .ONTS AT TE -N LOCATIONS SHALL BE TESTED USING A D FOOT SEMI N MCOROM(CE WIN THE HgAREMryiS Of SECTION 36 O THE SFECIMATDNS. PLAN W' OAOl9pM5 ME APPROXIMATEMY MASUFD FROM THE NVERT OF TE WIFAL 6. WIEET PR TO H SECLWLY CONECTW TO M-12 ON OTHER ORNNNE LENGTH OF SLOT N WLL.N EVERT CAM.BE 6. WR#TE wMN11TE5 sWA NE FORDEPTH 4F�41E�� • D 0. 3' qME �P2(9�>.sae>•eselel D _ D , D, O(MI ���o �-,asea 06P1/fED BV PRS 61ST E WDW ED TO ORIffD IN LEU O PERFdEAiiD PPE. s o sr•�ssa n"XC' t7iIR1•iE�'.�7©�iaczsalr.>a:il ..D (STEW 1WEWNRnES FOR ALLY$ O MINI L8E N f111EA dECTOX. CwQdOS SXNL H HRIIWm BT RE COMIRETURNS E7E4F70 ®OiIISW��O DFFFIRIT HPIF6 /(O O( AIBTMCT 0.33 6 If31ER DINAR RE BOTTOM O 11E R•1� t±! RAN VERY O HET SH BTMD/AD C -3A fiE#FfES>•DECS��E67. OAY NA®t a IE41 NNDNIE N SITUATIONS WHEN FILL DEPTH O STAEBID OSTI.OMDEB N*1131L CANNOT A A OF AT STMLW9 OR PCDIC O WATSH WOTx FELr ro TE RXIISCE N THE INPREVENTTS THE COST O RIALTO O OPAL 3. WHEN SPECIFIED W THE KANS THE NVERT IS fiWl7['NEE!.7p�"-'.�i'7E:E�ffi"7IE7�'c'�0®OF3'.)i0�vial�tr1 OTE THE $MONO 6 IS O WE INCL H TRE. N THE W LO PER F PER FONT NISI H IBOEP. DE /NOWT O IT PPLO FOR THE BTRICTCE. D• W. 31 B W.21 EG MAY ALSO H ASID FROA TO O ST/Ef20 OPEN-OIIDEO T. LENGTH H ADDLE RW L SOWN W SHEET 1 ': ratera>•�f(-:a©�©�:�I�Eara©®oix:�o�osa:-as;'T!• 8. ML STm. SXML ROVE A URL O 2 6 TO E LF6" AT 4.O LBS./FT.. FOR OF MD A � tECWIP/CTGR COMBINATION 6" CURB AND GUTTER NOAD AND Oma STANDARDS s02 VIRGINIA, DEPARTMENT H TRM6PREATDH REVISION GATE sEEET 1 aE 1 207.3 2016 ROAD 8 BRIDGE STANDARDS R3A 3B. x FOR aTALS O NET EXPANSION KEYED ..gA�ypp EXPANSIONJOMi P- FROME % COVER SRI HE STO SOFWNX .IONt JCLYliT B//IS fCUTRSTANDARDO-2. yyB BARS GG A. Y y OfTI .. BRSc Ms F g HATH YFNFFE MY BM a WTTER FgDE OF PLAN �A RYEO CONST. AxT I� 1 ITV I B *F' A dRFTERACt _ _________ ___ _• n 5 C I J WS• dMETFRBN5 E BEEP NODE FRONT ELEVATION BIRLANs e (WATER RMDVEd) rW ABT• BERT RATESECTION B -B TV TVR -AN-NOOW- SHALL E NM DETAL SHAUSED CO -3 6 CC -7 ST.,_ A" R GL / •- NVXMREO A., TYPE 8 HOW DETH SHALL H USED WITH CG -2 E CG -6 STRDMBS. AYR A •-TVR 8 /• X A• BTW SENA CONNECTOR WELDED GALVNQED RATE FOR TYPE A TO H BOB W AN .WOLF O 55Gx' TO NOTE RCN AT 2'C -C. CONNECTIONS NR 6 10 H HONORED N7N ''A" X A• STUD SEAR NOSE DETAILS WELDED TO HNT PATE AT YC -C. IIINU`F����Arr-1TT1jj'{EERR����III yy��II EMEND L d -x L BARED PAVEMENT IV x FLOW 411 A,LI SHL I DETAIL WHEN USED FGR LAE W cRADEs ADJACENT TO CURB FGR USE N SAD; WITHOUT GUTTER BOTH SDI To H SYMMETRICAL XVO°T STANDARD CURB DROP INLET RE�� TWO DD BRIDGE STANDARDS SHEET 1 a 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) • 8' zn Da_OR CB/lD VIROW A DEPARTMENT Of TRANSPORTATION x2 PLAN VIEW WELDED WR FADNC 6re-W21X W2.1 F A PO -4 SCHEDULE OF REINFORCING STEEL IRON W. LENGTH V, R S�� SAME M FI 3 Z} -Y a a• S 0 0 I -Y f -Y a 6• SIRIIGHT O r!• T -B• a s• srBNgli W. SxgM ME FEW ME ANCHOR LOS, WATMI WALL AND JOINT. APPROXIMATE QUANTITIES DEPTH O INLET IN TO E SHOWN ON PANS. CASH ET E Lggll Ca OS. REWiaFc•10 BIFfEL LBS 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL WEET OR EXCEED THE DEPTHS ND TYPES OF THE LAYERS OF EXISTING PAVEMENT. 0.0208 SHALL H ADDRESSED IN THE PAVEMENT DESIGN. 0.026 2x R�2" 50D FEET MMT. 0.008 Bsl 0.60 Bsl S. THE OWNER MAY REQUIRE THE WILLING DEPTH OF THE EXISTING PAVEMENT TO H MJOSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. WE fi. EXISTA PAVEMENT YARKNGS MD MAKERS WITHIN THE PROXCI Bum �l NOTE,J/ OGR4 SOME YM BS SIBEA IE NEA PER LIENR FOOT JA" f ME"pl UM. DOWELS TO H LOCATED AT NL REWRDJOINTS.JS. KVILUE 28 FEW DETAILS OF PPR E SLg,2• RS FOR -24• CULVERTS. ✓' SEE STANDARD DRAWD NGS PS -2 APSC. m CNE WM:yALLS}}�� RPOP�6p Np f fItl1R0 a N1 M11ES ON�TIFABRICF]D OF F.YIE JAI. RIND 'AE FAR Ef6.,0. 7 BARS G SECTION A -A EMO*0• CC MAXYY IYRCN. TRASH BM6 F FEIWmI NIMH 1198.IIIOIM 1318 6 M MTAN WALL E A MABINM OF V IRWIM ENO E CHAMMEL' SECTION 8-B SECTION C -C STANDARD PAVED FLUME ROAD Bx FOR 12' - 24" PIPE RA'ISAW DATE srEEr , DE 1 WIB'iINA DEP DEEML¢GRTATION ron. WP -2 TAC. COAT THE PROPOSED CONSTRUCTION JONI EXISTING LSRIALT LAYERS -------------- EMTA SL®ASE ---------------- ® RENIVE EXISTMD ASPHALT LAYERS TO ® PROPOSED MNNW 11/2 NEN TACK A MNMN T$ LACHES, at GREATER AS H AS DETERS! 0 BY COMES :SEE NOTE LDGE OF CYSTIC P AS DETERMINED M IIEIONi PROPOSED ASPHALT LAYERS PROPOSED 511®ASE :OMPACTED SUBGROE UCTION JOINT DETAIL O SUBBASE AND RERACE WITH PROPOSED ASPHALT WIDENING LAYERS SWNFACE COURSE (SEE NOTE 5) Y TO ABUT THE FCL TNCKRSS OF EN6TA ASPHALT LAYERS NOTES: DEPTH O INLET IN TO E SHOWN ON PANS. I. ASPHALT PAVEMENT WIDENING SMALL HAVE A PAVEMENT DESK%( P ACCORDANCE NM CONTENT VDOT PROCEDURES AN H APPROVED BY THE EWAER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL WEET OR EXCEED THE DEPTHS ND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBARFACE MANI OF THE EXISTING AND PROPOSED PAVEMENU SHALL H ADDRESSED IN THE PAVEMENT DESIGN. 3, A MNAN O THEE CORES SHALL H THEN µCNG THE CEHITI O THE XOHdENT TRAVEL LAE TO DETERMINE THE TYPE AND TNCNESS O EXISTING PAVEMENT LAYERS. THESE Cg1E5 SHALL BE SPAI NO NOW TIM 50D FEET MMT. 4. THE ADJA£NT TRAVEL LANE SHALL H MILLED A MNM.M DEPTH D IGED 7 tY INCHES NREIIWITH AN ASPHAT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENINGSUEACE COARSE. DENTES' WAVED BY TIE ENGINEER. S. THE OWNER MAY REQUIRE THE WILLING DEPTH OF THE EXISTING PAVEMENT TO H MJOSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 1041E0 EVERY 3%Y YAOBN OR /b WIFD ON RMR AR M fi. EXISTA PAVEMENT YARKNGS MD MAKERS WITHIN THE PROXCI LINTS SHRLL BE RESTORED SUBJECT TO THE APPROVAL 6 THE EWRER. 7. FINAL TRAE TRANSVERSE PAVEMENT TN SHALL COEORM TO THE RE URMEMS OF SECTION 315 OF THE SPECFICATDM EXCEPT THAT ALL .ONTS AT TE -N LOCATIONS SHALL BE TESTED USING A D FOOT SEMI N MCOROM(CE WIN THE HgAREMryiS Of SECTION 36 O THE SFECIMATDNS. PLAN W' OAOl9pM5 ME APPROXIMATEMY ROAD ANa STANDARDS ASPM T PAVEMENT WIDENING HET 1 O t I REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 303 D2FIRCAMA DEPARTMENT OF TRANSPORTATION 2016 ROAD 8 BRI E STANDARDS TABLE OF QUANTITIES 3PCFC." REFERENCE 315 DP3A 3B. x ©o®� DEPTH O INLET IN TO E SHOWN ON PANS. T. Na X 8 ALU' 1N DDNlS AT IPPROXWTHY ML THIS MEA, MAY H EMDRH.N WIG( CASE F- 9OOTM WAIL Pvc .OS COLBE1iCAL IS Ct 0 H PLUMED M /LL/ L ADJACENT NON -PERFORATED OUTLET PIPE FOR TR calAmum %A REEL APPLY ONLY TO z THE x DNENSMON 9DYN ON THE STANDARDS TYPE DE PSE CR119wNG STEFIH To CHMCETE To I'HVFHT 1041E0 EVERY 3%Y YAOBN OR /b WIFD ON RMR AR M CURB AND WTTER. EAAIEO FROM THE IMORT OF THE MT IL MIT SPECIFIED ON THE AIMS W I H (ROOD PSH(. RECAST COMCEIE 6 TO E N WALL THCIOESS 0I0 - NCIEs xxx TESTED •MOCa6rq TO ASTM D -24n AT 5I OENECTEN. PLAN W' OAOl9pM5 ME APPROXIMATEMY MASUFD FROM THE NVERT OF TE WIFAL 6. WIEET PR TO H SECLWLY CONECTW TO M-12 ON OTHER ORNNNE LENGTH OF SLOT N WLL.N EVERT CAM.BE 6. WR#TE wMN11TE5 sWA NE FORDEPTH 4F�41E�� PIE TO THE TOP O THE STRUCTURE. 0. 3' qME �P2(9�>.sae>•eselel U. OT O W-2• WITHOUT RES THE MEANT 2, RNM 7 MEMAM NE M4RONWTE ONLY CO ORM MEET 6 i0 H SHAPED TO CONFORM WITH O(MI ���o �-,asea 06P1/fED BV PRS 61ST E WDW ED TO ORIffD IN LEU O PERFdEAiiD PPE. s o sr•�ssa n"XC' t7iIR1•iE�'.�7©�iaczsalr.>a:il S. THE LENGTH O R£ BETWEEN THE WYE CONNECTOR N!1 THE M -n SHALL H WIEO TO W MORE THAN 1-0• TO PERT CAMERA INSPECTION O THE (STEW 1WEWNRnES FOR ALLY$ O MINI L8E N f111EA dECTOX. CwQdOS SXNL H HRIIWm BT RE COMIRETURNS E7E4F70 ®OiIISW��O DFFFIRIT HPIF6 /(O O( AIBTMCT 0.33 6 If31ER DINAR RE BOTTOM O 11E R•1� t±! RAN VERY O HET SH BTMD/AD C -3A fiE#FfES>•DECS��E67. 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V�B;6 \\ \ \ / \ � YO ' SURFACE AS NECESSARY O /`-� \ \ / \ //CLASS 1 RIPRAP i 30 PARCE1/123 l 6.0570 Ai S ♦ ��ONIN � M : / /' ; CLASS 11PRAP I J 0 � 886- — '/ CONVENIENCE SITE \\ `S Oj _ EASEMENT\ \ \ GRpJE� / / // 10 EX 10 TO AIN \ /� 888 \ \V v v A / PIS _ \ TCHLIN - \\. I � � SEE LANDSCAPE PLAN FOR BUFFER PLANTINGS / I I AG FUEL TA � � — ffi � e � 86 PUMP \ Ift \ i `\ 1 `i 0 GRAVEL 11 ® i (� 3ry� $ '{ LL / �� EX BARN \ ` i ffi 1' N � \ \ M► 12 1 PROPANE TANKS • 1 CHAIN LINK FENCE (SEE LANDSCAPE PLAN) ��� JSEA CONTAINERS /�- -4 1 I I I ' � 1 91ffi / PROP. COMPACTOR I\ A FUEL TA K/ %CCESS GATE 1 I I I SAW -CUT CONTROL p� I \ FEEL 1 / L - / AG FUEL TANK OP 0- UTILITY POLES JOINTS ON 10' CENTERS � J ' 11 2] / ` / 92 /,.'•' / 480V PANEL & 45 KVA TRANS. 1 r - WALL PENETRATIONS/CONDUITS TO ----- ------ ------Ls / 912, R25' 3 (CdNCR'" '• BECOORDIN TED WITHELECTRICAL CONTRACi 1 / I Ipl I CONC. EX. BUILDING I I FF=893.50 g.9 2� \ p al � 922, 922, � I 10 ry0 • 93 .8$ TC9'� /926 92ffi TW=902.00 / - ) PROP. COMPACTOR - BW=893.00 8822 — � / T ---------- -------9260 I . ? j II TW=902.00 21 I m BW=893.00 I I CONVENIENCE SITE \ �IJ 9 I \ffi 209e� EASEMENT 1 m 1 TW=902.00 8W=893 SEE LANDSCAPE PLAN 1�II 2. FOR BUFFER PLANTINGS \ \ AC EASEM T I I N LINK FENCE 9 1 V TW=902.00 BW=893.00 1 I / •�, ,a FCP 3 / BOLLARDS / 90 14 gl /; • 1 1 AIN LINK FENCE 46.08'1 18RCP / LA R8' (SEE LANDSCAPE PLAN) 91� 902,90 //� 2.OX I o // � P/N 42-A-229 CL✓ PROPER)7a LLC 1 / / / i IR 8' rn m/ / I/ v • / 1 wI INST. 140004011 ACCESS GATE R15'/ ., ZONINC.B? SEE LANDSCAPE PLAN (FOR BUFFER PLANTINGS / ( /��ar // AIN 50' AP---L1'><.eUFF R PROPOSED STOP SIGN0°j�cot R50' 940- CG-fi 96ffi 971 98990982, c EX. SHED TO AND STOP BAR 1 I -n `b�' g C 0 94� g�T 4'OLE TO BEOCATED GA A BE (REMOVED a OP. STORM ESMT xS' 1IF7 UD 4 ( 1 / g00' SIGHT DISTANCE-�J OLE TO BE ATED - --� - g _ - \ \92 \ 9271 9 \� 9 95- N 995 9 9 1 INV. (890.38)- 60' ft �__ --- „ INV. (891.86 /—NOTE7-UMFTS-OF.FLU DEPTH PAVEMENT WIDENING ALONG 9 — t - - - - T - EX 15 CMP / _ RR - _ _ _ - ROUTE 798, INDIAN HOLLOW ROATT� SHMa BE -DETERMINED WIP ` _ _ BY EXCAVATION IN THE PRESENCE OF A VDOT INSPECTOR �w m op / - D MATCHING CORE SAMPLES PER WP -2 DETAIL. All I 1 PSI Q mo,o0 NNOO I Q \\N N I O�N a U >.(�u 4, �Zz z o ^w�IIII 1--1 P4 ~ o F--4 V w U z Q rWWrhz P- H (�;I,'vim O P. r O O W H H Op o Z U W. J HNSON No. 23 i //0001 A ♦',� �� SCALE: 1"=30' SHEET 5 OF 17 SP -0001 / / / I I � TITLE I SYMBOL 3.02 ONE AUCTION ENTRANCE ENTRANCE CE SF r X N * K 3.05 SILT FENCE 1\I ROCK CHECK DAMS LIMITS OF CLEARING LOC Mol 0 15 30 60 90 7LO SCALE -1 inch = 30 ft. RCP68 kA \ 8 8 G P \ \ \ c\ \\\ \ 9 1 \ \ \ 71 TEM 7 M IS \ \ \ SEDIMENT BASIN I �I NO. TITLE KEYTEMPORARY SYMBOL 3.02 ONE AUCTION ENTRANCE ENTRANCE CE SF r X N * K 3.05 SILT FENCE 3.20 ROCK CHECK DAMS LIMITS OF CLEARING LOC 3.18 OUTLET PROTECTION OP I]I] TEMPORARY DIVERSION DIKE LINE�� co / co DD \\ \\ ° TOTAL CDA -6.05 AC \ as--\ °D TO SEDIMENT BA O \ GOC DD -888 / / I / / �' �AGFUEL TAf M 0� PUMP \ \ — � /It i�' GRAVEL I ® li _ a _ 1 \ \ /@ {I' 1 1 i/ I / �—•---.— ` / FX. PROPANE TANKS, l / � // DD 1. / / ISEA CONTAINER 11 � I / / / /' SF I\\ / AG FUEL TANK -'U I - - - pG �UE AG FUEL TANI�C I VN I CONC. EX. 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I ' \ LINE vv ��jti / \ � CLASS 1 RIPRAP� / � O :?y+ �1 • $fin: �. \ \ PARCEL'1 23 ® ♦ \ o l 6.0570 AC S ♦ CIP CLASS 1 r`xtxP\ \ op 888 I \ I /® / /' / U Pc � I I 40p 00 `ems I �/ \\ •�s�\� �- „ �, / PUI AG FULL m6 an TAJ<7 am MP ftft� ` l p -0.52 / O� � 1g S. / / ��b EX. BARN \ � I GRAVEL 1 \ `\ u� moo_ C-0,70 U \1 .,.,�� / m / fX. PROPANE TANKS �LA CONTAINE S II------ \ , DA=0.75 I �\ A FUEL TA K j U6� �ppKb---7— \I / /' $� /' / C=O.1 L O L:j\ J AG FUEL TANG' I 1 _ I� / _ VN CONC,° I I EX. BUILD)VG FF=893.5 ------------- _ / 882 T_ SF ' 1 I - .41 , I� I , C .7 / I^ I J1 46.08' E RCP — i 1i .OD% I 3I 633 I 1 � � v ( Ig8$� I r— 50' ACTIVF PUFFEF m < I / — i lt'JVA ROUTE INV (890.38) �� R _ �� INV. (891.86 i—ROIE:-tlMI TS -OF -FELL PAVEMENT WIDENING ALONG — — — — — —--- ----- — — — — _ — — —� EX. 15" CMP / _ _ — — — — — _ _ \ ROUTE 798, INDIAN HOLLOW BL DETERMINED—_--- _ BY EXCAVATION IN THE PRESENCE OF A VOOT INSPECTOR /7,:z v AND MATCHING CORE SAMPLES PER WP -2 DETAIL. I � mmoo Op NN 00 I \MN�I \N mf ti 0e a u 1--1 n W0>v acJ ~ o W 1--1 Vi V hW-1 N �o W CC/) o Q Old N w 4'spyTH 0p •,,,� 6Uo N. J HNSON Z > i A z mo� No. 2;5 2/11/2020 �w AL04ololl 09j0 SCALE: 1"=30' SHEET 7 OF 17 SP -0001 PROJECT: Albin Convenience Site BASIN # 1 LOCATION: Per Plan TOTAL AREA DRAINING TO BASIN: 6.05 acres BASIN VOLUME DESIGN WET STORAGE: 1 MINIMUM REQUIRED VOLUME = 67 ou yds. x TOTAL DRAINAGE AREA (ACRES) 67 cu. yds. X 6.05 Acres = 405 cu. yds. AVAILABLE BASIN VOLUME = 406.0 cu. yds. AT ELEVATION 874.40 (FROM STORAGE - ELEVATION CURVE) 3 EXCAVATE 406.0 cu. yds. To obtain required volume (ELEVATION CORRESPONDING TO REQUIRED VOLUME = INVERT OF DEWATERING ORIFICE) 4 AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 33 cu. yds. X 6.05 Acres = 200 cu. yds. 5 ELEVATION CORRESPONDING TO CLEANOUT LEVEL = 873.30 (FROM STORAGE - ELEVATION CURVE) 6 DISTANCE FROM INVERT OF THE DEWATERING ORIFICE TO CLEANOUT LEVEL = 1.10 Ft. DRY STORAGE: (M•4.= 1.0 FL) 7 MINIMUM REQUIRED VOLUME = 67 cu. yds. x TOTAL DRAINAGE AREA (ACRES). 67 cu- yds. X 6.05 Acres = 405 cu. yds. 8 TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER = 424.0 cu. yds. (FROM STORAGE - ELEVATION CURVE) AT ELEVATION 876.00 S= 11,449 cu. ft. Q= 0.07 CIS h law)= 0.55 Ft. A= 0.0186 SF Ed= 0.15 Ft. 9 DIAMETER OF DEWATERING ORIFICE = 2 IN. 10 DIAMETER OF OF FLEXIBLE TUBING = 4 IN. (DIAMETER OF DEWATERING ORIFICE PLUS 2INCHES) PRELIMINARY DESIGN ELEVATIONS 11 CREST OF RISER = 876.00 TOP OF DAM = 878.00 DESIGN HIGH WATER = 8TT.12 UPSTREAM TOE OF DAM = 871.00 12 LENGTH OF FLOW (L) = 120 2.3 EFFECTIVE WIDTH (We) = 51.4 IF > 2. BAFFLES ARE NOT REQUIRED 'X' IF - 2. BAFFLES ARE REQUIRED RUNOFF Q=C•rA 13 Q2 = 6.05 x 0.45 at 5.28. 14.37 14 Cl,, = 6.05 x OA5 x 9.48 se 25.81 (FROM CHAPTER 5) PRINCIPAL SPILLWAY DESIGN 15 WITH EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY OP = Q2 = WA chs ROCK CHECK DAM 320-1 2 ACRES OR LESS OF DRAINAGE AREA Ed6 FILTER CLOTH (DOWNSTREAM NEW) VONT /1 COARSE AGGREGATE FLOW � ?r 3 a ACRES OF DRAINAGE ..a (DOWNSTREAW MEW) • !� • • i COARSE AGGRECUJE er CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) L sn Imus e0 DGW[ a'M' L srYY m nXPlr m n Mrs r.aG 1115148 MOL M la[ O N6S mar a MINm w ftw rat♦, in an K 4. amu AO crown at. TOR ale L•MO 1 BIN 9[ 1m01 [aea•nm ser. llt5�r 11I ti I"2 i) Plate 3.05-1 CLASS I OUTLET PROTECTIONQ NEL <*,CW. - P" OUTILET TO FLATNREA WITH NO DERINEDPL AN VIEW -` ' SECTION A -A FILITER CLOTH KEY IN 6'-g'; RECOMMENDED FOR ENTIRE PERIMEEFIR �W!��•y-•�•- doI :7PIPEE fUMDEFINED CHNNIN13.PLAN VIEWLeSECTION A -A ca- f isFILTER LOTH Kirr IN 6--s RECOMMENDEDFOR THERE RIIJETEREASIVIET. OR CONCRETE2. L. IS THE UENGN OF THE INPRAP APRON AS CeLCULAToUSING PLACES 3.18-3 AND 3.18-4. TEMPORARY STONE 3.oz CONSTRUCTION ENTRANCE Q FILTER CLOTHS t At tMOUNTABLE BERM `NATION O GROUND I I II�Fan -:� ill).;; "T #I a POSITIVE DFINNAGE COURSE AGGREGATE TO SEDIMENT MUST EXTEND RJUL Om TRAPPING DEVaCiE OPERATION 1. IT MM. MN 7FILTER CLOTH SECTION A -A 1SECTION E-6 D"N SPACE ��•/�I�41 •Ia1��� mwcmm SILT FENCE CULVERT INLET PROTECTION OISfANCE 6 fi MINIMUM IF ROW Is TOWARD ROW EMBANKMEm OPTIONAL STONE• • FLOW'1�4W 7�R. VOOT f3. 0357 OR 15 COARSE PENCE IN 'HORSESHOE' �N HIGH VIDLOCITY OF FLOW 6 EXPECTED STORM DRAIN 3.o7 -e INLET PROTECTION Off_ BLOCK & GRAVEL CURB INLET SEDIMENT FILTER 0.1 FlLTERED WATER SEDINENT `CURB ISLET WIRE SCREEN WoDp Sm0 SPECIAL APPLICATION THIS METHOD OF INLET PROTEC 5 APPLICABLE AT CURB INLETS WHERE AN 01ERRga CAPABxAM1 5 NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE SIRUCIUNE. • GRAVEL SHALL BE RIOT /3, 1357 OR 15 COARSE AGGREGATE TABLE 3.35-A WITHOUT EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY 0,= Q,, = 25.81 cts 16 WITH EMERGENCY SPILLWAY: FOR APPALACHIAN It MOUNTAIN AREA MULCHES: ASSUMED AVAILABLE HEAD (h) WA ft. (USING Q2 ) Pa 1000 MA IT = CREST OF EMERGENCY SPILLWAY ELEVATION - CREST OF RISER ELEVATION Commercial or Residentbd WITHOUT EMERGENCY SPILLWAY: I.S2Tms 70A016s. ASSUMED AVAILABLE HEAD (h) = 1.12 IL (USING Q25) 011mboues2 IT = DESIGN HIGH WATER ELEVATION - CREST OF RISER ELEVATION 17 RISER DIAMETER (Dr) = 27 in. ACTUAL HEAD (h) = 1.12 ft. 'I-AUG.31 Gelman Millet (FROM PLATE 3.14-8) NUMBER OF RISERSan 1 -we.) NOTE: AVOID ORIFICE FLOW CONDITIONS. Q I RISER• 25.81 cls 18 BARREL LENGTH 0) = 40 ft. Oonmexsamdrhfa HEAD (H) ON BARREL THROUGH EMBANKMENT = 5.52 ft_ trapping device, or both, and discharged in a manner that does not adversely affect flowing (FROM PLATE 3.14-7) H = Design High Water - Center of barrel elevation 19 BARREL DIAMETER = 24 in. CIMIP prods' Apply. slur,. (PLATE 3.14-A [CORRUGATED PIPE] ) 46110 20 TRASH RACK ANTI -VORTEX DEVICE IApplicable safety regulations shall be complied with. minimum, maintain the structural integrity of the basin during a twenty-five year storm of 24-hour DIAMETER = 42 in. I7, Where construction vehicle access mutes intersect paved or public roads, provisions shall be HEIGHT= 15 in. m free turf mean .,P1Y w10 a (FROM TABLE 3.144)) thatam found to be eroding excessively within one year ofpermanent stabilization shall be provided EMERGENCY SPILLWAY DESIGN rddlblowamhyhmd. 21 REQUIRED SPILLWAY CAPACITY On = Q2s-QP = N/A cfs 22 BOTTOM WIDTH (b) = N/A ft. 18.A// temporary erosion and sediment control measures shall be removed within 30 days after final THE SLOPE OF THE EXIT CHANNEL (s) = N/A ft /foot AND THE MINIMUM LENGTH OF THE EXIT CHANNEL (X) = N/A ft. disposition of temporary measures shall be permanently stabilized to prevent further erosion and (FROM TABLE 3.14-C) sedimentation. ANT -SEEP COLLAR DESIGN 19. Properties and waterways downstream from development sites shat/ be protected from sediment 23 DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 5.00 ft. stormwater runoff for the stated frequency storm of 14 -hour duration in accordance with the SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 3.01 by herd. SLOPE OF PRINCIPAL SPILLWAY BARREL (S ) = 0.0100 ItAoct 1.2cayets. LENGTH OF BARREL IN SATURATED ZONED (Ls) = 37 R 24 NUMBER OF COLLARS REQUIRED= 1 Shredded DIMENSIONS = TW at TW tuda mi.ApplywithamWeh (FROM PLATE 3.14-12) FINAL DESIGN ELEVATIONS bleani chiphandlu,aby 25 TOP OF DAM = 878.00 hand. MIN. TOP of DAM WIDTH 6.00 ft. EMBANKMENT SIDE SLOPE (H:V) 3.01 DESIGN HIGH WATER = 877.12 EMERGENCY SPILLWAY CREST= WA PRINCIPAL SPILLWAY CREST= 876.00 DEWATERING ORIFICE INVERT = 874.40 CLEANOUT ELEVATION = 873.30 ELEVATION OF UPSTREAM TOE OF DAM OR EXCAVATED EXCAVATED BOTTOM OF "WET STORAGE AREA' (IF EXCAVATION WAS PERFORMED) = 871.00 ROCK CHECK DAM 320-1 2 ACRES OR LESS OF DRAINAGE AREA Ed6 FILTER CLOTH (DOWNSTREAM NEW) VONT /1 COARSE AGGREGATE FLOW � ?r 3 a ACRES OF DRAINAGE ..a (DOWNSTREAW MEW) • !� • • i COARSE AGGRECUJE er CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) L sn Imus e0 DGW[ a'M' L srYY m nXPlr m n Mrs r.aG 1115148 MOL M la[ O N6S mar a MINm w ftw rat♦, in an K 4. amu AO crown at. TOR ale L•MO 1 BIN 9[ 1m01 [aea•nm ser. llt5�r 11I ti I"2 i) Plate 3.05-1 CLASS I OUTLET PROTECTIONQ NEL <*,CW. - P" OUTILET TO FLATNREA WITH NO DERINEDPL AN VIEW -` ' SECTION A -A FILITER CLOTH KEY IN 6'-g'; RECOMMENDED FOR ENTIRE PERIMEEFIR �W!��•y-•�•- doI :7PIPEE fUMDEFINED CHNNIN13.PLAN VIEWLeSECTION A -A ca- f isFILTER LOTH Kirr IN 6--s RECOMMENDEDFOR THERE RIIJETEREASIVIET. OR CONCRETE2. L. IS THE UENGN OF THE INPRAP APRON AS CeLCULAToUSING PLACES 3.18-3 AND 3.18-4. TEMPORARY STONE 3.oz CONSTRUCTION ENTRANCE Q FILTER CLOTHS t At tMOUNTABLE BERM `NATION O GROUND I I II�Fan -:� ill).;; "T #I a POSITIVE DFINNAGE COURSE AGGREGATE TO SEDIMENT MUST EXTEND RJUL Om TRAPPING DEVaCiE OPERATION 1. IT MM. MN 7FILTER CLOTH SECTION A -A 1SECTION E-6 D"N SPACE ��•/�I�41 •Ia1��� mwcmm SILT FENCE CULVERT INLET PROTECTION OISfANCE 6 fi MINIMUM IF ROW Is TOWARD ROW EMBANKMEm OPTIONAL STONE• • FLOW'1�4W 7�R. VOOT f3. 0357 OR 15 COARSE PENCE IN 'HORSESHOE' �N HIGH VIDLOCITY OF FLOW 6 EXPECTED STORM DRAIN 3.o7 -e INLET PROTECTION Off_ BLOCK & GRAVEL CURB INLET SEDIMENT FILTER 0.1 FlLTERED WATER SEDINENT `CURB ISLET WIRE SCREEN WoDp Sm0 SPECIAL APPLICATION THIS METHOD OF INLET PROTEC 5 APPLICABLE AT CURB INLETS WHERE AN 01ERRga CAPABxAM1 5 NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE SIRUCIUNE. • GRAVEL SHALL BE RIOT /3, 1357 OR 15 COARSE AGGREGATE TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES SITE SPECIFIC SEEDING MIXTURES RATES. RATES FOR APPALACHIAN It MOUNTAIN AREA MULCHES: : I'm A. Pa 1000 MA Per Ade Commercial or Residentbd sze,Hay I.S2Tms 70A016s. Fre from weeds andon.e 0-10% 011mboues2 0.10% coma Mussbeachorol. (Lolium multi-8oruml mmfor 'I-AUG.31 Gelman Millet SpreedwitllmWch Nowerm $etch italic Source: Va. DEW -we.) to other applicable rnteria: by had Fibs Match Muimlm 35@0 Oonmexsamdrhfa c. Effluent from dewatering operations shall be filtered or passed through an approved sediment (Saltaa trapping device, or both, and discharged in a manner that does not adversely affect flowing wSWa cove or dung ltd, dn, streams or off-site property. a. The minimum storage capacity of sediment trap shall be 134 cubic yards per ace of drainage area and the hap shall only Contra/ drainage areas less than three acres d. Material used for backfilling trenches shall be property compacted in order to minimize erosion prods' Apply. slur,. CamsuBs 46110 185.275165 CmuemadddeW IApplicable safety regulations shall be complied with. minimum, maintain the structural integrity of the basin during a twenty-five year storm of 24-hour lagtla A'irdki Do not use I7, Where construction vehicle access mutes intersect paved or public roads, provisions shall be made to minimize the bansitort of sediment by vehicular backing onto the paved surface. Where m free turf mean .,P1Y w10 a sediment is transported onto a paved or public road surface, the road surface shall be cleaned thatam found to be eroding excessively within one year ofpermanent stabilization shall be provided thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or rddlblowamhyhmd. Wood Odp 4.6tma ISS27511nn Faamfrawmmamr. as well as to larger land -disturbing activities. temporary or permanent channel, flume Or Slope drain structure. 18.A// temporary erosion and sediment control measures shall be removed within 30 days after final Modred. 'Emse with ISbs site stabilization or after the temporary measu n Po ry res are odist r needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the Niturogmpmtmlbnduein disposition of temporary measures shall be permanently stabilized to prevent further erosion and sediment laden water cannot enter the conveyance system without first being filtered or otherwise sedimentation. fill udscre.AWlywidla 19. Properties and waterways downstream from development sites shat/ be protected from sediment 11. Before newly Constructed stormwater conveyance channels orpfpes are made operations., adequate deposition, erosion and damage due to Increases in volume, velocity and peak now rate of madd1 Nowa, chip hard, or stormwater runoff for the stated frequency storm of 14 -hour duration in accordance with the conveyance channel and receiving channel. following standards and criteria: by herd. Bank CMR 50.70 as yds 1.2cayets. Fere ofmaumma. m Aipti d. Do ma Usein Me Shredded tuda mi.ApplywithamWeh Dark bleani chiphandlu,aby hand. • When fiberarich is it. any ewiWemdch it.%pe adsai. maw stoodhcasuk apply a a minimum uor of 2DDD 11,ims , or 4511u)[DID) III TABLE 3.32-C r7 Ft SITE SPECIFIC SEEDING MIXTURES "QUICK REFERENCE FOR ALL REGIONS" FOR APPALACHIAN It MOUNTAIN AREA 125 Us. CmMa d Slope DJ in Iess) Tout Its. Minimum Iswn Can Per Ade Commercial or Residentbd 200.25011ts -Kentucky 31 or Turf Type Till Farce 90.100% -Improved Perennial Rictom • 0-10% -Kentucky Bluegrass 0.10% High-Milmm�ence lawn r7 Ft Minimm of t= (3) up to five (5) variefies of "QUICK REFERENCE FOR ALL REGIONS" b ere from approved list for use: in Virginia 125 Us. CmMa d Slope DJ in Iess) ]-FEB. 15 50/50 Mu ofAmmad RyegrashsQ -Kmftw431 Fescue 129Iba -Red Top Gmss 2lba .Second Nurse Crop •' 20 lbs. permanent stabilization of al/ soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. 150 tbs. low-Maintereore Slope ($lacier than 3:1) I•Kemlucky 31 Fescue 10816, -Red Top Grass 216, -Season Nurse Crop" 20 lbs. -Crownvach •" 20 R66 15016,. • Pemmial gingiva will germine fear and at lower soil temperatures then fescue, thereby providing cover and erosion resistance for seedbed. " Use seasonal muse crop in accordance with seeding does as staled below: March, April through May 15th 6 .... _.._........ _....... ....Annual Rye May 16th through August 15th ...... ......... ... _-_-....FoxWl Millet Augur 16th Through September, Odnher_-_............ Armed Rye November through February................... ........... -............ WinterRye •'• If flepa is used, increase to 301hs/sae. All legume seed most be properly inoculated. Weeping Lmvegaass may also be included in Ry slope or low -maintenance Indiana: during warmer seeding periods; add 10.2016slacma in mixes TABLE 3.31-B r7 Ft iPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" I Frederick Poplimento Ioams, 7 to 15 perosent sl ,,m�eenn spdxa R8� ]-FEB. 15 50/50 Mu ofAmmad RyegrashsQ lacre) (Lolium malt-Oonml) 2. During construction of the project soil stockpiles and borrow areas shal/be stabilized or protected $ 50.100 Cereal (Winder) Rye permanent stabilization of al/ soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. (Seale canale) 16 -APC 30 Annual Ryeglam 60-100 (Lolium multi-8oruml that is uniform, mature enough to survive and will inhibit erosion. 'I-AUG.31 Gelman Millet 50 $etch italic Source: Va. DEW SPACING BETWEEN 3.20-2 cD i�i�y HECK DAMS L . THE DISTANCE SUCH THAT POINTS -a% A AND B ARE OF EQUAL ELEVATION GENERAL EROSION & SEDIMENT CONTROL NOTES 1. UNLESS OTHERWISE NOTED, ALL VEGETIVEAND EROSION AND 5EO[MEN TCONTROL PRA WILL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE 1991 VIRGINIA EROSION AND SEDIMENT CONTROL HANDBC 2. FOR ADDITIONAL DETAILSAND SPECIFYCA77ONS NOTSHOWN HEREON, REFER TO THE 1991 VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 3. A COPY OF THEAPPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BEMAINTAINED ONSITEATALL TIMES. 4. THE CONTRACTOR SHALL BERESPONSIBLE FOR INSTALLATION OFANYADD1170NAL EROS 10 CONTROL MEASURES NOT SHOWN HEREON 77MTARE DEEMED NECESSARYBY THE APPROVINGAUTHORITYAND/OR THESITEINSPECTOR. 5. THE CONTRACTOR SHALL INSPECTALL ER05IONAND SEDIMENTCON7710[ DEVICES DAIL . ANYDAMAGED CONTROLS SHALL SEREPAIRED OR REPLACED BYTHEC20SEOFEACM WORKING DAY. 6. UNDERGROUND U77UTYLINESSHALL BEINSTALLED INACCORDANCFWITHTHEFOLCO STANDARD IN ADDITION TO OTHER APPLICABLE CRITERIA: a. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME b. E(C4VA77ON MATER14L SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. c EFFLUENT FROM DEWATERINGOPERATIONS SHALL BEFI17ERED OR PASSED THROUGH, APPROVED SEDIMENT ]RAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOTADVERSELYAFFECTFLOWING STREAMS OR OFF-S77EPROPERTY. d. MATERIAL USED FOR B4CKFR1,WG TRENCHES SHALL BE PROPERTYCOMPACTEDIN TO MINIMIZE EROSIONAND PRO140TESTABILZA770N. e. RE57ABILR477ON SHALL BEACCOMPLISHED IN ACCORDANCE WITH IHESERfGUUHALL to, A APPLTC48LESAFTYREGULA77ON5 S BE W/TH. EROSION & SEDIMENT CONTROL NARRATIVE r7 Ft g,00 NHpp 14C I Frederick Poplimento Ioams, 7 to 15 perosent sl , PR03ECT DESCRIPFON offerdams. Earthen fill may be used for these structures ifarmored by nonen to ible Cover materials. one year. fie purpose oflhls project he to develop a 6 -acre pare/as a Ci'tizen's Convenience Site for the Frederick County Department of Public Works. The site ls Aloted in F 2. During construction of the project soil stockpiles and borrow areas shal/be stabilized or protected six-month period, a temporary vehicular stream crossing constructed ofno rerodib/e materia/ shall be enCounty, Virginia. Approximately 3.4 acres will be disturbed for this project. An existing sediment basin to the southeast of the subdivision will be utilized to control SWM quality and quantity per Its original design. provided' The proposed site consist; of slopes ranging from 1 to 33%. The site is already developed as a bus depot1warehose building. SOILS MAP SYMBOL MAP UNIT NAME HYDROLOGIC SOIL GROUP 14C I Frederick Poplimento Ioams, 7 to 15 perosent sl B more: core sae composed or one son type. EROSION AND SEDIMENT CONTROL MEASURES Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and specification of the handbook. The minimum standards of the VESCR shall be adhered to unless otherwise waived or approved by a variance. No disturbed area shall be denuded for more than seven (7) days, except for that portion of the site in which work will be Continuous beyond seven (7) days. All Temporary Diversions, Silt Trapping Structures, Silt Fence and other perimeter controls as educated on the plans, shall be placed in conjunction with cleanng and prior to rough grading. CONSTRUCTI f0/ N ONSEW U G 1. Pre -construction ronfeeme. 2. Construction shall be sequenced so that grading operations can begin and end as quickly as possible. 3. Install the Temporary Gravel Construction Entrance as shown. 4. Install the perimeter Controls including silt fence, and check dams as shown on the plans. 5 Install interior controls as construction advances. 6. Provide temporary seeding and mundu rg to all earthen perimetercontio6' immediately Allowing grading. 7 Install inlet and outlet protection as storm structures are constructed. 8. Start re -vegetation as areas are brought to grade orstand idle for more than fourteen (14) days. Construction should progress to allow the sediment traps to be in place for as long as necessary. Sediment traps may be removed in order to complete Construction of the project (l. e. the parking area to the north). 9. Stabilize the remainder of the disturbed area with permanent seeding. All areas disturbed by construction shall be stabilized with permanent seeding immediately following finished99railing. Seeding shall be done with Kentucky 31 Tall Rescue accon#nrg to Std. 8 Spec. 3.31, Permanent Seeding, of the handbook Permanent seeded areas shall be protected during establishment with straw mulch. MAINTENANCE All measures are to be inspected daily by the site superintendent. Any damaged controls shall be repaired and/or replaced by the close of the day. No controls are to be removed without the approval of the site inspector. The contractorshall be respons/b/e for any damage or penalties caused by his failure to comply with the erosion and sediment control program or the direction of the site inspector The design engmeershall be notified of any changes to this program. 1. file check dams will be checked regularly forsedument and ckaned when necessary. 1. The gravel outlets will be checked regularly forsediment buildup, which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or replaced. 3. The sift fence Larder will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches half way to the top of the banner. 4. The seededarea will be checked regularly to ensure that a goad stand ls maintained. Amo should be fertilized and reseededas needed. STRUCTURAL PRACTICES 1. Tem ria Construction Entreoe - 3.02 Agrav at points or vehicularingress and egress on a construction site to reduce the mud transported onto public roads and other paved areas. 1. Silt Fence - 3.05 A tempo�mentbariier consisting of synthetic filter fabric stretched across and attached to supporting posts and entrenched. 3. Storer Drain Inlet Protection - 3.07 A sediment r or an excavated impounding area around a storm drain drop inlet or curb inlet. 4. Outlet Protection - 3.18 The costa a con o pa m Tandlor rip -rap chane/sections and/or stilling basins betow storm drain outlets to reduce erosion from souring at outlets and to reduce fides velocities before stomrwater enters receiving channels below these outlets. 5 ROMP 3.19 A permaon erosion-res6tant ground GO ver oflarge loose, angular stone with fitter fabric or granular underlining. 6. Rock Check Dams - 3.10 Sma empo s constructed across a swathe or drainage ditch. MS -19 EROSION & SEDIMENT CONTROL NOTES 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after 12 When work in a live watercourse is performed, precautions shall be taken to minimize final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within encroachment, control sediment transport and stabilize the work area to the greatest extent possible seven days to denuded areas that may not be at final grade but will remain dormant for longer than during Construction. Nonerodib/e materia/ shall be used for the construction of causeways and 30 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than offerdams. Earthen fill may be used for these structures ifarmored by nonen to ible Cover materials. one year. 13. When a live watercourse must be Crossed by construction vehicles more than twice in any 2. During construction of the project soil stockpiles and borrow areas shal/be stabilized or protected six-month period, a temporary vehicular stream crossing constructed ofno rerodib/e materia/ shall be with sediment trapping measures. The applicant is responsibhe for the temporary protection and provided' permanent stabilization of al/ soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. 14. All applicable federal, state and lata/ regulations pertaining to working in orcrassing live watercourses shall be met. 3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground over is achieved I5. the bed and Larks ofa water curse shall be stabilized immediate/y ager work in the that is uniform, mature enough to survive and will inhibit erosion. watercourse is Completed. 4. Sediment basins and baps, perimeter dikes, sediment barriers and other measures intended to bap 16. Underground utility lines shall be installed in accordance with the following standaMs in addition sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional to other applicable rnteria: before upstream /and disturbance takes place. a. No more than 500 linear feet of trench may be opened at one time. 5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after insta//ab'on. A Excavated material shall be placed on the uphill side of trenches. 6. Sediment baps and sediment basins shall be designed and constructed based upon the total drainage c. Effluent from dewatering operations shall be filtered or passed through an approved sediment area to be served by the trap or basin. trapping device, or both, and discharged in a manner that does not adversely affect flowing 0 streams or off-site property. a. The minimum storage capacity of sediment trap shall be 134 cubic yards per ace of drainage area and the hap shall only Contra/ drainage areas less than three acres d. Material used for backfilling trenches shall be property compacted in order to minimize erosion and promote stabilization. b.Surface runoff hom disturbed areas that is comprised of flow from drainage areas grater than or equal to three aces shall be Controlled by a sediment basin. The minimum storage capacity of e. Restabilization shall be accomplished in accordance with these regulations. sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a IApplicable safety regulations shall be complied with. minimum, maintain the structural integrity of the basin during a twenty-five year storm of 24-hour duration. Runoffoefficlents used /n runoff calculations shall correspond to a bare earth condRfon or those Conottrons expected to exist while the sediment basun is utilizedd I7, Where construction vehicle access mutes intersect paved or public roads, provisions shall be made to minimize the bansitort of sediment by vehicular backing onto the paved surface. Where 7Cut and 6l/s/apes shall be designed and Constructed in a manner that will minimize erosion. Slopes sediment is transported onto a paved or public road surface, the road surface shall be cleaned thatam found to be eroding excessively within one year ofpermanent stabilization shall be provided thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or with additional slope stabilizing measures until the problem is corrected sweeping and transported to a sediment control disposal am. Street washing shall be allowed only after sediment is removed in this mannerr thisvision shall apply pply to individual development lots 8. Concentrated rsaffshall not now down cult or ALI slopes unless contained within an adequate as well as to larger land -disturbing activities. temporary or permanent channel, flume Or Slope drain structure. 18.A// temporary erosion and sediment control measures shall be removed within 30 days after final 9. Whenever water seeps /Com a slope face, adequate drainage or other protection shat/ be provided. site stabilization or after the temporary measu n Po ry res are odist r needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the 10. All storm sewer inlets that are made operable during consbuctio t shall be protected so that disposition of temporary measures shall be permanently stabilized to prevent further erosion and sediment laden water cannot enter the conveyance system without first being filtered or otherwise sedimentation. treated to remove sediment. 19. Properties and waterways downstream from development sites shat/ be protected from sediment 11. Before newly Constructed stormwater conveyance channels orpfpes are made operations., adequate deposition, erosion and damage due to Increases in volume, velocity and peak now rate of outlet protection and any required temporary or permanent channel lining shall be installed in both the stormwater runoff for the stated frequency storm of 14 -hour duration in accordance with the conveyance channel and receiving channel. following standards and criteria: H� U W U W DP. -Io C/) c/:) t -eel o w W W W jlL�;l z Z 0 --el eP W. d HNSON No_ 2:i A' ainiwao ���, lDNAI. -wW SCALE: N/A SHEET 8 OF 17 SP -0001 iM '^ W 0 � 3 v WD~tel; '� �Tlx �./�./ A o Z 0 H� U W U W DP. -Io C/) c/:) t -eel o w W W W jlL�;l z Z 0 --el eP W. d HNSON No_ 2:i A' ainiwao ���, lDNAI. -wW SCALE: N/A SHEET 8 OF 17 SP -0001 No. 11 gauge 8 1" beveled galvanized steel band with height of brace shall be 3 strands loss III in accordance with barbed wire angled bolt and nut Inward toward site. manufacturer's specifications finishedi r end comer or grade gate post i� 12' concrete footing 10 (max) 3/8•min. round rod with tumbucide - shell be used at fence end (as shown above) and gate locations Comer brace - shall be used when horizontal alignment changes IS- or more - shall be used as detailed above with bracing in both directions ground clearance 3' max. 1 • min. I I typical spacing between all line posts fly (max) I I~ 12" 12• f fl4RBED WIRESHALL BEANGLED INWARD TOWARD SI7E CHAINLINK FENCE N. TS. 2-1/2°OD one tension wire SS -00 alp each line pee 15/8.55-15 top rail W/ (1) COAT PRIMER AND terminal 2' OD SS -40 line post v (No. 6 gauge min.) a. post 0 a 20' 78' 2-1/2• mesh, 9 gauge galvanized wire fabric 9-0" CAST PIPE IN 12' 24' 72' CONCRETE FOOTER tension wire no. 7 gauge galvanized e coil spring wire Stretched out finishedi r end comer or grade gate post i� 12' concrete footing 10 (max) 3/8•min. round rod with tumbucide - shell be used at fence end (as shown above) and gate locations Comer brace - shall be used when horizontal alignment changes IS- or more - shall be used as detailed above with bracing in both directions ground clearance 3' max. 1 • min. I I typical spacing between all line posts fly (max) I I~ 12" 12• f fl4RBED WIRESHALL BEANGLED INWARD TOWARD SI7E CHAINLINK FENCE N. TS. 3/4" DIA. DOWELLS 0 16" O.C. 16" LONG. GREASE ONE END OR APPROVED ALTERNATIVE CONSTRUCTION JOINT N. T. S. 2"X2"X1/4" ANGLE IRON \ EMBEDDED INTO WALL. USE 114" NELSON STUDS NOTES: AT 12 SPACING TO ATTACH. 1. CONCRETE -4,000 P.S.I. AT HOPPER LOCATION ONLY. 2. REINFORCING STEEL- CHAMFER ALL OTHER LOCATIONS. GRADE 60 8» 1" CHAMFER 15012" O.C. 4.0' 2" 15012" O.C. 11 1 1/2" SM -12.5A 2 112" 814-25.0 9.0' WALL 5.0' WEEP HOLES - 8' O.C. 301 BLDG. FELT SEE PLAN Fb -157 STONE 8 21B FILTER FABRIC 4" Dio. PERF. PVC 8" :. 2.83' 7 �f 4 CONCRETE PAVEMENT W/FIBER MESH 4" 157 STONE X4012" 5.0' Ang nn RETAINING WALL DETAIL N. T.S. 6" DIA. PIPE FILLED W/ CONCRETE. PAINT W/ (1) COAT PRIMER AND o AND (2) COATS ENAMEL v TRAFFIC YELLOW a. FINISHED SURFACE 0 a 20' 78' 12' 24' CAST PIPE IN 12' 24' 72' CONCRETE FOOTER 7' 6" 7" e PIPE BOLLARD N. T. S. 90200 3/4" DIA. DOWELLS 0 16" O.C. 16" LONG. GREASE ONE END OR APPROVED ALTERNATIVE CONSTRUCTION JOINT N. T. S. 2"X2"X1/4" ANGLE IRON \ EMBEDDED INTO WALL. USE 114" NELSON STUDS NOTES: AT 12 SPACING TO ATTACH. 1. CONCRETE -4,000 P.S.I. AT HOPPER LOCATION ONLY. 2. REINFORCING STEEL- CHAMFER ALL OTHER LOCATIONS. GRADE 60 8» 1" CHAMFER 15012" O.C. 4.0' 2" 15012" O.C. 11 1 1/2" SM -12.5A 2 112" 814-25.0 9.0' WALL 5.0' WEEP HOLES - 8' O.C. 301 BLDG. FELT SEE PLAN Fb -157 STONE 8 21B FILTER FABRIC 4" Dio. PERF. PVC 8" :. 2.83' 7 �f 4 CONCRETE PAVEMENT W/FIBER MESH 4" 157 STONE X4012" 5.0' Ang nn RETAINING WALL DETAIL N. T.S. O1 oroo Q ��ooi Z M I NDN^I a o�� v m .o » H � �1914 o ~ o I --I cn W W F z z�oQ zw W� z ~ WF' c� ~ V G� ftHNSON 3 211I120� Fa ww n `s7 000; / a. 20' 78' 12' 24' 28' 12' 24' 72' FINISH6OGRAOE (FRONT) a e - FINISHED GRAbC(FRO CONCRETE 90200 0 900.00 RETAINING WALL 0+22 • .e • °•892.00.- 891200 FINISHED '0+11 °+ FINISHED GIjPDE IJiFAR)�' .•%• �• TOP GRADE (REAR) 898.00 ° ." 892 op OF`OOTE� 895.00 893.00 OA,AL ggqq111111111 SCALE:AS NOTED SHEET 9 O1 oroo Q ��ooi Z M I NDN^I a o�� v m .o » H � �1914 o ~ o I --I cn W W F z z�oQ zw W� z ~ WF' c� ~ V G� ftHNSON 3 211I120� Fa ww n `s7 000; / a. 20' 78' 12' 24' 28' 12' 24' 72' FINISH6OGRAOE (FRONT) a e - FINISHED GRAbC(FRO ° •' 0+22 • .e • °•892.00.- 891200 FINISHED '0+11 °+ FINISHED GIjPDE IJiFAR)�' .•%• �• TOP GRADE (REAR) ° ." 892 op OF`OOTE� RETAINING WALL ELEVATION (LOOKING NORTH SCALE: 1"=10' OA,AL ggqq111111111 SCALE:AS NOTED SHEET 9 OF 17 SP -0001 / IT -A -T31 a[5)A (. RFpyS 49 2H5 PG 1115 0 25 50 100 150 7 ml SCALE - 1 inch = 50 ft. twill IN " \ P 12 -A -l2 INbAR N tow hg AO 1Myc/¢S1FR [[C MS) I6G?] w \ \ \ \\\N, \ \\ �\ \ I \s6! \ \ \ \ \ \\ b' TOTAL CDA:F5.64 AC. IMP. AREA = 3.61 AC. COMPOSITE CN=83 \\ 690 PVNP 01EA SON, -N" ,,1 \\�TMK 7— c NEI uNr'I \\ r' / FF-891� LF -aa _-__--_--__- - gry11-A-219 PI/A)-A-228 I AP -11-1 NMZ i m mm ,'a MI 14g 0, .5I I1g 11 19 — _ r N/ 11-A-1@IA M511 RSIXCdS56 ' ' PoI 11-A-,& �V-'A'I!f C[ P Rw� uc JwS � B11A 0! M T 1I 0, �R1LT"a1AYl1: M A �7 °i alo 0 p0 N N \ I 1 I \ 11 \ 1I P 12 -A -l2 INbAR N tow hg AO 1Myc/¢S1FR [[C MS) I6G?] w \ \ \ \\\N, \ \\ �\ \ I \s6! \ \ \ \ \ \\ b' TOTAL CDA:F5.64 AC. IMP. AREA = 3.61 AC. COMPOSITE CN=83 \\ 690 PVNP 01EA SON, -N" ,,1 \\�TMK 7— c NEI uNr'I \\ r' / FF-891� LF -aa _-__--_--__- - gry11-A-219 PI/A)-A-228 I AP -11-1 NMZ i m mm ,'a MI 14g 0, .5I I1g 11 19 — _ r N/ 11-A-1@IA M511 RSIXCdS56 ' ' PoI 11-A-,& �V-'A'I!f C[ P Rw� uc JwS � B11A 0! M T 1I 0, �R1LT"a1AYl1: M A �7 °i alo 0 p0 N N \ NSI � e o v �ZZa� w 0-4 0 IR � OT n V F :J 0 O Z F _ I--1 �ZQ� Q z o o WWa w C o A �W IN -I �z NLTH Op Ol ` c% V W. d HNSON 9 ,``, NAL 0 Of NNS'%' , SCALE: 1"=50' SHEET 11 OF 17 SP 0001 GENERAL SPECIFICATIONS FOR S.W.M. DAM FACILITY 1. AREAS UNDER THE EMBANKMENT AND ANY STRUCTURAL WORKS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL, ROOTS AND OTHER OBJECTIONABLE MATERIAL. 2. THE SUITABILITY AND ACCEPTABILITY OF ALL FILL MATERIAL WILL BE DETERMINED BY REGULAR PERIODIC SOIL ANALYSIS AND COMPACTION TESTS, WHICH SHALL BE MADE BY A QUALIFIED GEOTECHNICAL ENGINEER. 3. TESTS FOR SOIL ANALYSIS, MOISTURE CONTENT, AND COMPACTION ARE TO BE CONDUCTED IN ACCORDANCE WITH THE LATEST APPLICABLE ASTM STANDARDS AND SPECIFICATIONS. 4. THE EMBANKMENT MAY BE CONSTRUCTED AS A HOMOGENOUS EMBANKMENT DAM USING ACCEPTABLE MATERIAL CLASSIFIED ML, CL, SC OR GC SOILS PER ASTM D-2487. IN ADDITION TO THESE MATERIALS, SOILS CLASSIFIED AS CH AND MH MAY BE USED AS COMPACTED EMBANKMENT FILL BELOW THE UPPER FIVE FEET OF THE SLOPES. SOILS CLASSIFIED AS SM OR GM PER ASTM D-2487 OR SUITABLE FILL MAY BE USED FOR EMBANKMENT IN THE DOWNSTREAM HALF OF THE EMBANKMENT. 5. COMPACTION SHALL NOT BE LESS THAN 95% OF THE MAX, DRY DENSITY FOR THE GIVEN EMBANKMENT MATERIAL AS DETERMINED BY USE OF THE STANDARD PROCTOR METHOD PER ASTM T-99 OR ASTM D-698. 6. THE FILL SHALL BE CONSTRUCTED IN 8 -INCH LOOSE LIFTS AND SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL SO THAT SMOOTH HORIZONTAL PLANES ARE NOT BUILT INTO THE FILL STRUCTURE. SMOOTH HORIZONTAL PLANES CAN BE AVOIDED BY SCARIFYING OR USE OF SHEEPS-FOOT ROLLERS. 7. THE EMBANKMENT SHALL BE CONSTRUCTED TO A MINIMUM ELEVATION 5% HIGHER THAN THE DESIGNED HEIGHT TO ALLOW FOR SETTLEMENT WHEN MECHANICAL COMPACTORS ARE USED FOR CONSTRUCTION. 8. IF SUFFICIENT ACCEPTABLE MATERIAL IS NOT AVAILABLE ON THE SITE TO PROPERLY COMPLETE THE FILL, THE CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ACCEPTABLE BORROW MATERIAL. STORMWATER MANAGEMENT NARRATIVE STORMWATER QUANTITY REQUIREMENTS FOR THIS PROJECT HAVE BEEN MET WITH THE USE OF A PROPOSED SWM RETENTION POND LOCATED IN THE NORTHWEST CORNER OF THE SITE. IN ACCORDANCE WITH CHANNEL PROTECTION REQUIREMENTS, THE POST DEVELOPMENT PEAK DISCHARGE FOR THE 1 -YEAR STORM EVENT HAS BEEN REDUCED USING THE ENERGY BALANCE EQUATION (SEE FLOW SUMMARY TABLE BELOW). IN ACCORDANCE WITH FLOOD PROTECTION REQUIREMENTS, THE PEAK DISCHARGE FOR THE 10 -YEAR STORM EVENT HAS BEEN REDUCED TO BELOW THE PREDEVELOPMENT PEAK DISCHARGE. THE OUTFALL FOR THE ENTIRE SITE IS THE EXISTING 48' CULVERT PASSING BENEATH ROUTE 522 AT THE NORTH END OF THE SITE. FLOW SUMMARY PRE -DEVELOPMENT POST-DEVELOPMEN POND Node ID RETURN EVENT OPEAK hs OPEAK trs fs OPEAK firs OPEAK crs MMXOUSE R STORAGE ac -ft STUDY POINT 1 11.98 9.97 12.02 7.69 872.52 0.424 STUDY POINT 2 11.96 13.72 12.030 9.74 �c7 A.A STUDY POINTA 10 . R 24.59 12.04 14.13 I 1.104 STUDY POINTA 100 11.95 41.39 12.06 19.68 1 1 / 2.120 1� W \ 0 cW7 U � zw Z I Q ZAP I I "!V NJ 0 P. I I x O _ \ I 1L~ill \ ♦/ 4- I �I 8821 _ 11 _ rt VI ,,4N4444E44 I� '*EFLTH op���, � - o ' HNSON / w G : 0 NAL AAO#N4444A, \ SCALE: 1"=50' 'I t --- , 12 I OF / \ - -- -CLASS \ I I I - 14 STORMWATER MANAGEMENT NARRATIVE STORMWATER QUANTITY REQUIREMENTS FOR THIS PROJECT HAVE BEEN MET WITH THE USE OF A PROPOSED SWM RETENTION POND LOCATED IN THE NORTHWEST CORNER OF THE SITE. IN ACCORDANCE WITH CHANNEL PROTECTION REQUIREMENTS, THE POST DEVELOPMENT PEAK DISCHARGE FOR THE 1 -YEAR STORM EVENT HAS BEEN REDUCED USING THE ENERGY BALANCE EQUATION (SEE FLOW SUMMARY TABLE BELOW). IN ACCORDANCE WITH FLOOD PROTECTION REQUIREMENTS, THE PEAK DISCHARGE FOR THE 10 -YEAR STORM EVENT HAS BEEN REDUCED TO BELOW THE PREDEVELOPMENT PEAK DISCHARGE. THE OUTFALL FOR THE ENTIRE SITE IS THE EXISTING 48' CULVERT PASSING BENEATH ROUTE 522 AT THE NORTH END OF THE SITE. FLOW SUMMARY PRE -DEVELOPMENT POST-DEVELOPMEN POND Node ID RETURN EVENT OPEAK hs OPEAK trs fs OPEAK firs OPEAK crs MMXOUSE R STORAGE ac -ft STUDY POINT 1 11.98 9.97 12.02 7.69 872.52 0.424 STUDY POINT 2 11.96 13.72 12.030 9.74 �c7 A.A STUDY POINTA 10 11.86 24.59 12.04 14.13 874.02 1.104 STUDY POINTA 100 11.95 41.39 12.06 19.68 975.82 2.120 \ iop 11% \\\\ I \\\\\ \\N, 87291 0.594 \ /l4<OW \ m e 0 1KgKl5J I I\ \ v W 0 O8 �c7 A.A v O ~ N \ NOTE: SEE SWM COMPUTATIONS BOOKLET (UNDER SEPERATE COVER) FOR DETAILED POND ROUTINGS AND COMPUTATIONS. \ iop 11% \\\\ I \\\\\ \\N, \\ /l4<OW \ m e 0 1KgKl5J I I\ \ v W 0 O8 �c7 A.A v O ~ N \ r \ R -I W 1� W cW7 U � zw Z Q ZAP ♦♦ "!V NJ 0 P. ` x O _ 1L~ill \ ♦/ 4- Al, 8821 _ 11 _ rt VI ,,4N4444E44 I� '*EFLTH op���, � - o ' HNSON / w G : 0 NAL AAO#N4444A, --- SCALE: 1"=50' ---..,.. --- -- -- 12 I OF / \ - -- -CLASS \ I or TOTAL CDAf .0,� AC. © ` IMP. AREA= 16 AC. ®� '° ' I COMPOSITE N=82 41, I _ 12 �f I , / I 1 1 0 25 50 100 150 7 m SCALE -1 inch = 50 ft. fl I] -A -)JI N ''SIA L l m ✓es x lln I A4 Il-A-1>fig I /G /l4<OW m e 0 1KgKl5J v W 0 O8 �c7 A.A v O ~ N R -I W 1� W cW7 U � zw Z Q ZAP r„ 1`S, "!V NJ 0 P. z x O _ 1L~ill -- ♦/ 4- 8821 _ 11 _ rt VI ,,4N4444E44 I� '*EFLTH op���, � - o ' HNSON N. l;3: imp 2fi)/2 o w G : 0 NAL AAO#N4444A, --- SCALE: 1"=50' ---..,.. --- -- -- 12 I OF / \ - -- I \ - 14 MN If -ll -1 IM tt-A-NY AMC imw I I I R 1 1 0 25 50 100 150 7 m SCALE -1 inch = 50 ft. fl I] -A -)JI N ''SIA L l m ✓es x lln I 1 \ CDA=0.1 � AC. (SHEET LOW TO ADJACE T PROPERTY) II RH II -A -l19 HW I I] -W4 t Q✓GMY[NlES [<C ¢✓RPpKRIKS [[ M51 lI w0/l I IdaVG N1 1 1 !T' 11 -A -/B( C1 � w= tic M r /Ig "' 7t --- ft SIE NinxP BOON C< F Q A4 Il-A-1>fig I /G /l4<OW m e 0 1KgKl5J v W 0 O8 �c7 A.A v O ~ N R -I W 1� W cW7 U � zw Z Q ZAP r„ 1`S, 0 P. z x O _ 1L~ill i -- ♦/ 4- 11 VI ,,4N4444E44 I� '*EFLTH op���, � - o ' HNSON N. l;3: imp 2fi)/2 o w G : 0 NAL AAO#N4444A, --- SCALE: 1"=50' ---..,.. --- -- -- 12 OF - -- SP -0001 MN If -ll -1 IM tt-A-NY AMC imw I 1� I 1 1 \ CDA=0.1 � AC. (SHEET LOW TO ADJACE T PROPERTY) II RH II -A -l19 HW I I] -W4 t Q✓GMY[NlES [<C ¢✓RPpKRIKS [[ M51 lI w0/l I IdaVG N1 1 1 !T' 11 -A -/B( C1 � w= tic M r /Ig "' 7t --- ft SIE NinxP BOON C< F Q O -NN \NNry � \ m e 0 b v W 0 O8 �c7 A.A v O ~ N R -I W 1� W cW7 U � zw Z Q ZAP 0 P. z x O 1L~ill � O 11 VI ,,4N4444E44 I� '*EFLTH op���, � - o ' HNSON N. l;3: imp 2fi)/2 o w G : 0 NAL AAO#N4444A, SCALE: 1"=50' SrIFET 12 OF 17 SP -0001 Type III The Type III distribution is ideal for roadway, general parking, and other area lighting applications where a larger pool of lighting is required. It is intended to be located near the side of the area, allowing the light to project outward and fill the area. ALED3T150 Mounted at 25 ft. 0 1 2 0 1 2 3 4 GridScots: Multiples ofmwndng f k ght •Values shown lo FooteaMles . Photometric Report nn7%2i Specifications Performance UL lusting; Suitable for wet locations. Cool Light (500910 LEDs:Multi-chip, higho pu4long-life LEDs Nanlnal Watts@120V 78W 105111 125W ISM LKespan:100,000twur LED lifespan based on IES LM -80 rewlts and TM -21 Output Lumens 7564 10,384 12805 14,349 calculations LumansPerWatt 96 98 94 92 Drhrer(s): Class Z 2000mA NM8W 100 - 27a 4, 50/60 Hz, Surge protection 4 kV Cobrkcuracy(CB) 67 65 65 65 BFLelyd OpzFatiorr laptiarlsll: AlIOA550%aMmmingdrNerolir Neutral'. :r0 Dimming: Available as OrVOlforwith 010Vdimming driver (ollrrrodelserrept Nominal Watts@120V 76W 105W 125W 150W t6eALED105 family) Oulput Lumens 6673 8]90 70,952 11,786 (PIN OAK) Omens Per Watt B4 83 80 76 Cold Weather Starting: The minimum starting temperature is<0"C ColorAccuracy(CRB 82 82 82 82 Thermal Management Superior thermal management with Indernal Air- ,,. -. F old fins " Housing: Diecast aluminum horsing, ensframe and mounting ami Norm.1watts@120V 78W 105W 125W 150W put Lumens 596b M61 10,464 11,352 Mounting: Heavy-duty, wfth'O'ring seal &stainless steel screws Lumens Pet Watt 75 80 77 74 Gaskets: HigMtemperature silconegaskets ColorAccuracy(CRI) a2 81 81 81 Color Conslstenry:7-step MacAdam Ellipse binning to achieve consistent 'vrt ,ro,mrarrarvmm�a.n®nq.rp.uwept fixture -to -fixture color Color StabllWy. LED colortemperature is warrantied to shift no more than Accessories 200K in CCT overa 5 year Period. 62 CUPRESSOCYPARCLEYLANDI (LEYLAND CYPRESS) Calor Unfrm■y: RAB's range of CCT (Correlated Color Temperature) foli the guidelines of the Amencan National Standard for Specifications for the ABIES CONCOLOR Chromaticity, of Solid State Lighting (SSL) Products, ANSI C78377-2011. Reflector. Specular vacuum -metallized polycarbonatetl ( WHITE FUR) FinidL our env(ronmenta l H friendly polyester powder coatings are formulated for 0 hlghdurab8hy and long-lasting color,and.,In noVOCortoxic heavy metals PICEA (ALL VARIETIES) Mercuryand are ROHSCw Greenlpowder echnoish f: utthe, tcAc eavymeter powder taco finish formulated wtthoutthe use ofVOC a toric heavy metals al SPRUCE IESNA LM-" & LM -W Testing: RAB LED luminaires have been tested by an Independent laboratory In accordance with IESNA LM -79 and LM -80, and have SHRUBS TO BE SELECTED FROM THE FOLLOWING: received the Department of Energy lighting Facts' label. 1yO 1 eleWomlc ALED150complles with California TNle 246ullding and txlwm,snor«al rmsaveaK,a.wVan,mma electrical codes. des. DM Sky Apprai ehThe International Dark Sky Association has approved this product as a full ortoR, fully Welded luminaire. Far use on LEER Buildlogs: IDA Dark Sky Approval means that this fixture can be used to achieve LEED Credits for Light Pollution Reduction. S.vnel numM1 LIGHTING LEGEND RAB ALED 150 TYPE 3 FIXTURE (POLE MOUNTED, 26 MOUNTING HEIGHT) NOTE: ALL INSTALLATION AND MAINTENANCE OF SITE LIGHTING SHALL BE IN CONFORMANCE WITH 165-201.07 OF THE FREDERICK COUNTY ZONING ORDINANCE. PERIMETER LANDSCAPING REQUIREMENT - 1 TREE PER 2,000 SF IMPERVIOUS PROPOSED NEW IMPERVIOUS - 48,159 SF TOTAL TREES REWIRED - 25 TOTAL TREES PROVIDED - 61 NOTE: ZONING ADMINISTRATOR MAY WAIVE INTERIOR LANDSCAPING REQUIREMENTS AS THE THIS PARCEL IS OUTSIDE OF THE SWSA 0 15 30 60 90 SCALE - 1 inch = 30 ft. / i ( / I I I AG FUEL TANK / Jr�r1II�111111 �- PUMP ) f----_� ISEA CONTAINER iPNKL-----J EX. BUILDING FF=893.50 -�r INV (890.38)�� EX. 15" II r K� EX. PROPANE TANKS 0 0 0 AG FUEL TANK / / I / / Im%ol MAR 1? 0� p2 EX. BARN CHAIN LINK FENCE TO I INCLUDE OPAQUE PRIVACY FENCE SCREENING ALONG LANDSCAPE BUFFER (VINYL TARRING) NOTE: UNDERGROUND CONDUITS TO BE COORDINATED WITH ELECTRICAL CONTRACTOR w sa �I Q le ■ 1 t r � 11 y� ��',97 Iee— ` e THIS SHEET FOR LANDSCAPING PURPOSES ONL Y. SYMBOL QUANTITY BOTANICALNAME MIN. SIZE Q ,\j\�� (COMMON NAME) N ' \ NSI 3� 'O ,,mayy CANOPY TREES TO BE SELECTED FROM THE FOLLOWING: QUERCUS PALUSTRIS 2" CALIPER 61 (PIN OAK) c ACER SACCHARUM ' o 0�3 (SUGAR MAPLE) ACER RUBRUM ( RED MAPLE) EVERGREEN TREES TO BE SELECTED FROM THE FOLLOWING: 62 CUPRESSOCYPARCLEYLANDI (LEYLAND CYPRESS) NTING HEIGHT HEIGHT ABIES CONCOLOR ( WHITE FUR) 6' HEIGHT AT 0 PICEA (ALL VARIETIES) MATURITY SPRUCE SHRUBS TO BE SELECTED FROM THE FOLLOWING: 1yO 1 62 LANDSCAPING NOTES: 1. ALL LANDSCAPING SHALL CONFORM TO THE FREDERICK COUNTY ZONING ORDINANCE SECTION 165-203.01. 2. ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT ■ NOTE: REMOVE ONLY BROKEN BRANCHES. WHILE RETAINING ORIGINAL FORM THREE HARDWOOD STAKES PER TREE WITH RUBBER HOSE OVER THE GUY WIRES REMOVE BURLAP, ROPE AND BASKET FROM TO 1/3 OF ROOTBALL 2* SHREDDED HARDWOOD MULCH CUT EDGE OF MULCH RING FINISH GRADE COMPACTED PLANTING SOIL MIX PAD OF PLANTING SOIL MIX 95R COMPACT 12* MIN. TYPICAL DECIDUOUS TREE PLANTING DETAIL NOT TO SCALE SURVEYORS FLAG TURN BUCKLE — TAMP OR WATER TOPSOIL AT 6" INTERVALS: WATER THOROUGHLY WHEN HOLE IS 2/3 FULL D1BROMECAANOTTEXCAVATION REMOVE BURLAP I 1 3 OF ROOT BAL TAMP OR WAT:R MIXTURE AT 6 INTERVALS WATEF WHEN HOLE IS 2/ 6" MIN. BETWEEN AND BOTTOM OF 1 GARDEN HOSE 1/2" MIN. R�MOVE BURLAP FROM TOP 1 3 OF ROOT BALL 3" SHREDDED HARDWOOD MULCH '3" EARTH BERM TO FORM SAUCER — 2"X2" HARDWOOD STAKES 0.9m MIN. LENGTH LOOSEN SUBSOIL_AT BOTTOM OF EVERGREEN TREE NOT TO SCALE DECIDUOUS SHRUB NOT TO SCALE 10' MAX SECnON NOTE. PLANTS SHALL BE 4' TALL AT PLANTING AND MIN. OF 6' TALL AT MATURITY THERE SHALL BE AT LEAST 3 SPECIES OF PLANTS )WTH A MAJORITY OF EVERGREENS AND AT LEAST 1/3 DECIDUOUS PLANTING DETAIL NTS �' mrnoo OQ N N Q ,\j\�� N ' \ NSI 3� 'O ,,mayy SP W. J HF No 23 SCALE: 1'r=30' SHEET 13 OF 17 SP -0001 a TT 3� 'O ,,mayy 2 z c T a/ 0�3 u �o Qz 0 SP W. J HF No 23 SCALE: 1'r=30' SHEET 13 OF 17 SP -0001 HEAVY DUTY PAVING 1 1/2' ASPHALT SURFACE COURSE 2 1/2' ASPHALT BINDER COURSE ` 8' COMPACTED AGGR. SUBBASE (VDOT SPEC. 209, 21-A GRAD.) COMPACTED SUBGRADE (SEE NOTE THIS SHEET) CONCRETE AREAS ° 8' CONC. (4,000 PSI) PATH FIBER MESH 4' COMPACTED AGCR. BASE (N0. 57) ' COMPACTED SUBGRADE (SEE NOTE THIS SHEET) 'COMPACTED SUBGRADE: TOP 8' TO BE COMPACTED TO 95% OF MAX. DRY DENSITY AS PER ST'D. PROCTOR, ±2% OF OPTIMUM MOISTURE. ••JOINTS/SCORING: PROVIDE VDOT STD. TRANS. & LONG. JOINTS ® INTERVALS AS PER VDOT SPECS. (PER PR -2) 0 15 30 60 90 7m SCALE - 1 inch = 30 ft. °foo Q NM^\ z I Qz 0 r 2/11/2020 SCALE: V=30' SHEET 14 OF 17 SP -0001 4-4 o r y U d z� av 0 vbi OF~il � � i i cLd J�4 Qz 0 r 2/11/2020 SCALE: V=30' SHEET 14 OF 17 SP -0001 DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Albin Convenience Site Date: 43725 Site Land Cover Summary Total Rainfall (in): 43 - Total Disturbed Acreage: 3.38 Pre-ReDevelopment Land Cover (acres) Post-ReDevelopment Land Cover (acres) A soils A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.98 0.00 0.00 1.98 59 Impervious Cover (acres) 0.00 1.40 0.00 0.00 1.40 41 3.38 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 2.05 0.00 0.00 0.00 0.00 0.00 2.OS 0 61 Managed Turf (acres) 0.00 Impervious Cover {acres) 0.00 1.33 0.00 0.00 1.33 39 0.51 3.38 100 Site Tv and Land Cover Nutrient loads Total TP Load Reduction Required Final Post -Development Pre- ReDevelopment Post- (lb/yr) 0.67 (Post -Redevelopment Post- Development Adjusted Pre - Remaining Post Development TP Load & New Im Impervious) P } ReDevelopment (New lmpenrious) Redevelopment Site Rv 0.50 0.50 -- 0.51 Treatment Volume (ft 3} 6,075 6,075 1.13 6,265 TP Load (Ib/yr) 3.82 3.82 3.94 Total TP Load Reduction Required Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) (lb/yr) 0.67 0.67 0 BMP NARRATIVE WATER QUALITY REQUIREMENTS FOR THE SITE HAVE BEEN MET THROUGH THE PURCHASE OF NUTRIENT CREDITS. THE VRRM SPREADSHEET WAS USED TO DETERMINE THE PHOSPHOROUS REMOVAL REQUIREMENTS FOR THIS SITE (0.67 LBS/YR). o Zs so ioo iso 7 = SCALE - 1 inch = 50 ft. Pre- Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 27.30 28.16 BMP NARRATIVE WATER QUALITY REQUIREMENTS FOR THE SITE HAVE BEEN MET THROUGH THE PURCHASE OF NUTRIENT CREDITS. THE VRRM SPREADSHEET WAS USED TO DETERMINE THE PHOSPHOROUS REMOVAL REQUIREMENTS FOR THIS SITE (0.67 LBS/YR). o Zs so ioo iso 7 = SCALE - 1 inch = 50 ft. Pre- Final Post- Total TP load Reduction Achieved "Ell CC" (Ib/yr) Post-ReDevelopment ReDevelopment Development TP Load (lb/yr) 0.00 Remaining Post Development TP Load TP Load per acre TP Load per acre per acre Remaining TP Load Reduction (lb/yr) Required (lb/acre/yr) Ib acre r lb acre r 1.16 1.13 1.13 Site Compliance Summary Maximum °% Reduction Required Below Pre -Redevelopment Load Total Runoff Volume Reduction (ft) 0 Total TP load Reduction Achieved "Ell CC" (Ib/yr) 0.00 Total TN Load Reduction Achieved � �N� '_ (lb/yr) 0.00 Remaining Post Development TP Load (lb/yr) 3.82 Remaining TP Load Reduction (lb/yr) Required 9 r+*#*04#'0ft� ��OLTH OF 0e# i A / w 41 IL 20NAL �* ►■ 0000#i0640• SCALE: 1"=50' SHEET 15 OF 17 SP -0001 °Ec) "Ell CC" yy � �N� '_ w-1 a. C7'1 P a ,� - N 9 r+*#*04#'0ft� ��OLTH OF 0e# i A / w 41 IL 20NAL �* ►■ 0000#i0640• SCALE: 1"=50' SHEET 15 OF 17 SP -0001 DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specificotions List: 2013 Draft Stds & Specs Site Summary Project Title: Albin Convenience Site Date: 43725 Site Land Cover Summary Total Rainfall in): 43 Total Disturbed Acreage: 6.05 Pre-ReDevelopment Lard Cover (acres) Update Summary Street Print Preview Print Post -Re Development Land Cover 4acres) A sails A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 2.43 0.00 0.00 2.43 40 Impervious Cover (acres) 0.00 3.62 0.00 0.00 3.62 60 -- 6.05 1.00 Post -Re Development Land Cover 4acres) A sails B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 2.75 0.00 0.00 2.75 45 Impervious Cover (acres) 0.00 3.30 0.00 0.00 3.30 55 14,248 6.05 100 Site Tv and land Cover Nutrient Loads Total TP Load Reduction Required (Ib/yr) 1.24 1.24 0 Final Post -Development Pre- ReDevelopment Post- 60.12 54.04 (Post-ReDevelopment Post- Development p Adjusted Pre- (lb/yr) & New Impervious) ReDevelopment (New Impervious) ReQevelopment Site Rv 0.61 0.61 - 0.65 Treatment Volume (ft3)13,377 1.48 13,377 - 14,248 TP load (Ib/yr) 8.40 8.40 -- 8.95 Total TP Load Reduction Required (Ib/yr) 1.24 1.24 0 Site Compliance Summary Maximum % Reduction Required Below 20°gin Pre- ReDevelopment Load Total Runoff Volume Reduction (ft3)0 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 60.12 54.04 Site Compliance Summary Maximum % Reduction Required Below 20°gin Pre- ReDevelopment Load Total Runoff Volume Reduction (ft3)0 Final Post- Total TP Load Reduction Achieved Q=WQV/'T Node ID 1.26 (Ib/yr) Development TP Load Total TN Load Reduction Achieved T= (lb/yr) 6.01 Remaining Post Development TP Load per acre (lb/yr) 7.15 Remaining TP Load Reduction (Ib/yr) (Ib/acre/yr) Ib acre r(lb/acre/yr) 0.00 Required 1.48 ** TARGET TPI REDUCTION EXCEEDED BY 0.02 LB/YEAR ** Pre- Final Post- POST -DEVELOPMENT Q=WQV/'T Node ID Rost-ReDevelopment ReDevelopment Development TP Load CUBIC FEET T= 24 TP Load per Gere TP load... per acre per acre CFS A=Q/[C'*'(2*g *H) ^O.5] 17.25 (Ib/acre/yr) Ib acre r(lb/acre/yr) 0.15 CFS 1.48 1.39 1.39 B.M.P NARRATIVE (BID ALTERNATE) WATER QUALITY REQUIREMENTS FOR THE SITE HAVE BEEN MET THROUGH THE USE OF A PROPOSED LEVEL 1 EXTENDED DETENTION FACILITY. WATER QUALITY COMPUTATIONS INCLUDE THE ULTIMATE REDEVELOPMENT OF THE EXISTING BUS DEPOT IN ADDITION TO THE CITEZEN'S CONVENIENCE SITE PROPOSED WTIH THIS PLAN. THE VRRM SPREADSHEET WAS USED TO DETERMINE THE PHOSPHOROUS REMOVAL REQUIREMENTS FOR THIS SITE {1.24 LBS/YR}. A 2 -INCH ORIFICE IS REQUIRED TO DRAW DOWN THE WATER QUALITY VOLUME ASSUMING A 2H -HOUR DRAWDOWN TIME. BID ALTERNATE NARRATIVE BID ALTERNATIVE INCLUDES THE FOLLOWING CHANGES FROM THE BASE PLAN: 1. ADD TWO GABION BASKET WALLS CONSTRUCTED WTIHIN THE POND AS SHOWN (3' WIDE x 3' HIGH x 40' LONG) 2. ADD POND RISER STRUCTURE (SEE DETAIL, THIS SHEET) 3, ADD LOW FLOW ORIFICE PIPE (SEE DETAIL, THIS SHEET) 4. EXCAVATE FOR MICROPOOL 5. INCREASE POND OUTFALL CULVERT TO 30" DIA DRAWDOWN DRFIC,E SONG PRE -DEVELOPMENT POST -DEVELOPMENT Q=WQV/'T Node ID RETURN EVENT WQV= 13377 CUBIC FEET T= 24 HOURS Q= 0.15 CFS A=Q/[C'*'(2*g *H) ^O.5] 17.25 0.2 Q= 0.15 CFS C= O.6 13.72 g= 32.2 ft/s/s H= 2 ft A= 3.274 sq.in. d= 2.0 i n FLOW SUMMARY PRE -DEVELOPMENT POST -DEVELOPMENT POND Node ID RETURN EVENT QPEAK hrs QPEAK cfs QPEAK hrs QPEAK Cfs MAXWSEL ft STORAGE ac -ft STUDY POINT A 1 11.96 9.97 17.25 0.2 874.79 0.137 STUDY POINT A 2 11.96 13.72 12.56 1.12 875.08 0.271 STUDY POINT A 10 11.96 24.59 12.02 20.28 875.62 0.779 STUDY POINT A 100 11.95 44.93 11.98 44.20 876.OS 1.794 LOW FLOW ORIFICE DETAIL N. Tr& NYLON WASHER 3/B' FU GALVANIZED BOLT AND H! ED WASHER NUT RISER/WEIR WALL -11/2'-21/4.10- 14 GAUD€ GALVANIZED O KETAL POST 00 0 O PERFORATED DRAIN TDP PLAN W* OF (ELEV.-873.00) DRAIN TOP PERFORATED HPOE RISER 0 PPE (OR AS SPECIFIED) 57 (iflll t • Y GALVANIZED STEEL BRACE GRAVE (SAVIOUND 8' PUC ELBOW h CAP 1% FJ* • � LOW FLOW ORIFK1 (2' DIA) FILTER FABRIC (INV,=671,00) ,G' saNOnIBE 2 3 FEET 1/4- HOLES EVERY COI C*C FLANGE 4-5 HCHES - 3/4' PVC BOARD 6- MIN. (TO BE SPECIFIE BY PRECASTER) LOW -FLOW ORIFICE CONNECTION (SEE DETAIL) HOST STRUCTURE INSIDE DIMENSIONS PART NUMBER_ TYPE OF PIPE MOUNTING TO: INSIDE DIAMTER OF PIPE: *AS DISTRIBUTED BY CONTECH CONSTRUCTION PRODUCTS NATIONALLY* (PLEASE PROMDE ALL DIMENSIONS IN INCHES) FILL LJVI IUr/I Ill Irl I.UIYIIW_ I[ SWM POND STRUCTURE DETAIL NOT TO SCALE - ISOMETRIC VIEW PLASTIC SOLUTIONS INC - TRASH RACK OR EQUAL SUPPORT T CROSS BARS WITH FASTENERS ATTACHED TO TRASH RACK CORRUGATED METAL OR PLASTIC PIPE SIDE VIEW PLAN VIEW CONTWIlf �I 1�0OIK7! •IL p[ea4 LEM IFp P[TM q9y[, 50 9 Miry sr _1&TI2 x OA i c.�-ane.axnn eue 51seIs7ssn Cw"M CUSTOMER: [1.Z47I:1rlm DATE: DRAWN BY: APP'D BY: DETAIL - 0 Zs so ioo iso 7= 1 SCALE - 1 inch = 50 ft. BUOYANCY COMPUTATIONS FILL WITH CLASS A--3 CONCRETE TO MEET BOUYANCY REQUIREMENT: VOLUME OF WATER = (875-869) x (2.5 x 2.5 x PI) = 118 cu.ft. WEIGHT OF WATER = 118 * 62.4 = 7,351 lbs. VOLUME OF CONCRETE iN CYLINDER= (875-871) x ((2.5 x 2.5 x PI) -(4 x PI)] =28 cu.ft.3 WEIGHT OF CONCRETE IN CYLINDER = 28 * 150 = 4,200 lbs. VOLUME OF CONCRETE IN BASE = 2 x (2.5 x 2.5 x PI)= 39 cu.ft. WEIGHT OF CONCRETE IN BASE = 39 x 150 = 5,850 lbs. TOTAL WEIGHT OF RISER STRUCTRUE = 4,200 + 5,850 = 10,050 lbs. 10,050 % 7351 = 1.36 > 1.2 (DESIGN tS > 1.2, THEREFORE O.K. ) QC7 ROUND SERIES TRASH RACKS �. CD RISER PART NO. CONCRETE INSIDE _ DIA. CMP OR HDPE NOMINAL DIA. A B C D E F G H RS -24 24"0 12'0-16-0 17 1/3' 13 1/3- 7 .3/4' 6 1/4' 6 t/4' 27 1/2- 6 1/4" 7 1/2 - RS -36 36.0 21"#-30`0 21 1/8" 13 1/2- 6 1/4" 5 1/4- 5 1/4' 40 1/2" 5 t/4' 7 1/2 - RS -48 413-* 33'0-42'0 27 3/4- 17 3/4' 7- 8 1/2- 5 3/4" 54 1/4" 6 1/2' g- RS 60 60'0 48.0-54-0 27 3/4- 17 3/4- 1 11 1/2- 1 a 1/2' 1 6 3/4' 67 1/2" 8 1/2" CONTWIlf �I 1�0OIK7! •IL p[ea4 LEM IFp P[TM q9y[, 50 9 Miry sr _1&TI2 x OA i c.�-ane.axnn eue 51seIs7ssn Cw"M CUSTOMER: [1.Z47I:1rlm DATE: DRAWN BY: APP'D BY: DETAIL - 0 Zs so ioo iso 7= 1 SCALE - 1 inch = 50 ft. BUOYANCY COMPUTATIONS FILL WITH CLASS A--3 CONCRETE TO MEET BOUYANCY REQUIREMENT: VOLUME OF WATER = (875-869) x (2.5 x 2.5 x PI) = 118 cu.ft. WEIGHT OF WATER = 118 * 62.4 = 7,351 lbs. VOLUME OF CONCRETE iN CYLINDER= (875-871) x ((2.5 x 2.5 x PI) -(4 x PI)] =28 cu.ft.3 WEIGHT OF CONCRETE IN CYLINDER = 28 * 150 = 4,200 lbs. VOLUME OF CONCRETE IN BASE = 2 x (2.5 x 2.5 x PI)= 39 cu.ft. WEIGHT OF CONCRETE IN BASE = 39 x 150 = 5,850 lbs. TOTAL WEIGHT OF RISER STRUCTRUE = 4,200 + 5,850 = 10,050 lbs. 10,050 % 7351 = 1.36 > 1.2 (DESIGN tS > 1.2, THEREFORE O.K. ) z w a 100 o. 1A ►�" WIN W i -Ch No' -16d2 ; 1 2/11/2020': 0000 ZONAL SCALE: 111-50' SP -0041 QC7 �. CD z w a 100 o. 1A ►�" WIN W i -Ch No' -16d2 ; 1 2/11/2020': 0000 ZONAL SCALE: 111-50' SP -0041 COUNTY of FREDERICK DePartment of PWMk Works 36/fGU%%4.3 FAX„ 54WOS402 TECHNICAL MEMORANDUM To: Mr. Matthew B. Smith, P.E. VDOT Land Development 14031 Old Valley Pike Edinburg, VA 22824 From: Joseph W. Johnson, PE Frederick County Dept. of Public Works Date; March 11, 2019 Subject: Albin Convenience Site Capacity Analysis for Turn Lane Storage INTRODUCTION This memorandum emo andum serves as an evaluation of the need for turn lanes for the proposed citizen's convenience e ce site to be located at 178 Indian Hollow Road In Frederick County, VA, The proposed site will supplement the current uses on the site (school bus storage, county vehicle fueling station and warehousing)- The proposed site would utilize the current single entrance location along Indian Hollow Road (Route 679) across from Thwaite Lane. TRAFFIC VOLUMES The existing traffic volume for Indian Hollow Road (Route 679) is 7,700 VPD as reported in the VDOT 2017 Traffic Data jurisdiction publication for Frederick County which results in the following breakdown of peak hourly flow assuming an AM traffic pattern (70% headed east toward Winchester and NOVA): • Total hourly peak = 405 VPH (assuming 15% of VPD) • Total advancing vehicles = 284 VPH (assuming 70% advancing) • Total opposing vehicles= 122 VPH (assuming 30% opposing) Traffic volumes for the existing Albin Convenience Site (located on the opposite side of Indian Hollow Road) were collected during the period of December 241'', 2018 through January 51h, 2019 which represents one of the busiest weeks of the year for County convenience sites. The average daily trips for the existing convenience site were found to be 530 VPD. 107 North Kent Street, Second Fluor, Suite 200 - Winchester, YfrgiWs 22601-5M) • iso 875 COLTNW Of FREDERICK DffPWtMeM of IPub11c Works FAX: 540/671.66rd'2 Traffic volumes for the existing uses on the proposed site are as follows: • 60 VPD for buses 00 out and 30 back) • 60 VPD for bus driver vehicles (30 in and 30 out) • 4 VPD for warehouse (using 0.47 / 1,000 SF of warehouse) • 10 VPD for County fueling station The combined total VPD for the proposed site is 664 VPD which results in the following breakdown of peak hourly flow assuming 50% of site trips arrive from Indian Hollow Road west (advancing) and 50% of site arrive from Route 522 via Indian Hollow Road east (opposing): • Total hourly peak = 100 VPH (assuming 15% of VPD) • Total advancing vehicles= 50 VPH (assuming 50% advancing) • Percent left turns= 50/284 = 17.6% (use 20%) WARRANTS Plotting an advancing volume of 284 VPH and an opposing volume of 122 VPH on Figure 3 7 of the VDOT DD Road Design Manual g anus (see attached exhibit) indicates that no left turn lane i5 required. Similarly, assuming a Phil traffic condition (709x', headed west away from Winchester) and plotting an advancing volume of 122 VPH and an opposing volume of 284 VPH on Figure 3-10 (attached) indicates that no left turn is required. Plotting an approach total of 284 VPH (assuming worst case scenario, PM condition) with 50 VPH right turns on Figure 5-23 of the VDOT Road Design Manual (attached) indicates that a right turn taper is required. CONCLUSIONS Based on the findings presented above, a left turn lane will not be warranted at the proposed citizen's convenience site entrance along Indian Hollow Road and a right turn taper will be warranted. 107 North lkn♦,ent Street, Second Floor. Suite 24)11- Winchester, Virginia 22601-50011 10+00 11+00 Page 6H-52 April 2015 Typical Traffic Control Lane Closure on a Two -Lane Roadway Using Flaiggers (Figure TTC-23.1) NOM Guidance: I. Sign spacing distance should be 350'-500' where the posted speed mit is 45 mph or less, and 500'-8001 where the posters .speed limit is greater that 45 mph. 2. Cure should be exercised when establishing the limits of the work zone to insure maximum possible sight distance in advance of the flogger station and transition, based on the posted speed limit and at leant equal to or greater than the valises in Table 6H-3. Generally ,speaking, motorists should have a clear line of sight from the graphic flogger symbol sign to the flogger. QVIjon: 3. Where Ri t-o%Way or g4�metric conditions prevent the use of 4H" x 48" signs 3ti" x 3G" signs anay be used. Standard: 4. Flagging stations shall be located far enough in advance of the work space to permit approaching traffic to reduce speed and/or stop before passing the work space and allow sufficient distance for departing traffic in the left lane to return to the right lane before reaching opposing, traffic (see Table 611-3 on Page 6N-5). 5. All flaggers shall be state certified and have their certification c-0ird in their possession when performing flagging duties (see Section 6E.01, Qualifications for Flaggers). 6. Cone spacing shall be based on the posted speed and the values in Table 6H-4 on Page 6H-6.' 7. A shadow vehicle with at least one high intensity amber rotating, flashing, ort oscillating light shall be parked 80'420' in advance of the first work crew. ti n: S. A WElemental flagger may be Muired in this area to give advance warning of the o ration ahead by slowing roaching trafficrior to reaching the fla er station or queued traffic. Guidance: 9. ff the qu rre cif tr a ffle reaches; the BE PREPARED TO STOP (W3-4) sign then the signs, and if used the portable temporari rx,t hle .�trj j)s i1 TRS)', should be readjusted at greater distances. 10. When a highway -rail crossing gists within or upstream of the transition area and it is anticipated that queues resulting Flom the lane closure might extend through the highway -rail grade crossing, the temporary trsorc control zone should be extended so that the transition area precedes the highway -rad crossing (see Figure TTC 56 for additional in on highway -rail crossings). Standard: 11. At night, Mugger stations shall be illuminated, except in emergencies (see Section 6E.013). tion: I 12. Coneg may be eliminated when using a pilot vehicle o ration or when the total roadway %idth is 20 feet or less. 13. For low-volume situations with short work zones on straiaht roadways where the flagger is viatt'blc to road users approaching from both directions, a single flagger, Positioned to be visible to road users approaching from - 1h din "ons may be used see Cha to 6Q. Standard:I 14. When approved for use, three portable temporary rumble (PTRS) strips shall be installed across the entire travel lane adjacent to file BE PREPARED TO STOP (W34) sign. The portable temporary rumble strips shall be monitored and adjusted as necessary during the work shift to ensure proper placement on the roadway. When the PTRS are installed, the RL':' BI E STRIPS AI L_AD f W20 -V26'1 sign shall also be utilized. Posted_ Seed 1 0 35 m h 36 - 55 nt h PTRS Spacing (Center to Center) 1 5 Feet 9 Foci 1: Rog isiula I - 4! 112015 SIGHT DISTANCE PROFILE 12+00 13+00 14+00 15+00 16+00 17+00 1_�r_ _4 -PROPOSED GRADE 18+00 April 2015 Lane Closure on a Two -Lane Roadway Using Flatggers (Figure TTC-23.1) NL7td11'1S t#�DDer�� T i M G20.2 M 5W 4- W 511' - 1W 0 e SEE NOTE 4 'Y W1- i 20' ' --y- SHADOW VEHICLE REOUIRED d SEE: NOTE 4 e 4 • FLAGGER STATION �o SEE NOTE 2 W SEE NOTE f + DQ5 W2()_Y t `� NOTE t "T W3'4 EE E NOTE 9 'PORTABLE N07E I t TEMPORARY W20426 RUMBLE STRIPS SEE NUTS 14 SEE NOTE 14 SEE (OPTiONAL) � t NOTE 1 W20-4 SEE NOTE 1 1:lteiWon I--4ra12o15 19+00 20+00 Q 751875 ENTRANCE PROFILE F it rT 5 EM 10+00 10+50 11+00 75 MrnCo CD4i :� c•a ctia Page 611 (N Q or� W2()_Y t `� NOTE t "T W3'4 EE E NOTE 9 'PORTABLE N07E I t TEMPORARY W20426 RUMBLE STRIPS SEE NUTS 14 SEE NOTE 14 SEE (OPTiONAL) � t NOTE 1 W20-4 SEE NOTE 1 1:lteiWon I--4ra12o15 19+00 20+00 Q 751875 ENTRANCE PROFILE F it rT 5 EM 10+00 10+50 11+00 75 4�� NLT H Gp . 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