The URL can be used to link to this page

Home My WebLink About46-03 Hayfield Assembly of God - Building Addition - Gainesboro - BackfileGENERAL NOTES VD0T GENERAL NOTES V1. All work on this project shall conform to the latest editions of the Virginia Department of 1. Methods and materials used in the construction of the improvements herein shall conform to the current Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and County construction standards and specifications and/or current VDOT standards and specifications. Sediment Control Regulations and any other state, federal or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall be 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, govern. must be provided prior to issuance of the site development permit. The approval of these plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Control Handbook. Health Administration and VOSH Rules and Regulations. 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall (VDOT) and Frederick County prior to construction in existing State right-of-way. be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and Bridge Specifications, Section 104.04-C. required under State law. 5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will be held V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is the sole responsibility of the developer to locate and identify utility facilities or items, which may (VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be be in conflict with the proposed construction activity. VDOT approval of these plans does not responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to relieve the developer of this responsibility. Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. V5. Design features relating to field construction, regulations, and control or safety of traffic may 6. An approved set of plans and all applicable permits must be available at the construction site. Also, a be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of representative of the developer must be available at all times. any field revision will be the responsibility of the developer. 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged embankment. and held by the engineer and/or developer with the attendance of the contractor, various County 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California agencies, utility companies and VDOT prior to initiation of work. Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8, The contractor shall notify the local VDOT Residency Office when work is to begin or cease for for actual determination of required pavement thickness prior to placement. All final pavement and base any undetermined length of time. VDOT will also require 48 hours notice for any inspection. course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the support values of the soils in the subgrade. Final pavement design shall be submitted during construction adjacent public roadway through construction and maintenance of a construction entrance in accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02, Furthermore, and prior to placement. access to other properties affected by this project shall be maintained through construction. The Developer shall have, within the limits of the project, an employee certified by the Department of 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediately after each rainfall, 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the end of construction. one fatter receptacle shall be provided at the construction site. V11. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take V12. Any unusual subsurface conditions encountered during the course of construction shall be whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity condition at all times. until an adequate design can be determined by the engineer and approved by VDOT. 14. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut representative prior to placement and fill. Where CBR testing is required, a VDOT representative sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current are submitted to private laboratories for testing, the samples shall be clearly identified and labeled standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method A, within plus or minus 2% of optimum moisture for the full width of any dedicated street utility verification and the proposed construction. right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified 17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A result of his construction project within or contiguous to the existing right-of-way. copy of all tests shall be submitted to VDOT prior to final VDOT approval. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and must be provided to Frederick County Sanitation Authority prior to issuance of grading and; ` jr site further where determined necessary by VDOT Inspector. development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall 19. The developer will be responsible for the relocation of any utilities which is required as a result of his meet VDOT minimum design standards and is the responsibility of the developer. project. The relocation should be done prior to construction. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected markings must be installed by the developer or at VDOT's discretion, by VDOT on an account in accordance with state law. In the event gravesites are discovered during construction, the owner and receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The engineer must be notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering VDOT's approved list. A copy of this list may be obtained from the District Material Section. at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. Contact the local VDOT Residency Office with any questions regarding sign material and placement. 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard V18. The developer must provide to the local VDOT office a list of all material sources prior to proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered construction. Copies of all invoices for materials within any dedicated street right-of-way roust be professional engineer and results submitted to Frederick County prior to pavement construction. If a provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices may be geotechnical report has been prepared, it should supersede the requirements in this note. obscured. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating spreader. Density will be determined using the density control strip as specified in VDOT's Road and or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these of excavation or demolition. Names and telephone numbers of the and operators underground utility lines tests. A certified copy of the test results shall be provided to the Residency Office. In additions to in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. 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. V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road UTILITY CONTA iTS and Bridge Specifications -Section 315. Density will be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. Winchester, VA. 22604 Winchester, VA 22604 (540) 868-1061 (540) 869-1111 Power: Allegheny Power P.O. Box 1458 Hagerstown, MD 21741 1-800-654-3317 Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301) 954-6282 MISS UTILITY 1-800-257-7777 WEEKDAY 560 CHURCH 9.11 PER 1000 S.F. 21,160 S.F. / 1000 = 21.16 21.16 • S.I1 = 158.23 VPD SUNDAY 560 CHURCH 36.63 PER 1000 SF. 21,160 6F_ / 1000 = 21.16 21.1& • 36.63 = 191.31 VPD LEGEND EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR 330 INDIAN - HOLLOW PROPOSED CONTOUR 40 g SCHOOL EXISTING EDGE OF PAVEMENT EX E/P (J.S PROPOSED EDGE OF PAVEMENT PROP E/P EX C&G ROwjj� S S 1 TE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER PROP C&G TRANSITION FROM CG-6 TO CG-6R CG-6 CG-6R EXISTING TELEPHONE LINE PROPOSED TELEPHONE LINE T T EXISTING STORM SEWER X. 15" RCP PROP. 15" RCP PROPOSED STORM SEWER -' VICINITY MAP SCALE 1 "=_ 2000' HAYFIELD U.S. ROU_� 5m RT 443 IQ) v_- GA R1,1N uw N 0 w 00 N � 100 v_ N W °•� cow �- O > N L -0 °�' c o LJ J c L11 o ldr W _C n uO V X Lo5' F�L¢rl, i rn a� o c > 0 0)L N w cC D 0 u_ EXISTING SANITARY SEWER PROJECT INFORAIA TION PROPOSED SANITARY SEWER - s Z EXISTING ELECTRIC SERVICE O PROPOSED ELECTRIC SERVICE STREET ADDRESS: 5118 NORTHWESTERN PIKE GORE, VA 22631 Z CU EXISTING GAS LINE MAGISTERIAL DISTRICT GAINE550RO G a1d PROPOSED GAS LINE PARCEL IDENTIFICATION NO. 35-((A))-36 4 36A j F- LOT AREA 3 053 AC W C1 PROPERTY LINE - - DISTURBED AREA 2.10 AC FLOW LINE CURRENT ZONING RA FENCELINE * # * * * * CURRENT USE RELIGIOUS t1 EXISTING POWER POLE -a PROPOSED USE RELIGIOUS w EXISTING TELEPHONE POLE SETBACKS - BUILDING: FRONT: 60' (PROP 115') ef-I SIDE: 50' 4 100' (PROP 50' 4 45') . EXISTING WATERLINE W/ TEE w ' T ` ro REAR: 50' (PROP 509 LJ O PROPOSED WATERLINE W/ TEE W w!Ti"- BUILDING HEIGHT: MAXIMUM BE,' (PROP 309 Q � EXISTING FIRE HYDRANT SIGNS: NONE PROPOSED EXISTING WATER VALVE w e w PROPOSED WATER METER IDOUTDOOR LIGHTING: BUILDING MOUNTED EXISTING REDUCER OUTDOOR STORAGE: NONE PROPOSED PROPOSED REDUCER w PARKING CALCULATIONS STOP SIGN a F.A.R. CALCULATIONS REQUIRED: I SPACE. FOR EACH 3 SEATS HANDICAP RAMP (CG-12) LOT AREA = 3.053 AC. - 132,988.68 5F. EX SEATING = 160(TO BE CONVERTED DENOTES LOCATION OF STO VDOT TO AUXILARY HALL) STANDARD 12DROR JURISDICTIONAL EXISTING I STORY CHURCH = 2j380 SF. W/15A5EMENT = 2,880 5R PARKING INDICATOR 12 PROPOSED ADDITION = 5000 SF. (FIRST FLOOR) FHASE 1 CALCULATIONS INDICATES THE NUMBER OF TYPICAL PARKING SPACES SECOND FLOOR=1,600 5F. PROP SEATING = 250 TEST PIT LOCATION O BASEMENT = 6,400 S.F. TOTAL = 250 TOTAL = 21,160 SF. Q 250/ 3 = 84 SPACES REQUIRED EX SPACES = 15 HANDICAP PARKING H/C EXISTING 1 STORY HOUSE = i�)60 SF. SPACES REMOVED = 15 EXISTING PAVILLION = 1,530 SF. t�- VEHICLES PER DAY COUNT 100 TOTAL = 25A&O S ► . ,111. PROP SPACES = 86 O PROPOSED BUILDING ENTRANCE 25;680 / 132,S88.68 = 0.15 &-.A.R.) TOTAL SPACES = 86 ( INCLUDES 6 H.G.) PHASE 2 CALCULATIONS U STREET LIGHT' PROP SEATING = 350 LANDSCAPING CALCULATIONS TOTAL = 350 EXISTING ~ U PROPOSED STREET NAME SIGN + I TREE PER 40' PAtRJGING PERIMETER 350 / 3 = III SPACES REQUIRED U! LU PROPOSED SANITARY LATERAL CLEANOUT 10 EX SPACES = 15 0 PARKING PERIMETER = 540' SPACES REMOVED = 15 ® tu SANITARY MANHOLE INDENTIFIER 12 IL 285 / 40 = 21 TREES REQ. PROP SPACES = 130 .dd U_ TOTAL TREES PROVIDED = 21 O 1�- STORM DRAIN STRUCTURE IDENTIFIER O : � TOTAL SPACES = 130 (INCLUDES (o N.G.) 0 EASEMENT LINE CENTERLINE - - ti HANDICAP PARKING I� Q EXISTING SPOT ELEVATION 12.0 �� 101- H50 SPACES = 5 HAND ICAP SPACES REQ. TOTAL SPACES PROVIDED PROPOSED SPOT ELEVATION 7153 o EXISTING TREE DRIP LINE, EXISTING TREE �� 15" OAK 15" PINE NOTES: Q OAK 1. THE BUILDING WILL BE BUILT LARGE ENOUGH TO HANDLE THE PHASE 2, ADDITIONAL 100 SEATS. THIS WILL REQUIRE INTERIOR SEATING ADDITIONS ONLY' t PROPOSED TREE 2. THIS SITE IS ON WELL & SEPTIC. NO FIRE HYDRANTS ARE EXISTING OR REQUIF h, Via...-,,, ...�.-• . SEAL CO VER SHEET Project Name: HAYFIELD ASSEMBLY OF GOD OF lr Owner: Address, Including Zip Code & Telephone No. 5118 NORTHWESTERN PIKE HAYFIELD ASSEMBLY OF GOD CHURCH GORE, VIRGINIA 22631 ARK D. S TH 9 540-511-1443 No.002009 Developer: Address, Including Zip Code & Telephone No. q,u,p� 5110 NORTHWESTERN PIKE o4 HAYFIELD ASSEMBLY OF CLOD CHURCH GORE, VIRGINIA 22ro3l SHEET INDEX s p 5 40-87-1-1443 Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 151 WINDY HILL LANE COVER SHEET SHEET I OF 1 GREENWAT ENGINEERING WINCHESTER, VA. 22&02 DEMOLITION PLAN SHEET 2 OF 1 540-Co62-4155 EROSION CONTROL PLAN SHEET 3 OF 1 PROFESSIONAL SEAL & SIGNATURE APPROVAL DATE: 9/03 GRADING PLAN SHEET 4 OF 1 THESE PLANS ARE IN CONFORMANCE WITH SITE PLAN SHEET 5 OF 1 COUNTY OF FREDERICK STANDARDS AND SCALE: N/A EROSION CONTROL DETAILS SHEET 6 OF 1 ORDINANCES. ANY DEVIATION OR CHANGE 511,111 G0 IF'UTATION5 4 DETAIL5 5HEET I OF 1 IN THESE PLANS SHALL BE APPROVED BY i0arA� THE ZONING ADMINISTRATOR PRIOR TO DESIGNED BY: CONSTRUCTION. ZONING ADMINISTRATOR DATE CDR * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL * F.C.S.A. APPROVAL VALID FOR (2) TWO YEARS FROM DATE OF APPROVAL SHEET 1 OF '1 r i 1 j 1 � I I I iu ti i w t t r r f----._u__ 4 � � ...... ...5.35'�0'00' E 68.25�' ::-____.___.. e � t t t t >✓ IRF e f --- ��■■�rrrrrrrrrr - ._...... ____ -'' f i �, !I °! t i � e, I x EX POWER -POLE,, w,z TO BE R6MOVEQ AND ELOCATEp,,.. r EX /6ASKETBALir'POLE i /TO BE REMOVED ' 1 t ` 1 AND` RELOCATED ��` - y YARD HYD. t I e EX PAVILLI N t !! TO BE REMOVEDIt B T.,.Q REMAIN/00 04 NA RPLACEDIle \ {BY QTHERS r +, a- e ; ti\ _ t t , f EXISTING TREE ' e �e \\ Ile tt �t TO BE REMOVEDSIGN / -- ,/ P t t EXISTING POW ! .... ..MON `.- / N 34• f l k t i 1 POLE TO j9W 33 24 W 119.30Y ri. t t !, •- EXISTING TR \ 377" t ' , �'TO REMAIN qmvmmm -- gU 1=1�1DiIb4LL -- � _ . ► f I t'.a. aE ,_ N 6 32 07� W W2.7 f "' ..,,� `� 1/2 11 + r,.i i`..' t ]I ' � "•... ^-e CZ ` ---, t �•. a N 32•IT. 11 t . -- 1 '--~ _ -....,. S" €NDI�a41�L � � � � � ___.._ �` '� �. 1/2 IRF ,J - -- . I� ,s EXISTING PAVEMENT I> TO BE REMOVED _ ik '`L� _'.._.-----._^.-.....rl -+w. • __••+.. ``."^' -.... ..`. r _•.•- `-" +...r ..n. .w........ .....n o......r ..+.. ...... -.-.. ......... w...v ...r.n .. r..r`...... � `� U.S. ROUTE 50 w _ �.— NOR-R,I -- �- -� — � — — — — _ � -�. � �'_'"— WEST BOSTERN PIKE\ POS'TE-@ Uxin -SPE - _ f � `— r j -- -- — - --- - INV CA ARPRAIL SCALE: 1 " = 20' Z w w z Z w 0 o ccQ 0 co C12 et wCq Zi x �� w a �- a .2 x � EO•Hfx ul rn swq rl- hl"IN a) O N Q% >-. Aa 0 H w o a> cr w o_ w t.� l W � d � A 0 rn p �U r, MARK D, MITH No•oo2oo9 �L4� svR��° I 0 .J w DATE: 9/03 1 SCALE: I" = 20' DESIGNED BY: CDR FILE NO. 2048 SHEET 2 OF 7 1 I �. CA=0.20ft4, ,.,._ j IN I /0000 t �j t '4✓" �,�� t � y i a 7 1 ' ' au I 1 6� 4DDI'tJ01�1, + � rO � y - a`-~J_•_-�+�',^µ''e^_�'^^�. -•, .i� �. I £ i PROPosm I I I I I i I OFF -SITE AREA TO EX 18" _ 3.8280 ACRES C=0.35 CA=1.34 I I \ SEEDING NOTES: I I. TOPSOIL SHALL BE SPREAD AT A DEPTH OF 4". 2. PULVERIZED AGRICULTRIAL LIMESTONE SHALL BE INCORPORATED INTO SOIL AT A RATE OF 92 LBS, PER 1000 SF, (2 TONS PER ACRE). \ 3. FERTILIZE WITH 10-10-10 AT A RATE OF 23 LBS. PER 1000 6F,(1000 L55. PER ACRE). 4. SEED MIX SHALL CONSIST OF 61% KENTUCKY 31 TALL FESUE AND 33% SERICEA LESPEDEZA APPLIED AT THE RATE OF 120 LBS, PER ACRE. I 5. STRAW MULCH SHALL BE APPLIED TO ALL SEEDED AREAS AT THE RATE OF 3500 LBS. PER ACRE AND ANCHORED WITH CUTBACK, OR EMULSIFIED ASPHALT APPLIED AT A RATE I OF 200 GALLONS PER ACRE. NOTES: I. A LAND DISTURBANCE PERMIT NEEDS TO BE APPLIED FOR AND ISSUED BY THE FREDERICK COUNTY PUBLIC WORKS DEPARTMENT PRIOR TO INITIATING ANY SITE WORK I 2. ALL PROPOSED UTILITIES SHALL BE LOCATED UNDERGROUND. I I \ 000 I � I 400e I I � I , t I � t AREA TO STORM STRUCTURE #3 TO POND 0.3927 ACRES I C=0.50 I I DETENTION POND TO BE CONSTRUCTED PRIOR TO THE CONSTRUCTION OF THE OTHER SITE IMPROVEMENTS. POND TO BE USED AS A SEDIMENT BASIN. INSTALL CONCRETE (STD. MH-1 BARREL) RISER, AT THE SAME ELEVATION AS FOR FINAL POND. AFTER THE SITE 16 STABILIZED, REMOVE ALL ACCUMULATED SILT. REGRADE POND TO DESIGN ELEVATIONS. 1 I, 1 1 AREA NED 24" CRES i2 08 40 20 0 40 80 CD Z W LLJ Z W co > It Lo .4 Co Lo Z�> x C\2 tocQ a t- o W�, .-� E- rl- L N N O Q) tio W co n Mm 0 F- 5 0 W 0 fx > Ir w CL w OP MARK DvSVTTH 9 No,002009 l q " "'d�p4� 6► Suj o u' El0 O Z E-► O Z >m 00 z� J Q m LLJ U) Z qQ H zm a OO U) rx 0 O J W W DATE: 9/03 1 SCA1,E: 1" = 40' DESIGNED BY- CDR l SCALE: 1 " = 40' FILE NO. 2048 SHEET 3 OF 7 w U Q 0 0 �o o� 0 CM O O N N do w ! � 1 fi z lu HON F x ( I SHED ep i' 02 _ � IL FENCE/ /211 IRF� '� -- �e- __ - BOARD FENCE Qi I WIRE I L��.. (� / j t \ 91THRTx0m' != 4�s2 FENCE I 1 I �ETAINING WALL ( Q �� 1 TREE LINE / I EX E t L i 2 RISERS * 0503s / �� I J! ��` a°� 1 Jrg�EF' 00x�- I j _ ----.- 1 \ \ i I0 56 !! 0�v I/All t I Ex ONE 9b t / / STORY HOUSE I / �► � J r ,' : \ • . • : � • ' , ' ! • • 0Q ! I v 1 L I f FF = I03.61 1 1 I x 02e / I 1 •I I I 50 0 � I ��• .\ • 1 1 t 1 I I I 0 — I I �� I m� f / r - 89 ' . i V. lb `W � 1! I Iq122' RIM ! o 43 NOTE: I 1 1� ( I A88 THRU IS AND I. V.D.O.T. 15 NOT RESPONSIBLE I 1 JI / �./ N I I I / / �'° \ �,' \ \ \ \ FOR CONSTRUCTION OR MAIN NANCE j I I/ f_ ____` I _� 1 �� / \ \\ ' v OF S.W.M. POND NOR L IA5LE F R IT ! l \ '"" %" '� �9 ! PROPO ( �0 / ! / 09 IN ANY WAY. t -� T j SE� - \ / / , •:.I' \ •�•�' •• ,•:.i.• •.• ,�., •..\ \ 2. STORMWATER POND I T IN 80 86 _ 60 TO BE INSTALLED PRIOR 1 '� REEL E I ■ / } .. 10 ITIll x. 4_ TO ANY SITE GRADING t I 86 / �,�SMN I m / / / / \ �' FPS ., ` : J. \ ' , :. • :� .:. i. ! \ t t , ror r ! 88.83 I l 1 / �� 88 . ' \� PH E i l \ 9i ` ' \ . ! \ 3. A LAND DISTURBANCE PERM�� t 1 I O / '4r�" 5-�-� I�O,Q�Q,� 4' . / / ( �,o + / ,/ - 1.. ' • .:. _ 1 ', ; .. • !. '.' RETAINING WALL I \ WILL BE REQUIRED PRIOR TO \ t ! / r of ( / % ; ` ~ -- . L 1 1. • : SEPE TE PERMIT ANY GRADING OPERATIONS. !.. ! REQU1 ED RET,WAL.L \ \ \ j WtTH b LOTS AT; \ 50 LONG HC R MP ;.PARKI�OT CrtRAIDE ' � ® 5.00� r // TO PRFr T PONrAINCs _ : \ : : . i. \ / I I ( r SE RATE PE VI' REQ'Q V. 10 u/G I ( 00 1 s ffR / I I PO 0;1 P 40 5� I gip,>;<<,e•. R ! 92EPIx 9�68 /• �O ,.j/ %� // � •.' .' � •• ••'. .',.'. .••• \ \ eQ \\ D _____� �- ( 1 \ J I X —SMNT STEPS r. �' / 50 / ( FF■9163 Aix 50 I J i i / 65EP �4\ : • \ . \ I \ \ FF=IImm.00 BW I • // �, / V. 041 \\ \ PVC 40 BOX i`' / / \' \ 0 \ \ V. ' ( ( ( IICL-/ EX CHURCH ■ / \ O f� \ %5 • \ \ \ I \ ( 40 BASEMENT : AP ROX. / N TOTAL Sr- SE 89.0 I // I ! \ % C)24-�4\ — , 04 65\ . . X j z ! ! I I I i NOTE: /84EP \ \ \ I\ \ t I I / HI ATER ALARM T6 06 15 \ \ \ \ w / I ( / PL ED IN IBA�8EMENT. g4 X / ti+ I i 1 RICAN M ACTURIW-% \ \ \ I \ \ \ \ M DEL Al O"OJAL TO. \ Eyr— oqq 00 25 yam- A P`" PORCH ` / / �� '-� 0 I I I I // \�/ 100 YEAR +77g W.S.E. 81.06 \ \ \ \ \ I \ \ / / / I �' . ../• / t PROPOSED SWM POND ww 1 t ! ( 77fl _ + 100 YEA 77 \ \ ' BOARD FE GE I SI / / I ' , 1 J/ 771 W.S.E.=81.06 + \ \ \\ \ I 1051I \ 00 EXISTING / 1 1 1 -IS 77-k \ 958C SIGN 5 1 ! a0 _ _ +7 \ \ \ \ i / 60 x / - - \ ON ,mmmullill, -: a ,,5 x/I /, 2 c 91- , ,, , +82fl 82 i 1 ` + 821 SPILL \ \ \ \ - - -- - - _ _ _ _ _ _ / 1 00 x N 34'33'2411 W 1143.30 ' 2 ! � - - - INv ,,r' 93,(q'0 J82 _ — _ — — — t — / 9Rnu l J I l 1_.. \ L PP Mh1481 ' Sm + 82 A \ \ \ \ \ \ \ __ — — 8" ENDWALL _ _ 1 / l ! I / N 36'3 '1" W\ 1111 80 \ \ �''!� _ —�'" ANY/ALL VI MONUI'1E VD0 \ \ \ \ \ \ \ \ ` WITHIN CONSTRUCTION AREAS MON \ \ _ \ (d \ \ - SHOULD BE RESET BY A CLS �� \ \ \ 94aC t \ _ 85 \ \ --. UF`4 N_.COMPLETION ---.-a N 32• \ \ I PP 92BG x ac Im -EC- ,, 1� ` ` � -.. � _...,..., _.._"' � COPISTRUGIIQ�I__.. — — — ..._ � 10'-EG-I 14 \w i42.4s' \ \ `��„ I� \ \ NOTE: j . _._ „ IF EXISITINC= 92Bc 1 `' - _ --- INa�c..�. i5 ENII \ ENT // \\ IS R,4VELING PEEL PAVEMENT x ��v - - - -- _ - - -� - - - - -�� \ \ - -__ MAY REQUIRE OVE G' ETC. V.D.O.T. , 05 - . - - - - _ _ _ _ _ �__ _ _ _ _______ / \ EX RTE 50 E.P. �, YMENT FROM 91aC� \ % \ BACK TO R/W LINE 11 \ — ~---- _ --- _ —— — — — — — — — — — — \ \ \ +� 9 \ \ EX. EP N OR THUJE PIKE 88 M -,a— STERN WEST BOUND LANE � PROP. ASPHALT- STEp SFEEL) INv ■ 85.96 Tr---- R/W- VARIES m / / w // 20 10 0 20 40 / / SCALE: 1 " = 20' Z W W Z Z W O CO Ln 00 co oin as I 1 Z x� �N W'> +' 0001 W U z0 O 4 2 0 W Ix o > w t2 W (� O O Ao 0 p �MVRK vD SM TI H No, 002009 a 0 L 0 Z U 04 z J �� Q Q' W z � 0 Q � 0U zu �W 0 Q � w u mr DATE: 9/03 SCALE: I" = 20' DESIGNED BY: CDR FILE NO. 2048 SHEET 4 OF 7 U Q 0 0 M O 0 N Lo N ai d L0 0 00 It 0 z p z ft w w z z w 0 C� 0 _T E a> U) Q a m 2 ao 0 a� 0 T.M. 39 — (W — 44A SHARON GROVE KELLY HERSHELL E. KELLY DB. 575 PG. 473 ZONE: RA USE: AGRICULTURAL BOARD FENCE 8" ENDWALL INV = eo.31 . I T.M. 40 —(D —38�� u REV. IRVING B. HOWARD MARY LOUISE HOWARD ILI0 DB. 315 PCB. �042 T.M. _ • _ ZONE: RA USE:SINCxLE FAMILY RESIDENTIAL `�,, I � I ROBERT H. 4 PAULINE R. IGIEL DB, 416 PCB. 145 F ZONE: RA USE: SINGLE FAMILY RESIDENTIAL E SHEDS I�� r., ifs VDHI MON _ INV = 93.rbo 1 INV = 8a.9ro GUA,RDi 4AAIL 101000 AADT ( u , ---�_ -01) Z I REMOVE 4 REPLACE EX. GUARDRAIL A5 REQ'D. EX. a" ENDWALL INV = 15.ro I RETAINING4 WALL SEt-ERATE PERMIT REQUIRE 0 CD Z W W Z CD Z WC\2 o CD L, 00 � It I j co co CDLo i� �> x � I Lr) C\2 L1J WconU aLo cc '-' Lo Hw I w 0 0 •N a) � ( w U) 1/2" I RF -- 1i7" IKi= EX. GUARDRAIL TO --- -- - — �� REMAIN IN PLACE 20 10 0 20 40 SCALE: 1 " = 20' z 0 u? J U) o w j w EL > w J W o o Q 0 MARK D, SMITH No.002009 �� l2 `5 G�a4 . supN - 0 0 0 LL 0 J �� im QE- ao � ww W oz Ixo E- a) U) co z X Q �w �i J � ui DATE: 9/03 SCALE: I" = 20' DESIGNED BY: CDR FILE NO. 2048 SHEET 5 OF 7 EROSION ANp SEDIMENT CONTROL NARRATIVEROCK CHECK DAM 3.20-1 STONE GONSTRUCTION ENTRANGE CONSTRUCTION OF A SILT FENCE Z : (WITH WIRE S UPPOR T) � PROJECT DESCRIPTION 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. W THE PROPERTY IS LOCATED IN GAINESBORO DISTRICT, FREDERICK COUNTY, IN "HAYFIELD" ON RTE, 50 WEST OF WINCHESTER, THIS SITE IS 2 ACRES OR LESS OF DRAINAGE AREA: 10' MIN. TRENCH UPSLOPE ALONG THE LINE TO BE DEVELOPED AS SHOWN. SWM WILL BE TAKEN CARE OF BY AN ON -SITE POND. THE TOTAL PROPERTY CONSISTS OF 3,053 ACRES OF EXISTING OF POSTS. WHICH APPROXIMATELY 210 ACRES WILL BE DISTURBED FOR THE CONSTRUCTION OF THE BUILDING AND PARKING. 1 '4 PAVEMENT EXISTING SITE CONDITIONS 6•, THE SITE IS CURRENTLY PARTIALLY DEVELOPED AND CONSISTS MOSTLY OF PAYED AND GRA65 AREAS. SLOPES RANGE FROM I TO 13 3" FILTER CLOT 6" MIN BERM"iT(OPTIONAL) PERCENT THROUGHOUT THE PROPERTY. FILTER CLOTH A I f I ' Z In (OPTIONAL) SIDE ELEVATION !t ( I II l �11 II W In ApJACENT PROPERTI( ��- CQ4 (DOWNSTREAM VIEW) EXISTING 10' MIN. / I ) II �� II THE SITE IS BOUNDED BY RTE 50 TO THE WEST, AND BY RE51DENTIALY ZONED PROPERTY ON ALL OTHER SIDES. GROUND �I VDOT1 B WASHRACK 10' MIN. C��2 EROSION ANp SEDIMENT CONTROL MEASURES �ol=rIONAu .� H, COARSE AGGREGATE —�10) UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED FLOW II" II" EXISTIN III III AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL FLOWL0 � „ WITMIN•HANDBOOK (VESCH). —3PAVEMENT 4" Q POSITIVE DRAINAGE 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE W O "t STRUCTURAL MEASURES VOOT I COURSE TO SEDIMENT 10 MIN. FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. ,�+ 4 0,� A CONSTRUCTION ENTRANCE WITH WASHRACK SHALL BE PROVIDED TO THE SITE FROM ROUTE RTE. 50. RUNOFF FROM THE ENTRANCE SHALL AGGREGATE B TRAPPING DEVICE BE CONTROLLED BY SILT FENCE INSTALLED ADJACENT TO THE ENTRANCE. 2-10 ACRES OF DRAINAGE AREA: • MUST EXTEND FULL WIDTH OF CD � E, INGRESS AND EGRESS OPERATIONPLAN VIEW ,I SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE EROSION ACROSS THE SITE. / k >; x�: �' , � t / n,..ayr • N J ::,Y: (1) O 6 12' MIN r 1/EGETATIVE MEASURES 3 ��II y „ � .� ' •i;-��i;. d tin s, PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) DAYS AFTER FINAL GRADING FILTER CLOTH 3" MIN � 9 w � IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN CI) DAYS TO DENUDED (OPTIONAL) �IJ�TI�TI 3" MIN. r ® I' FLOW / AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT 501E (DOWNSTREAM VIEW) FILTER CLOTH—' STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. SECTION A -A =III — VDOT #1 EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. }- TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY COARSE AGGREGATE t Z VEGETATION IMMEDIATELY AFTER GRADING. 1 FILTER FABRIC O FLOW ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY _ O �7 MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVERIII�` I WIRE I I C MANAGEMENT STRATEGIES REINFORCED coNCRE SECTION B-B DRAIN SPACE .� - r o CONSTRUCTION SHALL BE SEQUENCED SUGH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. CLASS 1 RIPRAP SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05 1 W C21 Shemood h 11ant > 1 E8D-3ta2 1 SEDIMENT TRAPPING MEASURES INCLUDING THE POND/SEDIMENT BASIN SHALL BE INSTALLED AS A FIRST STEP IN GRADING AND SHALL BE LLJ SEEDED AND MULCHED IMMEDIATELY AFTER INSTALLATION. a- `l THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR RCO THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL SILT FENCE CUL t�ER T INLET PIPE' OUTLET CONDITIONS W MEASURES. PROTECTION A A TEMPORARY DIVERSION DIKE r1r) AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE GLEANED UP AND REMOVED. ENDWALL d00 p' DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE Q O NECESSARY DUE TO CONTRACTOR PHASING OR OTHER ANTICIPATED CONDITIONS. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ado 0-)ADDITIONAL MEASURES TO THOSE SHOWN AS NEEDED IN ORDER TO CONTROL EROSION AND SILTATION. ALL MEASURES SHALL BE do Compacted Soil INSTALLED ACCORDING: TO THE STANDARDS IN THE VESCH. TOE OF FILL CULVERT MAINTENANCE o PIPE OUTLET TO FLAT �� 18 min. CHANNEL AREA WITH NO DEFINED �Gy ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED PLAN VIEW —Flow r� STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE II LI LI ARK D. SMITH THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED. IS -- L a = N0.022837 TRAPPED SEDIMENT 15 TO BE REMOVED AS REQUIRED TO MAINTAIN 50'ra TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. ° ° D % _y O�� ' I GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR S° d 4.5' min. EDIMENT BUILDUP. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE TOE OF FILL IS ANAL REMOVED AND CLEANED OR REPLACED. ° ° TFamg�qw PE RM,4NENT STABILIZATION SILT FENCE ° ° • DISTANCE IS 6' MINIMUM IF FLOW SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER ALL AREAS DISTURBED BY CONSTRUCTIONIS TOWARD EMBANKMENT SHALL BE STABILIZED WITH PERMANENT SEEDING iMMEDIATELY FOLLOWING FINAL GRADING. A SEEDING SHALL BE DONE ACCORDING TO STANDARD AND SPECIFICATION NO. 3.32 OF THE VESCH. FLOW * A ado (MIN.) SOURCE: VA. DSWC PLATE 3.09-1 OPTIONAL STONE COMBINA TION do 1.0' I 1,g' I PIPE OUTLET TO WELL O DEFINED CHANNEL ' PLAN VIEW 0 h FLOW L' a u �- 2.5' 0 % O d Z LE 0 �V00T #3, #357, #5, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP SECTION A -A r � E-+ TO REPLACE SILT FENCE IN HORSESHOE "WHEN HIGH VELOCITY OF FLOW IS EXPECTED FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER I —I NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION J 1Y1 BASKET, OR CONCRETE. E-a 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED E_ lm U) SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 USING PLATES 3.18-3 AND 3.18-4. w ~' (2) E- 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT cc-12B LESS THAN 6 INCHES. Q O H71 Source: Va. DSWC Plate 3.18-1 UD W C) qq -C\ coS• MCI. � O U y � $.. �� \ CROSSWALK aqb (12:1 Wl bE� 12' CO �(12:1 IIATL 4 PAVEMENT SHALL MEET OR EXCEED m > (12') EX15TING PAVEMENT SECTION ON RT. 50. MAX. W PERMISSIBLE •a• CORE DRILL REQUIRED. 0 - Q 7'-10- 5'-0' 7'-10" CONSTRUCTION JOINT B I MIN. IIN B 12' [J CROSSWALK ONSITE TYPICAL PAVEMENT SECTION L 0 �e �° o W NOT TO SCALE SIGN SH41 BE VEHICLE SUCH THAT A WILL NOT 8E LIGHT COLORED REFLECTIVE 12" Z Q tXI.I -1 TANGENT PLAN TYPICAL PLACEMENT oescURm BY VEtIIctE PARKED IN SPACE BACKGROUND MAT'L I I X IU Xum AT INTERSECTION F.C. OR SIGN (SEE DETAIL) I DARK COLORED 2• LETTERS 1U H 14 ® 7- WHERE STD. WITHIN CROSSWALK ER 1 & 3/8- BORDER RESERVED V CG-3 cG-7 IS USED 2' VARIABLE 5'-0• NOTES: O T INTERNATIONAL SYMBOL PARKING LIGHT PAVEMENT SECTION TAPER SHOULDER >_ THIS DESIGN INCORPORATES A RAMP. FLOOR AT BOTTOM OF TWO SLOPING SIDES WITH 60• X 60• MINIMUM WHEEL STOP OF ACCESSIBILITY TT 24 S�p C ® - 2 DIMENSIONS. PLACEMENT OF DRAINAGE STRUCTURES IS CRITICAL. 61 11, ' OR CG�62 6 � CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SUP RESISTANT INTEGRAL TURN LANE 20:1 DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR (RAMP FLOOR MAY BE r �••, PRECAST OR GIST IN PLACE). THE DETECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE 4• j; •• "., FINISH. RAMP SHALL NOT EXCEED A MAXIMUM SLOPE OF 12:1. 9 __ SLOPING SIDES OF CURB RAMP MAY BE POURED AMONOUm11CALLY WITH RAMP FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. `4' . O 1' S M - 2 A SECTION A -A IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIOED FOR DOWEL S SO THAT ADJOINING FLARED I 13' BARMINIMUM '--- 5 DOWELS. 8• LONG SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL I b 12" C-C BE CLASS A-4 .PERMISSIBLE REQUIRED BARS ARE TO BE N0. 5 X 8- PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP m .1� SLOPE 12:1 CoNST. JONT FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1 1/2". II �MAJ(IMUM 40' NIN. 1 O 21-B BASE 2 SM-2A kv CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT MAX. a-O CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE-IN-PL7.0' ACE. STONE 3" BM-2 (ASPHALT) CURB CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO THE CURB RAMPS ARE INCLUDED IN PAYMENT EX GRADE SECTION B-B FOR NUSEDCURB AND GUTTER. DISPLAY CONDITIONS " � PROP GRADE WHEN USED IN CONJUNCTION WITH STANDARD CC-3 OR CG-7, THE CURD FADE ON THIS STANDARD IS IO 21-8 BASE STONE TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION. 4• STEEL. PIPE Fl LIMITS OF EXPOSED AGGREGATE SIDEWALK CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PUNS OR AS DIRECTED BY THE ENGINEER. UNLAWFUL I1cn WITH CONCRETEPARKING IN THIS DATE: 9/03 THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AND ACCESSIBLE ROUTE M WITHIN THE RIGHT OF I SPACE IS SUBJECT WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, 5' TO A FINE OF ® ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS PROPOSED. OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS f50.00 TO 100.00 DARK COLORED REFLECTIVE UNOBSTRUCTED STABLE, FIRM AND SUP RESISTANT OR AS DIRECTED BE THE ENGINEER, AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. BACKGROUND MATERIAL PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, EEG. WILL ALSO AFFECT PLACEMENT. T P I G Y'-t L. ROAD HALE E', G T I ON SCALE: N A FACILITY THAT CAN BE APPROACHED, ENTERED AND * WHEN THE SPACE PROVIDED IS VAN ACCESSIBLE, RQI; PAVEMENT DE51GN BASED ON A 5115G ADE G15R DESIGN VALUE OF 6. 501L TEST/ USED BY PERSONS WITH NOBILITY IMPAIRMENTS. DIMENSION SHALL BE 8' IN ACCORDANCE WRIT LIGHT COLORED I- LETTERS RAMP FOR HANDICAPPED MUST BE LOCATED OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED VUSBC MINIMUM REQUIREMENTS. AT SAME POINT ADJACENT TO THE 8' AISLE S PARALLEL CURB RAMP PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. HP-1 COU�OF NOT TO SC,4LE 2 (ACCESS FOR MOBILITY IMPAIRMENTS) 650.41 PRINCCEEC„ILIAM HANDICAPPED PARKING SPACE STANDARD DESIGNED BY: CDR IA VIRGINIA DEPARTMENT OF TRANSPORTATION 203.05 FILE NO. 2048 SHEET 6 OF 7 Has i� 75 75 0 to Y V TOP OF 10O YR S ORM DISCHARGES BE Fli ITHRU 4' IA. CONCRE rE i!1 OUTLET STRUCTURE r TOP SPIL WAY=00.5i CAPACITY OF PIPE=41 0 CFS ? 1=X G ADS '-'-" POND OTTOM Gr1P X 24" GMP • 4.28io lO'-EC-1 �.- \\ � oeo,o,e° -1S 0 10 20 30 40 50 60 SCALE: I" = 10' HORIZ I" = 5' VERT 3 TOP = e l.63 70 80 90 100 2 OP = a5.50 pRO� G R �E Dg a 3.22 , 6'-12" ,4DS _�i0 �10' POND !-TOM Q' t EC -I � 1 1- 0 + O } 61 }- } to r., 'LZ N Z 0 + 1 + 2 + 3 SCALE: I" = 50' HORIZ 1" = 5' VERT Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 POND ROUTING Hydrograph type = Reservoir Peak discharge = 4.70 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 80.01 ft Max. Storage = 0.199 acft Storage Indication method used. Outflow hydrograph volume = 0.269 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs 0.03 9.18 77.92 0.47 0.43 ----- ----- ----- ----- ----- 0.43 0.05 13.76 78.14 1.15 1.11 ----- ----- ----- --•-- ----- ----- 1.11 0.07 18.35 78.37 1.96 1.90 ----- ----- ----- ----- ----- ----- 1.90 0.08 22.94 << 78.67 2.72 2.72 ----- ----- ----- ----- ----- ----- ----- 2.72 0.10 21.03 78.98 3.27 3.27 ----- ----- ----- ----- ----- ----- ----- 3.27 0.12 19.12 79.22 3.70 3.62 ----- ----- ----- ----- ----- ----- ----- 3.62 0.13 17.21 79,42 3.93 3.93 ----- ----- ----- ----- ----- ----- ----- 3.93 0.15 15,29 79.59 4.25 4.16 ----- ----- ----- ----- ----- 4.16 0.17 13.38 79.73 4.35 4.35 ----- ----- ----- ----- ----- ----- ----- 4.35 0.18 11.47 79.84 4.54 4.51 ----- ----- ----- ----- ----- •---- ----- 4.51 0.20 9.56 79.92 4.66 4.60 ----- ----- ----- ----- ----- ----- ----- 4.51 0.22 7.65 79.98 4.69 4.67 ----- ----- ----- ----• ----- ----- ----- 4.67 0.23 5.74 80.01 4.70 4.70 ----- ----- ----- ----- ----- ----- ----- 4.70 0.25 3.82 80.01 << 4.70 4.70 ----- ----- ----- ----- ----- ----- ----- 4.70 << 0.27 1.91 79.98 4.69 4.67 ----- ----- ----- ----- ----- ----- ----- 4.67 0.28 0.00 79.93 4.66 4.61 ----- ----- ----- ----- ----- 4.61 0.30 0.00 79.87 4.59 4.54 ----- ----- ----- ----- ----- ----- ----- 4.54 0.32 0.00 79.80 4.47 4.46 ----- ----- ----- ----- --••- ----- ----- 4.46 0.33 0.00 79.74 4.37 4.37 ----- ----- ----- ----- ----- ----- ----- 4.37 0.35 0.00 79.68 4.30 4.29 ----- ----- --•-- ----- ----- ---•- ----- 4.29 0.37 0.00 79.62 4.28 4.21 ----- ----- ----- ----- ----- ----- 4.21 0.38 0.00 79.57 4.20 4.13 ----- ----- ----- ----- ----- ----- ----- 4.13 0.40 0.00 79.51 4.09 4.06 ----- ----- ----- ----- ----- ----- ----- 4.06 0.42 0.00 79.45 3.99 3.98 ----- ----- ----- ----- ----- ----- ----- 3.98 0.43 0.00 79.40 3.90 3.90 ----- ----- ----- ---- ----- ----- ----- 3.90 0.45 0.00 79.34 3.81 3.81 ----- ----- ----- ----- ----- ----- ----- 3.81 0.47 0.00 79.29 3.74 3.73 ----- ----- ----- ----- ----- ----- ----- 3.73 0.48 0.00 79.24 3.71 3.65 ----- ----- ----- ----- ----- ----- ----- 3.65 0.50 0.00 79.19 3.67 3.58 ----- ----- ----- ----- ----- ----- 3.58 0.52 0.00 79.14 3.57 3.51 ----- ----- ----- ----- ----- 3.51 0.53 0.00 79.09 3.48 3.44 --- ----- ----- ----- ----- 3.44 0.55 0.00 79.04 3.39 3.37 ----- --- ----- ----- ----- ----- ----- 3.37 0.57 0.00 79.00 3.30 3.30 ----- ----- ----- --•-- ----- 3.30 0.58 0.00 78.94 3.20 3.20 ----- ----- ----- ----- ----- --- ----- 3.90 0.60 0.00 78.89 3.11 3.11 ----- ----- ----- •---- -•--- ----- ----- 3.11 0.62 0.00 78.84 3.02 3.02 ----- ----- ----- ----- ----- ----- ----- 3.02 0.63 0.00 78.79 2.94 2.94 ----- -•-•- ----- ----- ----- ----- ----- 2.94 0.65 0.00 78.75 2.85 2.85 ----- ----- ----- ----- ----- ----- 2.85 Continues on next page... + 4 + 5 Hydrograph Report Hyd. No. 3 POND ROUTING SWM INFORMATION 51TE AREA = 3.053 ACRES ON51TE PRE -DEVELOPED IMPERVIOUS AREA = 0.a34-3 ACRES Cw Pre = 0-52 CW Post = 0.05 Cpre ON51TE 2YR = 3.053 X 0.52 X 5.30 = a.41 CF5 (5 MIN) Cpre OFF61TE 2YR = 4.30 X 0.50 X 5.30 = 11.40 CFS (5 MIN) Cpre TOTAL 2YR TO POND = 19.81 CF5 (5 MIN) Cpre ONSITE IDYR = 3.053 X 0.52 X 6 E0 = 10.,50 CF5 (5 MIN) Cpre OFF5ITE 10YR = 4.30 X 0.50 X 6.SO = 14.62 CFS (5 MIN) Cpre TOTAL IDYR TO POND = 25.42 CFS (5 MIN) Cpoet ONSITE UNDETAINED 2YR = 0.56 94 X 0.52 X 5.30 = 1.5-1 CFS (5 MIN) Cpost ONSITE UNDETAINED 10YR = 0.5694 X 0.52 X 620 = 2.01 CFS (5 MIN) ALLOWABLE POND DISCHARGE Cpost 2YR - 0.41(Pre) + 11.40(Pre) = 11 .31 - 1.5l(Post Undeta ined) = 15.24 CF5 (5 MIN) Cpost IDYR - 10.80(Pre) + 14.62(Pre) = 25.42 - 2.01(Po5t Undeta ined) = 23.41 CFS (5 MIN) OUTEAEE NARRATIVE 2 - Rational - 2 Yr - Qp m 22.94 cfs 25 20 to 15 w w 10 5 0 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 -18.0 Tinie (in iit) Hyd- 2 2 YR POST INFLOW TH15 SITE HAS THREE SEPERATE POINTS OF STORM WATER DISCHARGE. THE FIRST BEING THE UNDETAINED AREA AT THE NORTHWEST SIDE OF THE PROPERTY. THIS AREA SHEET FLOWS INTO AN EXISTING DITCH WITHIN THE RIGHTS OF WAY OF ROUTE 50 AND 16 THEN CONVEYED UNDER ROUTE 50 WITHIN AN EXISTING 15" RCP OF ADEQUATE CAPACITY. SECOND, THE MAIN PORTION OF THE 51TE SHEET FLOWS INTO THE PROPOSED DENTENTION POND, WHICH THEN DISCHARGES INTO AN EXISTING DITCH WITHIN THE RIGHTS OF WAY OF ROUTE 50 AND 15 THEN CONVEYED UNDER ROUTE 50 IN AN EXISTING 24" CMP OF ADEQUATE CAPACITY. THIRD, A SMALL AREA OF UNDETAINED STORM WATER AT THE SOUTHEASTERN SIDE OF THE PROPERTY SHEET FLOWS INTO THE EXISTING 24" CMP OF ADEQUATE CAPACITY AND 16 THEN CONVEYED UNDER ROUTE 50. THE POST DEVELOPMENT 10 YR STORM WATER DISCHARGE FROM THE SITE 15 A TOTAL OF 5.16 CFS. THIS IS A REDUCTION OF 15.25 CFS FROM THE ALLOWABLE 10 YR SITE DISCHARGE. THEREFORE, NO DOWNSTREAM ADVERSE IMPACT SHOULD OCCUR, AND IN OUR OPINION, WE HAVE MET ADEQUATE OUTFALL REQUIREMENTS. FROM POINT TO POINT DRAIN. AREA ACRES RUNOFF COEFF. C CA INLET TIME MIN. RAINFALL INTENSITY IN./HR. RUNOFF Q C.F.S. ft�TFIONS LENGTH FT SLOPE FT/FT DIA. IN. n CAPACITY C.F.S. Actual Vel In Pipe FPS FLOW TIME SEC. REMARKS INCREM. ACCUM. PPER LOWER 3 2 .39 0.50 0.20 0.20 5 6.80 1.33 86.00 79.92 189 0,.0322 12 0.013 6.5 5.5 - 2 1 - - - 0.20 5 6.80 1.33 79.72 78.25 96 0.0150 12 0.013 4.4 4.5 - Page 1 Hydratlow Hydrographs by Intelisolve Hydrograph type = Reservoir Peak discharge = 6.15 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 80.57 ft Max. Storage = 0.263 acft Storage Indication method used. Outflow hydrograph volume = 0.345 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs it cfs cfs cfs cfs cfs CIS cfs cfs cfs cfs 0.03 11.80 78.00 0.65 0.65 ----- ----- ----- ----- 0.65 0.05 17.70 78.23 1.43 1.40 ----- ----- ----- ----- ----- ----- ----- 1.40 0.07 23.60 78.53 2.44 2.39 ----- ----- ----- ----- ----- ----- ---- 2.39 0.08 29.50 << 78.92 3.16 3.16 ----- ----- ----- ----- ----- ----- - -- 3.16 0.10 27.04 79.28 3.73 3.71 ----- ----- ----- ----- ----- ----- ----- 3.71 0.12 24.58 79.58 4.24 4.15 ---- ----- ----- ----- ----- ----- ----- 4.15 0.13 22.13 79.85 4.55 4.51 ----- ----- ----- ----- ----- ---- 4.51 0.15 19.67 80.07 4.79 4.79 ----- ----- ----- ----- ----- - 4.79 0.17 17.21 80.23 5.03 4.98 ----- ----- ----- ----- ----- ----- ----- 4.98 0.18 14.75 80.37 5.15 5.15 ----- ----- ----- ----- ----- ----- ----- 5.15 0.20 12.29 80.47 5.31 5.26 ----- ----- ----- ----- ----- ----- ----- 5.26 0.22 9.83 80.54 5.80 5.25 ----- ----- 0.50 ----- ----- ----- ----- 5.75 0.23 7.38 80.57 << 6.18 5.22 ----- ----- 0.93 ----- ----- ----- -- - 6.15 << 0.25 4.92 80.57 6.18 5.22 ----- ----- 0.93 ----- ----- ----- - 6.15 0.27 2.46 80.54 5.85 5.25 ----- ----- 0.56 ----- ----- ----- - 5.81 0.28 0.00 80.49 5.35 5.28 ----- ----- ----- ----- ----- ----- 5.28 0.30 0.00 80.42 5.24 5.21 ----- ----- ----- ----- ----- ----- ----- 5.21 0.32 0.00 80.36 5.14 5.14 ----- ----- ----- ----- ----- ----- ----- 5.14 0.33 0.00 80.30 5.06 5.06 ----- ----- ----- ----- ----- ----- ----- 5.06 0.35 0.00 80.24 5.03 4.99 ----- ----- ----- ----- ----- ----- ----- 4.99 0.37 0.00 80.18 4.97 4.92 ----- ----- ----- ----- ----- ----- ----- 4.92 0.38 0.00 80.12 4.86 4.85 ----- ----- ----- ----- ----- ----- ----- 4.85 0.40 0.00 80.06 4.77 4.77 ----- ----- ----- ----- ----- ----- ----- 4.77 0.42 0.00 80.00 4.69 4.69 ----- ----- ----- ----- ----- ----- ----- 4.69 0.43 0.00 79.93 4.66 4.61 ----- ----- -- ----- ----- ----- ----- 4.61 0.45 0.00 79.87 4.59 4.54 ----- ----- -- ----- ----- ----- ----- 4.54 0.47 0.00 79.81 4.47 4.47 ----- ----- ----- ----- ----- ----- ----- 4.47 0.48 0.00 79.75 4.38 4.38 ----- ----- ----- ----- ----- ----- ----- 4.38 0.50 0.00 79.68 4.30 4.29 ----- ----- ----- ----- ----- ----- ----- 4.29 0.52 0.00 79.63 4.28 4.21 ----- ----- ----- ----- ----- ----- ----- 4.21 0.53 0.00 79.57 4.21 4.13 ----- ----- ----- ----- ----- 4.13 0.55 0.00 79.51 4.10 4.06 ----- ----- ----- ----- ----- ----- ----- 4.06 0.57 0.00 79.45 4.00 3.98 ----- ----- ----- ----- ----- ----- -- 3.98 0.58 0.00 79.40 3.90 3.90 ----- ----- ----- ----- ----- ----- ----- 3,90 0.60 0.00 79.35 3.81 3.81 ----- ----- ----- ----- ----- ----- ----- 3.81 0.62 0.00 79.29 3.74 3.73 - ----- ----- ----- ----- ----- ----- 3.73 0.63 0.00 79.24 3.71 3.66 ----- ----- ----- ----- ----- ----- ----- 3.66 0.65 0.00 79.19 3.67 3.58 ----- ----- ----- ----- ----- 3.58 Continues on next page.. Hydrograph Report Hyd. No. 3 POND ROUTING Page 1 Hydraflow Hydrographs by Intaliaolve Hydrograph type = Reservoir Peak discharge = 14.07 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 81.06 ft Max, Storage = 0.320 acft Storage Indication method used. Outflow hydrograph Wwne - 0,470 tttaft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs it cfs cfs cis cis cfs cfs cis cfs cis cfs 0.03 16.04 78.07 0.92 0.89 ----- ---- ----- ----- ----- ----- 0.89 0.05 24.06 78.37 1.96 1.90 ----- ----- ----- ----- ----- ----- ----- 1.90 0.07 32.09 78.79 2.93 2.93 ----- ----- ----- ----- ----- ----- 2.93 0.08 40.11 << 79.28 3.73 3.71 - ----- ----- ----- ----- ----- - 3.71 0.10 36.77 79.76 4.40 4.40 ----- ----- ----- - ----- ----- -- 4.40 0.12 33.42 80.16 4.95 4.90 ----- ----- ----- ----- ----- - -- ----- 4.90 0.13 30.08 80.49 5.35 5.28 - - ----- ----- ----- ----- ----- ----- 5,28 0.15 26.74 80.75 9.56 4.32 ----- ----- 5.25 ----- ----- ----- ----- 9.56 0.17 23.40 80.92 13.14 2.32 ----- ----- 10.83 ----- ---- ----- 13.14 0.18 20.05 81.01 13.85 1.73 ----- ----- 12.12 ----- ----- ----- ----- 13.85 0.20 16.71 81.05 14.03 1.60 ----- ----- 12.43 ----- ----- - ----- 14.03 0.22 13.37 81.06 << 14.07 1.67 ----- ----- 12.50 ----- - - ----- ----- 14.07 << 0.23 10.03 81.04 13.98 1.64 ---- ---- 12.3 4 ----- ----- ----- ----- 13.98 0.25 6.68 80.99 13.70 1.85 ----- ----- 11.85 ----- ----- ----- ----- 13.70 0.27 3.34 80.89 12.73 2.60 ----- - 10.13 ----- ----- --- ----- 12.73 0.28 0.00 80.77 10.03 4.15 ----- ----- 5.88 - -- ----- 10.03 0.30 0.00 80.66 7.67 4.91 ----- ----- 2.76 ----- ----- ----- ----- 7.67 0.32 0.00 80.57 6.22 5.21 ----- ----- 0,98 ----- ----- ----- ----- 6.19 0.33 0.00 80.50 5.40 5.29 ----- ----- 0.04 ----- ----- ----- ----- 5.33 0.35 0.00 80.44 5.26 5.23 - - ----- ----- ----- ----- ----- ----- 5.23 0.37 0.00 80.37 5.16 5.16 ----- ----- ---- ---- - ----- 5.16 0.38 0.00 80.31 5.07 5.07 ----- ----- ----- ----- ----- ----- ----- 5.07 0.40 0.00 80.25 5.04 5.00 ----- ----- ----- ----- ----- ----- ----- 5.00 0.42 0.00 60.19 4.99 4.93 ----- ----- ----- ----- ----- ----- 4.93 0.43 0.00 80.13 4,89 4.87 ----- ----- ----- ----- ----- ----- ----- 4.87 0.45 0.00 80.07 4.79 4.78 - - - ----- ----- ----- 4.79 0.47 0.00 80.01 4.71 4.71 ----- ----- ----- ----- ----- ----- ----- 4.71 0.48 0.00 79.95 4.67 4.63 ----- ----- ----- -- - -- ----- 4.63 0,50 0.00 79.88 4,62 4.55 ----- ----- ----- ----- ----- ----- ----- 4.55 0.52 0.00 79.82 4.50 4.48 - -- ----- ----- ----- ----- ----- 4.48 0.53 0.00 79.76 4.40 4.40 ---- - -- ----- ----- 4.40 0.55 0.00 79.70 4.31 4.31 ----- ----- -- ----- ----- ----- 4.31 0.57 0.00 79.64 4.28 4.23 ----- - ----- ----- ----- ----- 4.23 0.58 0.00 79.58 4.23 4.15 - - - ----- ----- -- ----- 4.15, 0.60 0.00 79.52 4.12 4.08 ----- ----- - ----- ----- - -- ----- 4.08 0.62 0.00 79.47 4.02 4.00 ----- ----- ----- ----- ----- ----- 4.00 0.63 0.00 79.41 3.92 3.92 ----- ----- ----- ----- ----- ----- ----- 3.92 0.65 0.00 79.36 3.83 3.83 ----- ----- ----- ----- ----- ----- 3.83 Continues on next page.. Reservoir Report Page 1 Reservoir No. 1 - pondA Hydraflow Hydrogaphs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgfl) Incr. Storage (acft) Total storage (act[) 0.00 77.60 00 0 0 0.40 7800 3,365 0 0 1.40 79.00 3,985 0 0 2.40 80.00 4,629 0 0 3.40 81.00 5,130 0 0 4.40 82.00 8.342 0 0 4.90 82.50 9,2W --0. __ t Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] ID] Rise in = 18.0 12.0 0.0 0.0 Crest Len ft = 12.57 0.00 0.00 0.00 Span in = 18.0 12.0 0.0 0.0 Crest El. ft = 80.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. It = 77.40 77.60 0.00 0.00 Weir Type = Riser -- --- - Length It = 22.0 0.0 0.0 0.0 Multi -Stage = Yes No No No Slope % = 7.27 0,00 0.00 0.00 N-value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multistage = n/a Yes No No Exftltration Rate = 0.00 in/hr/sqft Taitwaler Elev. = 0.00 It Stage / Storage / Discharge Table Note: All outfla„s have been analyzed unclar Inlet and outlet control. Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exhl Total ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 77.60 0.00 0.00 - - 0.00 - - 0.00 0.40 0 78.00 0.64 0.64 - --- 0.00 - - - - 0.64 1.40 0 79.00 3.30 3.30 -- --- 0.00 - - - - 3.30 2.40 0 80.00 4.70 4.69 -- - 0.00 - - - 4.69 3-40 0 81.00 13,80 1.78 -• - 12.02 -- - - - 13.79 4A0 0 82.00 16.66 0.50 - --- 16.13 -- - - - 16.63 4.90 1 82.50 17.73 0.36 - - 17.31 -- - - --- 17.66 I - Rational .2 Yr - Qp =18.64 cfs 70 15 v O 10 5 0 0.0 1.8 3.6 5A 7.2 9.0 10.8 12.5 14.4 15.2 18.0 Time (inin) Hyd-1 2 YR PRE INFLOW 3 - Reservoir -2 Yr - Qp = 4.70 cfs 26 20 4- 15 10 5 0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 Tinge (hrs) Hyd- 2 f Hyd. 3 2 YR POST HY1DROGR,4PH 3 - Reservoir -10Yr-Qp=6.16 cfs 3u 26a 20 w � 15 10 0 0.0 0.2 0.4 0.6 0.9 1.0 1.2 1-4 1.6 1.8 2.0 Time (hrs) / Hyd. 2 f Hyd. 3 10 YR POST HYDROGRr4i H 3 - Reservoir -100 Yr - Qp = 14.0E cfs 6ID 40 w 30 20 10 0 0.0 11.8 23.6 35.4 47.2 59-0 70.8 82.6 94.4 106.2118.0 Tit -tie (min) /r Hyd- 2 %' Hyd. 3 100 YR POST HYDROGRAPH STAGE - STORAGE POND 1 5 v 3 (13 a1 6 2 1 0 0.0 0.1 0.2 0.3 0.4 0.6 0.6 Storage (acft} w P^ N Z I ttttt� � W W Z C'3 Z WCQ o cn � Co C �to to Z�7 x �� to W '0 o W In 0 a In CD _ hw 0) a) o bk Wr 0 '7 r H Q - -MARK D. SM)H5No.02283�1t�j `SIGNAL I� W Q O E -f in,`� 1 0 �Ull DATE: 9/03 SCALE: N/A DESIGNED BY: CDR FILE NO. 2048 SHEET 7 OF 7 E O fNN-t H E_ U AE--, H 0, 0 r-I GENERAL NOTES vDOT GENERAL NOTES IIlxlT�li�/!7 VICINITY MAP V1. All work on this project shall conform to the latest editions of the Virginia Department of 1. Methods and materials used in the construction of the improvements herein shall conform to the current Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and County construction standards and specifications and/or current VDOT standards and specifications. Sediment Control Regulations and any other state, federal or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall be 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, govern. must be provided prior to issuance of the site development permit. The approval of these plans in no way relieves the developer or his agent of the responsibilities contained an the Virginia Erosion and Sediment V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Control Handbook. Health Administration and VOSH Rules and Regulations. 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall (VDOT) and Frederick County prior to construction in existing State right-of-way. be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and Bridge Specifications, Section 104.04-C. required under State law. 5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will be held V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is the sole responsibility of the developer to locate and identify utility facilities or items, which may (VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be be in conflict with the proposed construction activity. VDOT approval of these plans does not responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to relieve the developer of this responsibility. Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. V5. Design features relating to field construction, regulations, and control or safety of traffic may 6. An approved set of plans and all applicable permits must be available at the construction site. Also, a be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of representative of the developer must be available at all times. any field revision will be the responsibility of the developer. 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged embankment. and held by the engineer and/or developer with the attendance of the contractor, various County 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California agencies, utility companies and VDOT prior to initiation of work. Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for for actual determination of required pavement thickness prior to placement. All final pavement and base any undetermined length of time. VDOT will also require 48 hours notice for any inspection. course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the support values of the soils in the subgrade. Final pavement design shall be submitted during construction adjacent public roadway through construction and maintenance of a construction entrance in accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02, Furthermore, and prior to placement. access to other properties affected by this project shall be maintained through construction. The Developer shall have, within the limits of the project, an employee certified by the Department of 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediately after each rainfall, 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the end of construction. one fatter receptacle shall be provided at the construction site. V11. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free V12. Any unusual subsurface conditions encountered during the course of construction shall be condition at all times. immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can. be determined by the engineer and approved by VDOT. 14. * Notification shall be given to the appropriate utility company prior to construction of water' and/or sanitary V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut representative prior to placement and fill. Where CBR testing is required, a VDOT representative sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current are submitted to private laboratories for testing, the samples shall be clearly identified and labeled standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method utility verification and the proposed construction. A, within plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified 17. The developer will be responsible for any damage to the existing streets and utilities which c•_::urs as a independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A result of his construction project within or contiguous to the existing right-of-way. copy of all tests shall be submitted to VDOT prior to final VDOT approval. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and must be provided to Frederick County Sanitation Authority prior to issuance of grading and../or site further where determined necessary by VDOT Inspector. development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall 19. The developer will be responsible for the relocation of any utilities which is required as a restAft of his meet VDOT minimum design standards and is the responsibility of the developer. project. The relocation should be done prior to construction. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected markings must be installed by the developer or at VDOT's discretion, by VDOT on an account in accordance with state law. In the event gravesites are discovered during construction, the owner and receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The engineer must be notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering VDOT's approved list. A copy of this list may be obtained from the District Material Section. at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. Contact the local VDOT Residency Office with any questions regarding sign material and placement. 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard V18. The developer must provide to the local VDOT office a list of all material sources prior to proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered construction. Copies of all invoices for materials within any dedicated street right-of-way must be professional engineer and results submitted to Frederick County prior to pavement construction. If a provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices may be geotechnical report has been prepared, it should supersede the requirements in this note. obscured. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating spreader. Density will be determined using the density control strip as specified in VDOT's Road and or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these of excavation or demolition. Names and telephone numbers of the and operators underground utility lines tests. A certified copy of the test results shall be provided to the Residency Office. In additions to in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. 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. V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road UTILITY CONTACTS and Bridge Specifications -Section 315. Density will be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. Winchester, VA. 22604 Winchester, VA 22604 (540) 868-1061 (540) 869-1i11 Power: Allegheny Power P.O. Box 1458 Hagerstown, MD 21741 1-800-654-3317 Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301) 954-6282 MISS UTILITY 1-800-257-7777 UIEEKDAY 560 CHURCH 9.11 PER 1000 SF. 21,160 S.F. / 1000 = 21.16 21.16 • IBM = 158.23 VPD SUNDAY 560 CHURCH 36.63 PER 1000 5F. 21,160 S.F. / 1000 = 21.16 21.16 ° 36.63 = 1,51.01 VPD EXISTING INTERMEDIATE CONTOUR -" `�--_ 33 EXISTING INDEX CONTOUR 330 PROPOSED CONTOUR 40 EX E/P EXISTING EDGE OF PAVEMENT PROP E/P PROPOSED EDGE OF PAVEMENT EX C&G EXISTING CURB AND GUTTER PROP C&G PROPOSED CURB AND GUTTER CG-6 CG-6R TRANSITION FROM CG-6 TO CG-6R EXISTING TELEPHONE LINE PROPOSED TELEPHONE LINE T T EX. 15" RCP EXISTING STORM SEWER _. PROP. 15" RCP PROPOSED STORM SEWER -4 EXISTING SANITARY SEWER PROPOSED SANITARY SEWER - EXISTING ELECTRIC SERVICE - PROPOSED ELECTRIC SERVICE - EXISTING GAS LINE - PROPOSED GAS LINE - PROPERTY LINE - FLOW LINE - FENCELINE - EXISTING POWER POLE Q EXISTING TELEPHONE POLE EXISTING WATERLINE W/ TEE w PROPOSED WATERLINE W/ TEE w w I ' EXISTING FIRE HYDRANT cBa EXISTING WATER VALVE PROPOSED WATER METER EXISTING REDUCER PROPOSED REDUCER STOP SIGN HANDICAP RAMP (CG-12) DENOTES LOCATION OF STD VDOT CG-12 AND[OR JURISDICTIONAL STANDARD KAMP CONSTRUCTION PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION HANDICAP PARKING VEHICLES PER DAY COUNT PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN PROPOSED SANITARY LATERAL CLEANOUT SANITARY MANHOLE INDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER EASEMENT LINE CENTERUNE EXISTING SPOT ELEVATION PROPOSED SPOT ELEVATION EXISTING TREE DRIP LINE EXISTING TREE PROPOSED TREE w e w m 12.0 + 715 3 a15" OAK 15" PINE OAK SHEET INDEX COVER SHEET SHEET I OF 7 DEMOLITION PLAN SHEET 2 OF 1 ER05ION CONTROL PLAN SHEET 3 OF 1 GRADING PLAN SHEET 4 OF 1 SITE PLAN SHEET 5 OF 1 EROSION CONTROL DETAILS SHEET (o OF 1 5WM COI" IPUTATION5 4 DETAIL5 5HEET I OF i INDIAN HOLLOW SCHOOL STREET ADDRESS: 5115 NORTHWESTERN PIKE GORE, VA 22631 MAGISTERIAL DISTRICT GAINE550RO PARCEL IDENTIFICATION NO. : 39-((A))-36 4 36A LOT AREA 3.053 AC DISTURBED AREA 2.10 AC CURRENT ZONING RA CURRENT USE RELIGIOUS PROPOSED USE RELIGIOUS SETBACKS - BUILDING: FRONT: 60' (PROP I189 SIDE: 50' 4 100' (PROP 50' 4 4E0 REAR: 50' (PROP 50') BUILDING HEIGHT: MAXIMUM 35' (PROP 309 SIGNS: NONE PROPOSED OUTDOOR LIGHTING: BUILDING MOUNTED OUTDOOR STORAGE: NONE PROPOSED F.A.R. CALCULATIONS LOT AREA = 3.053 AC. - 132,988b8 SF_ EXISTING 1 STORY CHURCH = 0,880 SF. W/5ASEMENT = 2,880 SF. PROPOSED ADDITION = 5,000 S.F. (FIRST FLOOR) SECOND FLOOR=1000 SF. BASEMENT = 6,400 SF. TOTAL = 21,160 S.F. EXISTING 1 STORY HOUSE = 1la60 SF. EXISTING PAVILLION = 1,550 S.F. TOTAL = 251o80 5.'-, 25;680 / 132,988.68 = 0.19 (�.A.R.) LANDSCAPING CALCULATIONS 1 TREE PER 40' PARKING PERIMETER PAWING PERIMETER = 840' 285 / 40 = 21 TREES REQ. TOTAL TREES PROVIDED = 21 PARKING CALCULATIONS REQUIRED: 1 SPACE. FOR EACH 3 SEATS EX SEATING = 160(TO 15E CONVERTED TO AUXILARY HALL) PHASE 1 CALCULATIONS PROP SEATING = 250 TOTAL = 250 250 / 3 = 84 SPACES REQUIRED EX SPACES = 15 SPACES REMOVED = 15 PROP SPACES = 66 TOTAL SPACES = 86 (INCLUDES ro H.C..) PHASE 2 CALCULATIONS PROP SEATING = 350 TOTAL = 350 350 / 3 = 111 SPACES REQUIRED EX SPACES = 15 SPACES REMOVED = 15 PROP SPACES = 130 TOTAL SPACES = 130 ( INCLUDES ro N.C.) t ��d HANDICAP PARKING 101-15o,5P.ACES = 5 HANDICAP SPACES REQ. tOTAL SPACES PROVIDED = 6 NOTES: A� �, �'.O 1. THE BUILDING WILL BE BUILT LARGE ENOUGH TO HANDLE THE PHASE 2, ,a =�A l J =� ADDITIONAL 100 SEATS. THIS WILL REQUIRE INTERIOR SEATING ADDITIONS 0 w. - t " " 2. THIS SITE IS ON WELL & SEPTIC. NO FIRE HYDRANTS ARE EXISTING OR REQUIRED. SEAL I COVER SHEET O.F DARK DMI I SH ' No.002009 1� Ob wo PROFESSIONAL SEAL & SIGNATURE THESE PLANS ARE IN CONFORMANCE WITH COUNTY OF FREDERICK STANDARDS AND ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION. W 0 Co N i N � v I Co N Ll 1 ° '-0 a) 1 I 0 �C _> LOCq v W c0 l ■ r C a 14- 0- U N X LZ r` rn L L N 0 a) >, C M> Q> C cn _0 0 LL Z O Z U 0 43 U) I- j O W 0 tY D' w 0- W f_ E- d- Q (D O q N W Project HAYFIELD ASSEMBLY OF GOD Owner: Address, Including Zip Code & Telephone No. 5118 NORTHWESTERN PIKE HAYFIELD A55EM5LY OF GOD CHURCH GORE, VIRGINIA 226 3-1 540-877 -1443 Developer: Address, Including Zip Code & Telephone No. 5110 NORTHWESTERN PIKE HAYFIELD ASSEMBLY OF GOD CHURCH CORE, VIRGINIA 22ro3l 540-511-1443 Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 151 WINDY HILL LANE CREENWAT ENGINEERING WINCHESTER, VA. 22&02 540-662-4155 APPROVAL DATE: c3/03 t�- Z O U _U W tu f0 V LL rf- U V CJ W Z Q SCALE: N/A DESIGNED BY: ZONING ADMINISTRATOR DATE Chit * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL * F.C.S.A. APPROVAL VALID FOR (2) TWO YEARS FROM DATE OF APPROVAL SHEET 1 OF. -1 f � NOTE: 1 i t VARIANCE #018-98 ON fP.I.N. 394-36 t ON AUGUST 18, 1998 THE FREDE ICK i COUNTY BOARD OF ZONING APPEA S APPROVED THE REQUEST FOR A 55.5 FOOT NORTH SID YARD VA41ANCE � REDUCING THE SIDE YR FROM 00 FEET REDO G E , D jl TO 44.5 FEET. f ! t I f MON f f I i i f ! ! FFENGE ! i � t 1 t t g t , t i 4 i DENOTES - TO BE DEMOLISHED i i t 00 IL J� N z fr a i � r I � t � r ° I I EXISTIKG LANDSCAPING ! TO BE 13AVED IF POSSIBLE ,. ,.A �i'i'p4�.'� , ., ♦ .4 %iL tjf yU.at f�.rt n? �' t' ., N�yf ,... SJiN ;a ,. -. __... _.,..._.._ - - Ou -ENMAL-L /n! - 11 SIGN ! N 34'33'24" yy�` a' W.60 9 9.30' 1 BOARD FEN E \ 0 I I I ,t 1 t tt i i i t I t i t i 1 1 !�1 a "' ..5.35'�Or00' t \ EX POWER -POLE ` TO BE RE`MOVED AND f0reLOCATEp:J EX 6ASK�TBALL/POLE PTO QE REMOVED / AND' RELQ�bATED 7- 7�- f i EX PAVIW O N 1 ! TO BE REMR VED Ile XA 00 T? REMAIN/ C04 o V N4 R�PLACED BY QTHERS ;J , \ \ EXISTING TREE °�\ `� \\ , \91 \ i t !! TO BE REMOVED it 1 tl ! EXISTING POWER- t POLE TO REI'aIAIN l \ f r EXISTING TR } REMAI \ TO N ,'" \ IN 36 327 �W � '002.7� \ \ \ IFF ....- 1. 'tea � \-.•...-._. ,.....-_ _. ,'. •✓ � C "\ � ..°.'r'.u+. M' w o`r.. .,.... ....ti ` +� \ g' I o 1I7" IRF ! EXISTING PAVEMENT TO BE REMOVED U.S. ROUTE NORTH INES7'ERNS PtKE`' '` . WEST BOUND \~ a---- --- LANE _z - -- ---POS-X-p �E ( E�'- ': -r3J AU VARIES p. ~-"-o--- W W Z Z W02 o co q kn —I cQ It C\2� Zcq x �W W �� ar- 0 a ad to Gzl U) AN uvml�74�i MARK D, MITH �4P4 O O Q No.002009 J W 0 DATE: 9/03 I SCALE: I" = 20' DESIGNED BY: CDR SCALE: 1 " = 20' FILE NO. 2048 SHEET 2 OF 7 / i I \ SEED INCH NOTES, I \ I. TOPSOIL SHALL BE SPREAD AT A DEPTH OF 4. \ 2. PULVERIZED AGRICULTRUAL LIMESTONE SHALL BE INCORPORATED INTO SOIL AT A RATE OF 92 LBS. PER 1000 SF, (2 TONS PER ACRE). \ 3. FERTILIZE WITH 10-10-10 AT A RATE OF 23 LBS. PER 1000 SF, (1000 LBS. PER ACRE). 4. SEED MIX SHALL CONSIST OF 61% KENTUCKY 31 TALL FESUE AND 33% SERICEA LESPEDEZA APPLIED AT THE RATE OF 120 LBS. PER ACRE. 5, STRAW MULCH SHALL BE APPLIED TO ALL SEEDED AREAS AT THE RATE OF 3500 LBS, PER ACRE AND ANCHORED WITH CUTBACK, OR EMULSIFIED ASPHALT APPLIED AT A RATE I OF 200 GALLONS PER ACRE. NOTES: I. A LAND DISTURBANCE PERMIT NEEDS TO BE APPLIED FOR AND ISSUED BY THE FREDERICK COUNTY PUBLIC WORKS DEPARTMENT PRIOR TO INITIATING ANY SITE WOW - I 2. ALL PROPOSED UTILITIES $HALL BE LOCATED UNDERGROUND. i I \ I � '0000 r _ 4001* { { 1 f , / , I / I 1 I -` CA=0.20 1 Vol" `` �� `� I +` •_ tea♦ f r if A t r / { 610W W,;U E fi bi 53 S'r' 00 II. I AREA TO STORM STRUCTURE 43 TO POND 0.3927 ACRES { L C=0.50 I I / 3.8260 ACRES C=0.35 I _ _ CA=1.34 �� rr �Ifr r ----WA Man i g Y r 1 1 1 1 10- 1 mmu IVIJ I I_—: f DETENTION POND TO BE CONSTRUCTED PRIOR TO THE CONSTRUCTION OF THE OTHER SITE IMPROVEMENTS. POND TO BE USED AS A SEDIMENT BASIN. INSTALL CONCRETE (STD. MH-I BARREL) RISER, AT THE SAME ELEVATION AS FOR FINAL POND. AFTER THE SITE IS STABILIZED, REMOVE ALL ACCUMULATED SILT. REGRADE POND TO DESIGN ELEVATION$. 40 20 0 40 W Lu Z Z W cQ o CD eq to co C2 d a'co :4c rn Z N x I to� W ar- I uj Q to a� Hw 0) 0) cn 1.4 f-i tro llh,*N N (1) " bO O 1-4 a�3 in w o (Y > 0 w CK OF MARK D'SVTH No, 002009 SUR 1-4 O LL 1240 O EA-, H O �O >m z. J W p W �t W 7 UJ 0-4 Qq Cn !-1 zp a 0 1:4 O 0 W w LL DATE: 9/03 1 SCALE: 1" = 40' 80 1 DESIGNED BY: CDR SCALE: 1 " = 40' FILE NO. 2048 SHEET 3 OF 7 I 1 I tuw \ d)w) \\ kn W \ 11 11 1 11 z( I I !x — \Ilk E SHED 9_0I I � 02 -� IL FENCE /2 IRF -.-<- - ,�__ BOARD FENCE \ \ 1 \ 1 1 I WIRE Y / ii \ eI TH RT FENCE I 11 / 1 �. x I I I t I III �TAINING WAL RL� q TREE LINE EX E RISERS 050 1 a ->. 1 \ 9 .' \ \ .• _ \ 10.5(0' 1\ 0D I�::IRF \\ I 1 1 5� 1 x 96 TW \ 1 \I I 1 1 I EX ONE t 1 I I STORY ��-- Im3bl HOUSE / 1 1 x j / ; #60 9m O 1 1 t I I I T— ' _ — x g�eG g��G I / _ PROF. � T WALL�' \' \' : x � 5EFERATE F MIS 43 / 2 ST i 955 I� 4a, y ASS THRU !S NOTE: i i I I 96- ,��+� � 1 16I I ND 1 1. Y.D.O.T. IS NOT RESPONSIB t E I /� / N FOR CONSTRUCTION OR MAIN NANCE I I ( —'�-I/ i I 1 �. / \\ : ; ; ::: �, :; :. :.: \ : , ' 1. OF S.W.M. POND NOR LIA15LE F R IT \ �\ "° '�' '� / PROP 1 \ IN ANY WAY. 1 I OsE� 94- \ / I I ' 1 \ 2. STO WAT ON 1 \ / 10 I ADDITION / \ 9��8 / / i. STORMWATER POND I 1 �1 TREE LINE 80 x 86 / (00 / TO 5E INSTALLED PRIOR 1 I I 85 S 00 / 9��Q, x._. 4- / �� \ • t . 20 11 \ TO ANY SITE GRADING t It t 86- / BASEMENT' SS.� / \ • 3. A LAND DISTURBANCE PERM�T 1 / / TOTAL S / 3 I 1 9� e / ��'� e8 \ .. \ I . \• 1 WILL 5E REQUIRED PRIOR TO \ 1 ( / --�'(O,�Q}� I. / fi� + / 1• • . RETAINING WALL I \ \ 1 1 I - - C. 1 1 REQUIRED PERMIT ANY GRADING OPERATIONS. ` 1 1 / // Il °4� 1 1 �' ;' /i - 1 ' : ; - \ F)ROP.rRE�'lWALL ,� 1 \.'.• • '\'.'.' •" ' • • ' • • •• .' • • .. I \ ,WITH 6 >)LOTS AT;' \ 50' LONG HC R •' 1 PARKI ��_O�T GRAt�E ; \ \ �• • \ �• 1 I I �MP 0 5.00q 1 / ' TO PREVENT PONIPIWx 1 I I LELL SE RATE PE IT REQ' I . 1 / / 1 / /� �\ \• V. tl I Dl a I ! I \.. PPI q of / l u/� ► rl I 0_0 9, I +ems ; / i \ • .. \ \ / D PO�{ER 9i I I I Iti��- \ Q.- \ I FEDI� I 1iv d: •p ' / I %� 401. / 50 O �\ ` I X SrINT STEPS .: � � • Z "\" •: • • • . ' • • \• . \ (_ \ / I I FFe91.63 ��`(. 50 I ! / ,i � 85EP • . • . .c�. .. • . � \ FF =100.00 BW 015 I „ i 4 PVC 40 BOX % / _ o 04 \. ' • \ I 0 \ \ �cr Ln \ \ \ \ \ EX CHURCH/ / c� �\ ' • \ BASEMENT =40 AP ROX. / 91EP / j / / \ . ' • \`P . \ i5 \ \ TOTAL Sr 9163 f SE ER I I I ( 16m NV 89.0 I / / / \ / / 0 \ \ 24 �4' \ Q \ \ \ • ri /�� 0 \ \ \�: \I\ + ail \ / 1 I � I 1 x > a f / I I NOTE: 84>t=P \ \ \ I \ \ / 1 �' Q t / HI ATER ALARM T6 BE 15 \ \ \ - _ j' I r� I PL ED IN BASEMENT. g4 / I -- -- • I I x / �►. � I , �/ RIGAN M ACTi�RING / I M DEL Al OR QUAL TO. E \ \ I / •� 1 \ PORCH / � m I I I / h`'" r \ \ \ 1 I I�p\�/ 100 YEAR +77$ e F PROPOSED SWM PONDlu ( / / I 1 l/ + 100 YEAR + \ \ \ BOARD FEp10E :q m 61 IN / I 1 1 r +77 W.S.E.=81.06 O \ \ \ \\ PP 950E-0 E SIsrING I 1 1 1� Sm ,$ 77¢ 7 \ / vDN� / SIGN 2 c 60 x 00 MWAMM + 8 a s2 + \ \ \ \ \ \ MON / / a I �5 x/I I , 91- 15C 1 , \ 2 \ \ I \ -- -- — - — — _ — — — — _ r / 00 x N 34'33'24" w 119 0' 2 1 I 1 1 82 + 821 SPILL INV\ \ PP ON 48, ' 8m + 82 A ` 8 ENDWALL �- — — I I / \ W m2., 1/2 ' IPF ' / \ ! ANY/ALL VOOT MONUME \ V15C \ t WITHIN CONSTRUCTION AREAS V00 \ \ \ \ SHOULD BE RESET BY A CLS MON �. _ 92 BC Im'-EC- \ 1 \` - ` \ ---._ �� -liPOl�( ._COMPLETION -y N 32.14' , \ \ \ ` ! PP NOTE: OF coNST1�2Uc.�IOLI_ — — 10'\w 142.45' -► \ • \ \ -IW' ENEj ALL �- \ I(2\ IRF \ 1/2" IRF IF EXISITI " \ \ \ / 1 NG ENT R,g1iELING, PEE�INCE PAVEMENT \ MAY REQUIRE G, ETC. v.D.O.T. m5 x \.,- /\\ FX RTE 50 E P \/ERLLAYMENT FROM � � \ O R/l.0 LINE + - -- - — 5o - ---- \ EX. EP - _— ___=-=—_�.� \ NORTHWESTERN U.S. ROUTE 50 ---- `- � - - ` -- ---- 8821 - � - WEST BO PROP. A UND L,gNE ,✓r sP�fALt- - INV 88.96 U4RIECS m / GUARDRAIL / 20 10 0 20 40 / SCALE: 1 " = 20' Z W W Z 0 Z W o c\l Lo It C\l It 01 00 con Z Ix LV � >` W N 9 0 �Ln � - a Fri 0, rl, hl*N v 0, 040 W CA 29 Z D O p /MURK vD SM TI H 9 No.002009 ��1 Z ` �'��o�. iz� ,-' DATE: 9/03 1 SCALE: 1" = 20' DESIGNED BY: CDR FILE NO. 2048 SHEET 4 OF 7 w C Q Cl 0 (M O 0 04 L0 N a. L0 0 00 0 z -i d z w w z c9 z w 0 C� 0 E a> cn 0 Q 70 m cu J_ 0 a� 0 (s) i W T.M. 40 - �A - 38 I z REV. IRVING B. HOWARD MARY LOUISE HOWARD ►� DB 31S Pr-i rnd) FENCE T.M. - U - ROBERT H. t PAULINE R. KIEL DB. 4iro PG-c. 145 ZONE: RA USE: SINGLE FAMILY RESIDENTIAL I•='HA5F- II RETAINING; WALL SEPERATE PERMIT REQUIRED �T WELL — , PROP 4" SAN LA�'E AL � SEMRATE PEf "iIT REQ'C%. ILI 15' T.M. 39 - OA - 44A w � DI BOLA -101 FIREWALL ; I = roi� 50CA TABLE 904-1 AREA / �Q SHARON GROVE KELLY ►� , INV OUT 9581 LIMITATIONS W/0 FIRE WALLS. '� 2 (op, 3 cq 2 HR. FIRE WALL r 61 HERSHELL E. KELLY m PP Ui6 / s DB. 575 PG. 473 z °-- POWER DDOR (TYP) ( � v� � Q � 5�.45 '� w ZONE: RA - am' • " I n, `��d / ' ¢pe USE: AGRICULTURAL c�. ° 5' ; �� PROP E.P. ® c d I ,% HANDICAP X SMNIT STEPS 24.5 FF=91.(3 X�c-a ra,r� j 24', 5IGN (T1'P-•' / / FF=100.00 r�, r DIS"r _ _ .9 I , 4" P c BOX T.M. ( e ` HA IELD 45SEME5LY OF GOD JAN �, I l Ex CHURCH µ IY 100.00 0y.. DB. 45�o PG, 553 BOARD FENCE S" ENDWALL INV = 90,31 INV = 93.ro0 1 INV = 83.36 GUriF;Dt' All_`- 10'000 AAOT (yD�) REMOVE # REPLACE EX. GUARDRAIL AS REO'D. EX. E3" ENDWALL INV = 15.61 Gn. Liu,•-tii�vl��••+�L i v REMAIN IN PLACE 20 10 0 20 SCALE: 1 " = 20' Pig 1/2" IR Z W W Z CD Z WC\2 o � co It acc coC\2 i0) Z �> x of iN ."' O W loul X! c O a `r' Ln-� E- fs. w U) ul Nrya�y) O O tao W r z o � z o w a > w W J w 0 E- O Q MARK D, SMITH No•002009 Q. sm in O 0 u. O H U X Q H ww W �o E-+ c U c Z U V w J � W a mr DATE: 9/03 SCALE: I" = 20' DESIGNED BY: CDR FILE NO. 2048 SHEET 5 OF 7 1� ry u) a� 0 0 FROSION AND SEDIMENT CONTROL NARRATIVE: ROCK CHECK DAM 320 1 STONE CONSTRUCTION ENTRANCE CONSTRUCTION OF A SILT FENCE Z (WITH WIRE S UPPOR T) FE PROJECT DESCRIPTION 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. W THE PROPERTY IS LOCATED IN CcAINESBORO DISTRICT, FREDERICK COUNTY, IN "HAYFIELD" ON RTE, 50 WEST OF WINCHESTER. THIS SITE IS 2 ACRES OR LESS OF DRAINAGE AREA: 10' MIN. TRENCH UPSLOPE ALONG THE LINE TO BE DEVELOPED AS SHOWN. SWM WILL BE TAKEN CARE OF BY AN ON -SITE POND. THE TOTAL PROPERTY CONSISTS OF 3.053 ACRES OF EXISTING OF Uj WHICH APPROXIMATELY 210 ACRES WILL BE DISTURBED FOR THE CONSTRUCTION OF THE BUILDING AND PARKING;, 1 A PAVEMENT _ EXISTING SITE CONDITIONS �•/� 3 f THE SITE IS CURRENTLY PARTIALLY DEVELOPED AND CONSISTS MOSTLY OF PAINED AND GRASS AREAS. SLOPES RANGE FROM 1 TO 13 3" FILTER CLOT 6" MIN. A E3Etd�'1T (OPTIONAL) I Z PERCENT THROUGHOUT THE PROPERTY. FILTER CLOTH I - W (OPTIONAL) SIDE ELEVATION _ I I '� II �11 II LO 00 ADJACENT PROPERTY EXISTING �� I �� 1 �� 't THE SITE IS BOUNDED BY RTE 50 TO THE WEST, AND BY RESIDENTIALY ZONED PROPERTY ON ALL OTHER SIDES. (DOWNSTREAM VIEW) GROUND im' MIN. / _ I B WASHRACK im' MIN. _ '� (0 � VDOT #1 (OPTIONAL) r r. CD EROSION AND SEDIMENT CONTROL MEASURES COARSE AGGREGATE tw I rn UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED FLo� a EXISTING -.-III III Z `t tj AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL FLOW ?� 319 W12'MIN- PAVEMENT 4' x � � HANDBOOK (VESCH). W N Q) o 'A 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE a) STRUCTURAL MEASURES VDOT w COURSE POSITIVE DRAINAGE Im' MIN. LO B TO SEDIMENT FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. AGGREGATE TRAPPING DEVICE .-� A CONSTRUCTION ENTRANCE WITH WASHRACK SHALL BE PROVIDED TO THE SITE FROM ROUTE RTE. 50. RUNOFF FROM THE ENTRANCE SHALL LO �a BE CONTROLLED BY SILT FENCE INSTALLED ADJACENT TO THE ENTRANCE. 2-10 ACRES OF DRAINAGE AREA: • MUST EXTEND FULL WIDTH OF E-' �+ INGRESS AND EGRESS OPERATIONPLAN VIEW SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE EROSION ACROSS THE SITE. + `''x.):. ^ ; Opp 12' MIN f VEGETATIVE MEASURES ' s"MIN _ w co PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (•1) DAYS AFTER FINAL GRADING FILTER CLOTH I IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (-I) DAYS TO DENUDED (OPTIONAL) Iiil�il 3" MIN. r FLOW / AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT SOIL (DOWNSTREAM VIEW) FILTER CLOTI+-� STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE LEFT DORMANT FOR MORE THAN 61X (to) MONTHS. SECTION A -A =III - VDOT 1 EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. }- TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. COARSE AGGREGATE z ALL EARTH BERMS, DIVERSIONS AN SEDIMENT _ FILTER FABRIC u S At- O ERM , D ER DTRAP EMBANKMENTS ARE TO BE MACHINE COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER. rWIRE IOMANAGEMENT STRATEGIES REINFORCED CONCREDRAIN SPACE oCONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. CLASS 1 RIPRAP ECTION B-B SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 W C Sherrood 8 I)ant Q I' > E8D-3Sa2 SEDIMENT TRAPPING MEASURES INCLUDING THE POND/SEDIMENT BASIN SHALL BE INSTALLED AS A FIRST STEP IN GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER INSTALLATION. THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL SILT FENCE CUL VER T INLET w PIPE OUTLET CONDITIONS MEASURES. PROTECTION A A TEMPORARY DIVERSION DIKE AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED. ENDWALL . El DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE O NECESSARY DUE TO CONTRACTOR PHASING OR OTHER ANTICIPATED CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ado Q ADDITIONAL MEASURES TO THOSE SHOWN AS NEEDED IN ORDER TO CONTROL EROSION AND SILTATION. ALL MEASURES SHALL BE do Compacted Soil INSTALLED ACCORDING TO THE STANDARDS IN THE VESCH. TOE OF FILL CULVERT H PIPE OUTLET TO FLAT OI, CHANNEL EA H NO DEFINED 18" min. MAINTENANCE ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS R«-PRESENTATIVE. ANY DAMAGED PLAN VIEW -Flow STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSUREWII I II I I I) 111111 ARK D. SMITH A I THAT A GOOD STAND IS MAINTAINED, AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED. 16 L a - N0.022837 TRAPPED SEDIMENT IS TO BE REMOVED AS REQUIRED TO MAINTAIN 50% TRAP EFFICIENCY ANC) DISPOSED OF BY SPREADING ON SITE. _Fpmg�qw _T_ GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE ° d 4.5' min. `SILO TOE OF FILL VIAL REMOVED AND CLEANED OR REPLACED. PERMANENT STAB 1 L I ZAT I ON SILT FENCE ° • DISTANCE IS 6' MINIMUM IF FLOW SECTION A -A FILTER CLOTH KEY IN 8"-9"; RECOMMENDED FOR ENTIRE PERIMETER IS TOWARD EMBANKMENT ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINAL GRADING. A SEEDING SHALL BE DONE ACCORDING TO STANDARD AND SPECIFICATION NO. 3.32 OF THE VESCH. L FLOW * A 3do (MIN.) SOURCE: VA. DSWC PLATE 3.09-1 OPTIONAL STONE COMBINATION do t_ (1.01 1.5' PIPE OUTLET TO WELL O DEFINED CHANNEL ' PLAN VIEW h FLOW L a LL -7 2.5' 0 % 0 Q' d � •VOOT #3, #357. #5, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP SECTION A -A r-' � �' X TO REPLACE SILT FENCE IN " HORSESHOE " WHEN U I--N HIGH VELOCITY OF FLOW IS EXPECTED FILTER CLOTH LEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER U) 04 NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION H IYi BASKET, OR CONCRETE. Q' E-+ 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED (- lm � SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 USING PLATES 3.18-3 AND 3.18-4. E- Co �" 3. d = 1.5 TIMES THE MA}OMUM STONE DIAMETER, BUT NOT Q E- LESS THAN 8 INCHES. Q O cc-12B Source: Va. DSWC Plate 3.18-1 U)X (--) cRosswALx � , r-10' W M CO12' � F--H L-I T 10 5• �(12:1 IW( PAVEMENT SHALL MEET OR EXCEED pl > (1z') EXISTING PAVEMENT SECTION ON RT. 50. MAX. t11 W PERMISSIBLE CORE DRILL REQUIRED. B 17'-10• 5'-0. T-10 CONSTRUCTION JOINT12' U G7 Q MIN. IN (� - tU u U1 CROSSWALK ONSITE TYPICAL PAVEMENT SECTION LF1-_j I I c> e 0- ° 0 W NOT TO SCALE w o L0 Ul -4 q SICK SHALL BE LOCATED SUCH THAT IT WILL NOT BE LIGHT COLORED GROUN REFLECTIVE Q x tt TANGENT PLAN TYPICAL PLACEMENT oescUlNED BY VEHICLE PARKED IN SPACE BACKGROUND MAT'L I 12 I AT INTERSECTION F.c.. SIGN (SEE DETAIL) DANK COLORED 2• LETTERS IIXIJ IX II ® 7' WHERE STO. um E. J_ & 3/8• BORDER (� CG-3 CG-7 IS USED WITHIN CROSSWALK 2, RESERVED VARIABLE 5'_D• INTERNATIONAL SYMBOL PARKING LIGHT PAVEMENT SECTION SHOULDER NOTES: 0 -r TAPER THIS DESIGN INCORPORATES A RAMP. FLOOR AT BOTTOM OF TWO SLOPING SIDES WITH BO' X 60• MINIMUM WHEEL STOP OF ACCESSIBILITY 24 � OR CG �82 ®e OR CL�-82 CURB RAMP FLOOR�TO E CLASS ENT OF AA3ESTRUCTURES IS CONCRETE (CLASS CRITICAL. PRECAST) WITH SUP RESISTANT INTEGRAL 61 1/4 ( TURN LANE 20:1 DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR RAMP FLOOR MAY BE �-- �_ PRECAST OR CAST IN PLACE). THE DETECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE • {, :'. .. 4• FINISH. RAMP SHALL NOT EXCEED A MAXIMUM SLOPE OF 12d. 9 _ SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING 3/4 , PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. SECTION A -A IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED I 13' MINIMUM 2 . O S M - 2 A / 5 DOWELS. 8• LONG SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL 12• C-C BE CLASS A-4. m PERMISSIBLE REQUIRED BARS ARE TO BE NO. 5 X 8- PLACED V CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP If w SLOPE M ODNST. JOINT FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1 1/2•. F61 �� C1 II MAXIMUM 1 O �� -B BASE 2 SM-ZA s � {--� CURD RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT 4.0' MIN, AJ CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE -IN -PUCE. 7'0MAX' •j CURB/CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO THE CURB RAMPS ARE INCLUDED IN PAYMENT STONE 311 BM-2 (ASPHALT) Ex GRADE______ FOR CURB/CURB AND GUTTER. \ PROP GRADE SECTION B-B WHEN USED W CONJUNCTION WITH STANDARD CC-3 OR CC-7, THE CURB FACE ON THIS STANDARD IS DISPLAY CONDITIONS IO" 21-8 BASE STONE \ rr TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION. UNLAWFUL 4• STEEL PIPE FILLED WITH CONCRETE • LIMITS OF EXPOSED AGGREGATE SIDEWALK CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PUNS OR AS DIRECTED BY THE ENGINEER. PARKING IN THIS DATE: 9 03 THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AND ACCESSIBLE ROUTE M WITHIN THE RIGHT OF I SPACE IS SUBJECT WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, 5' TO A FINE OF DARK COLORED REFLECTIVE ® ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS PROPOSED, OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWAU(S AS SHOWN ON PLANS $50.00 TO 100.00 BACKGROUND MATERIAL UN085TRUCTEO STABLE, FIRM AND SUP RESISTANT OR AS DIRECTED BE THE ENGINEER, AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. I -•/� PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A EXISTING UGMT POLES, FIRE HYDRANT'S, DROP INLETS, ETC. WILL ALSO AFFECT PLACEMENT. FFACILITY THAT CAN BE APPROACHED, ENTERED AND * WHEN THE SPACE PROVIDED IS VAN ACCESSIBLE,: PAVEMENT DESIGN BASED ON A 5U5GRADE CBR DE51GN VALUE OF 6. SOIL TEST T��IC�L. RO,4D N,4�F S�CT ION SCALE: N/A USED BY PERSONS WITH MOBILITY IMPAIRMENTS. DIMENSION SHALL IT D. BE 8' IN ACCORDANCE WUGHT COLORED 1• LETTERS RAMP FOR HANDICAPPED MUST BE LOCATED MUSK MINIMUM REQUIREMENTS. AT SAME POINT ADJACENT TO THE 8' AISLE OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED SpffPARALLEL CURB RAMP PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. /� 650.41 HP-1 PRINCE COUNTYOF HANDICAPPED PARKING SPACE STANDARD NOT TO SG,�•�ei. DESIGNED BY: CDR >J�2 (ACCESS FOR MOBILITY IMPAIRMENTS) VIRGINIA VIRGINIA DEPARTMENT OF TRANSPORTATION 203.05 FILE N0. 2048 SHEET 6 OF 7 M M 75 .V OR M 75 ® p w (Y � TOP OF 100 YR S ORM DI5G ACRES _ 62.B BE THRU 4' CIA. CONCRE E OUTLET STRUCTURE It TOP 5 I L -WAY = 00.51 CAPACITY OF PIPE=410 CFS ? EEC 6 36°�° _ - POND 130TTOM GMP X 24" CMP 9D 4.28i° 10'-EC -I 2 11 ooa. -18" 0 10 20 30 40 50 60 SCALE: 1" = 10' HORIZ I" = 5' VERT TTOP='BI23 70 80 90 100 2 OP=85.50 1 ARo p G � bE �S 3 22 0 6'-121, �4pS 0 ® POND TTOM II 10' -EC-1 R ,. 1 r� In it Q Q 4 tt p t- to m O z �;; 0 ® 3 0�- } N Z cv Z 0 + 1 + 2 + 3 + 4 SCALE: 1'I = 50' HORIZ I" = 5' VERT Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 3 POND ROUTING Hydrograph type = Reservoir Peak discharge = 4.70 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 80.01 ft Max. Storage = 0.199 acft Storage Indication method used. Outflow hydrograph volume = 0.269 acft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs 0.03 9.18 77.92 0.47 0.43 ----- ----- ----- ----- ----- ----- ----- 0.43 0.05 13.76 78.14 1.15 1.11 ----- ----- ----- ----- ----- ----- ----- 1.11 0.07 18.35 78.37 1.96 1.90 ----- ----- •••-- ----- ----- ----- ----- 1.90 0.08 22.94 << 78.67 2.72 2.72 ----- ----- ----- ----- ----- ----- ----- 2.72 0.10 21.03 78.98 3.27 3.27 ----- ----- ----- ----- ----- ----- ----- 3.27 0.12 19.12 79.22 3.70 3.62 ----- ----- ----- ----- ----- ----- 3.62 0.13 17.21 79.42 3.93 3.93 ----- ----- ----- ----- ----- --- ----- 3.93 0.15 15.29 79.59 4.25 4.16 - ----- ----- ----- ----- ----- ----- 4.16 0.17 13.38 79.73 4 35 4.35 ----- ----- ----- ----- ----- ----- ---- 4.35 0.16 11.47 79.84 4.54 4.61 ----- ----- ----- ----- ----- ----- ----- 4.51 0.20 9.56 79.92 4.66 4.60 ----- ----- ----- ----- ----- ----- ----- 4.60 0.22 7.65 79.98 4.69 4.67 ----- ----- ----- ----- ----- ----- ----- 4.67 0.23 5.74 80.01 4.70 4.70 ----- ----- ----- ----- ----- ----- ----- 4.70 0.25 3.82 80.01 << 4.70 4.70 ----- ----- ----- ----- ----- ----- 4.70 << 0.27 1.91 79.98 4.69 4.67 ----- ----- ----- ----- ----- ----- 4.67 0.28 0.00 79.93 4.66 4.61 ----• ----- ----- ----- ----- ----- ----- 4.61 0.30 0.00 79.87 4.59 4.54 ----- ----- ----- ----- ----- 4.54 0.32 0.00 79.80 4.47 4.46 ----- ----- ----- ----- ----- ----- 4.46 0.33 0.00 79.74 4.37 4.37 ----- ----- ----- ----- ----- 4.37 0.35 0.00 79.68 4.30 4.29 ----- ----- ----- ----- ----- ----- 4.29 0.37 0.00 79.62 4.28 4.21 ----- ----- ----- ----- ----- ----- 4.21 0.38 0.00 79.57 4.20 4.13 ----- ----- ----- ----- ----- ----- ----- 4.13 0.40 0.00 79.51 4.09 4.06 ----- ----- ----- ----- ----- ----- ----- 4.06 0.42 0.00 79.45 3.99 3.98 ----- ----- ----- ----- ----- ----- ---- 3.98 0.43 0.00 79.40 3.90 3.90 ----- ----- ----- ----- ----- ---- ----- 3.90 0.45 0.00 79.34 3.81 3.81 ----- ----- ----- ----- ----- ----- 3.81 0.47 0.00 79.29 3.74 3.73 ----- ----- ----- ----- ----- ----- ----- 3.73 0.48 0.00 79.24 3.71 3.65 ----- ----- ----- ----- ----- ----- ----- 3.65 0.50 0.00 79.19 3.67 3.58 ----- ----- ----- ----- ----- ----- ----- 3.58 0.52 0.00 79.14 3.57 3.51 ----- ----- ----- ----- ----- ----- 3.51 0.53 0.00 79.09 3.48 3.44 ----- ----- ----• ----- ----- ---•- ----- 3.44 0.55 0.00 79.04 3.39 3.37 ----- ----- ----- ----- ----- ----- ----- 3.37 0.57 0.00 79.00 3.30 3.30 ----- ----- ----- ----- ----- ----- 3.30 0.58 0.00 78.94 3.20 3.20 ----- ----- ----- ----- ----- ----- ----- 3.g0 0.60 0.00 78.89 3.11 3.11 ----- ----- ..... ----- ---•- ----- ----- 3.11 0.62 0.00 78.84 3.02 3.02 ----- ----- ----- ----- ----- ----- ----- 3.02 0.63 0.00 78.79 2.94 2.94 ----- ----- ----- ----- ----- ----- ----- 2.94 0.65 0.00 78.75 2.85 2.85 ----- ----- ----- ----- ----- ----- ----- 2.85 Continues on next page... + 5 SWM INFORMATION 51TE AREA = 3.053 ACRES ONSITE PRE -DEVELOPED IMPERVIOUS AREA = O.Be4e ACRES Cw Pre = 0.52 Cw Post = 0.55 Cpre ONSITE 2YR = 3.053 X 0.52 X 5.30 = 6.41 CFS (5 MIN) Cpre OFFSITE 2YR = 4.30 X 0.50 X 5.30 = 11.40 CFS (5 MIN) Cpre TOTAL 2YR TO POND = N3,51 CF5 (5 MIN) Cpre ONSITE IOYR = 3.053 X 0.52 X 6.SO = 10.SO CF5 (5 MIN) Cpre OFF5ITE IOYR = 4.30 X 0.50 X 6.60 = 14.62 CF5 (5 MIN) Cpre TOTAL IOYR TO POND = 25.42 CF5 (5 MIN) Cpost ON51TE UNDETAINED 2YR = 0.5694 X 0.52 X 5.30 = 1.51 CF5 (5 MIN) Cpost ONSITE UNDETAINED IOYR = 0.5694 X 0.52 X 6.80 = 2.01 CF5 (5 MIN) ALLOWABLE POND DISCHARGE Cpost 2YR - 6.41(Pre) + 11.40(Pre) = 19.31 - 1.51(Post Undetained) = 16.24 CF5 (5 MIN) Cpost IOYR - 10.50(Pre) + 14.62(Pre) = 25.42 - 2.01(Post Undetained) = 23.41 CF5 (5 MIN) OU TFALL NARRATIVE 2 - Rational .2 Yr - Qp = 22.94 cfs 25 20 w 15 W CY 10 5 0 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 Time (min) / Hyd. 2 2 YR POST INFLOW THIS SITE HAS THREE SEPERATE POINTS OF STORM WATER DISCHARGE. THE FIRST BEING THE UNDETAINED AREA AT THE NORTHWEST SIDE OF THE PROPERTY. THIS AREA SHEET FLOWS INTO AN EXISTING DITCH WITHIN THE RIGHTS OF WAY OF ROUTE 50 AND 15 THEN CONVEYED UNDER ROUTE 50 WITHIN AN EXISTING 10" RCP OF ADEQUATE CAPACITY. SECOND, THE MAIN PORTION OF THE SITE SHEET FLOWS INTO THE PROP 05ED DENTENTION POND, WHICH THEN DISCHARGES INTO AN EXISTING DITCH WITHIN THE RIGHTS OF WAY OF ROUTE 50 AND 15 THEN CONVEYED UNDER ROUTE 50 IN AN EXISTING 24" CMP OF ADEQUATE CAPACITY. THIRD, A SMALL AREA OF UNDETAINED STORM WATER AT THE SOUTHEASTERN SIDE OF THE PROPERTY SHEET FLOWS INTO THE EXISTING 24" CMP OF ADEQUATE CAPACITY AND IS THEN CONVEYED UNDER ROUTE 50. THE POST DEVELOPMENT 10 YR STORM WATER D15CHARGE FROM THE SITE 15 A TOTAL OF 6.16 CFS. THIS IS A REDUCTION OF 15.25 CF5 FROM THE ALLOWABLE 10 YR SITE D15CHARGE. THEREFORE, NO DOWNSTREAM ADVERSE IMPACT SHOULD OCCUR, AND IN OUR OPINION, WE HAVE MET ADEQUATE OUTFALL REQUIREMENTS. FROM POINT TO POINT DRAIN. AREA ACRES RUNOFF COEFF. C CA INLET TIME MIN. RAINFALL INTENSITY IN./hR_ RUNOFF Q C.F.S. ff Tr,ONS 14N LENGTH FT SLOPE FT/FT DIA. IN. n CAPACITY C.F.S. Actual Vel In Pipe FPS FLOW TIME SEC. REMARKS INCREM. ACCUM. PER LOWER 3 2 .39 0.50 0.20 0.20 1 5 6.80 1.33 86.00 79.92 189 1 0..0322 1 12 JO.013 1 6.5 1 5.5 1 - 2 1 - - - 0.20 5 6.80 1.33 79.72 78.25 96 1 0.0150 1 12 0.013 4.4 1 4.5 1 - Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 POND ROUTING Hydrograph type = Reservoir Peak discharge = 6.15 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 80.57 ft Max. Storage = 0.263 acft Storage Indication method used. Outflow hydrograph volume = 0.345 acft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cis it cfs cfs cfs cis cfs cfs cfs cfs cfs cfs 0.03 11.80 78.00 0.65 0.65 ...... ----- ----- ------ 0.65 0.05 17.70 78.23 1.43 1.40 ----- ----- ----- ----- ----- ----- ----- 1.40 0.07 23.60 78.53 2.44 2.39 ----- ----- ----- ----- ----- ----- ----- 2.39 0.08 29.50 << 78.92 3.16 3.16 ----- ----- ----- -- ----- ----- ----- 3.16 0.10 27.04 79.28 3.73 3.71 ----- ----- ----- ----- ----- ----- ----- 3.71 0.12 24.58 79.58 4.24 4.15 ----- ----- ----- ----- ----- ----- ----- 4.15 0.13 22.13 79.85 4.55 4.51 ----- ----- ----- ----- ----- ----- ----- 4.51 0.15 19.67 80.07 4.79 4.79 ----- ----- ----- •---- ----- ----- ----- 4.79 0.17 17.21 80.23 5.03 4.98 ----- - -- ----- ----- ----- ----- ----- 4.98 0.18 14.75 80.37 5.15 5.15 ----- ----- ----- ----- ----- ----- ----- 5.15 0.20 12.29 80.47 5.31 3 .2 5 6 ----- ----- ----- ----- ----- ----- ----- 5.26 0.22 9.83 80.54 5.80 5.25 ----- ----- 0.50 ----- ----- ----- ----- 5.75 0.23 7.38 80.57 << 6.18 5.22 ----- ----- 0.93 ----- ----- ----- 6.15 << 0.25 4.92 80.57 6.18 5.22 ----- ----- 0.93 ----- ----- ----- ----- 6.15 0.27 2.46 80.54 5.85 5.25 ----- ----- 0.56 ----- ----- ----- ----- 5.81 0.28 0.00 80.49 5.35 5.28 ----- -- ----- ----- ----- ----- ----- 5.28 0.30 0.00 80.42 5.24 5.21 ----- -- ----- ----- ----- ----- ----- 5.21 0.32 0.00 80.36 5.14 5.14 ----- ----- ----- ----- ----- ----- ----- 5.14 0.33 0.00 80.30 5.06 5.06 ----- ----- ----- ----- ----- ----- ----- 5.06 0.35 0.00 80.24 5.03 4.99 ----- ----- ----- ----- ----- - ----- 4.99 0.37 0.00 80.18 4.97 4.92 ----- ----- ----- ----- ----- ----- -- - 4.92 0.38 0.00 80.12 4.86 4,85 ----- ----- ----- ----- ----- ----- ----- 4.85 0.40 0.00 80.06 4.77 4.77 ----- ----- ----- ----- ----- ----- ---- 4.77 0.42 0.00 80.00 4.69 4.69 ----- ----- ----- ----- ----- ----- ----- 4.69 0.43 0.00 79.93 4.66 4.61 ----- ----- ----- ----- ----- ----- ---- 4.61 0.45 0.00 79.87 4.59 4.54 ----- ----- ----- ----- ----- ----- ----- 4.54 0.47 0.00 79.81 4.47 4.47 ----- ----- ----- ----- ----- ----- ----- 4.47 0.48 0.00 79.75 4.38 4.38 ----- ----- ----- ----- ----- ----- ---- 4.38 0.50 0.00 79.68 4.30 4.29 ----- ----- ----- ----- ----- ----- ---- 4.29 0.52 0.00 79.63 4.28 4.21 ----- ----- ----- ----- ----- ----- --- 4.21 0.53 0.00 79.57 4.21 4.13 ----- ----- ----- ----- ----- ----- ----- 4.13 0.55 0.00 79.51 4.10 4.06 --=-- ----- ----- ----- ----- ----- ----- 4.06 0.57 0.00 79.45 4.00 3.98 ----- ----- ----- ----- ----- ----- ----- 3.98 0.58 0.00 79.40 3.90 3.90 ----- ----- ----- ----- ----- ----- ----- 3r90 0.60 0.00 79.35 3.81 3.81 ----- ----- ----- ----- ----- ----- ---- 3.81 0.62 0.00 79.29 3.74 3.73 ----- ----- ----- ----- ----- - - ----- 3.73 0.63 0.00 79.24 3.71 3.66 ----- ----- ----- ----- ----- ----- -- 3.66 0.65 0.00 79.19 3.67 3.58 ----- ----- ----- ----- ----- 3.58 Continues on next page... Hydrograph eport Pagel Hydfaflow Hydrographs by Intellsolve Hyd. No. 3 POND ROUTING Hydrograph type = Reservoir Peak discharge = 14.07 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND 1 Max. Elevation = 81.06 ft Max. Storage = 0.320 acft Storage Indication method used. Outflow hydrograph volume ® 0.470 =A Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs it cfs cfs cis cfs cis cfs cfs cfs cfs cfs 0.03 16.04 78.07 0.92 0.89 ---- ----- ----- ---- - -- - . , ----- 0.89 0.05 24.06 78.37 1.96 1.90 ----; ----- ----- ----- ----- -_-.` ----- 1.90 0.07 32.09 70.79 2.93 2.93 - ----- ----- ----- ---- =- = -- 2.93 0.08 40.11 << 79.28 3.73 3.71 - - - - -- ----- 3.71 0.10 38.77 79.78 4.40 4.40 - - - - 4.40 0.12 33.42 80.16 4.95 4.90 -- - ----- ----- ----- ---- - ;-= ----- 4.90 0.13 30.08 80.48 5.35 5.28 - - - -- 5.28 0.15 26.74 80.75 9.56 4.32 ---- ----- 5.25 ----- ---- 9.56 0.17 23.40 80.92 13.14 2.32 ---- ---- - -- ----- 10 83 - - --- < --- -. - 13.14 0.18 20.05 81.01 13.85 1.73 ----- ----- 12.12 ----- ----- ----- - -- 13.85 0.20 16.71 81.05 14.03 1.60 - ----- 12.43 ----- ----- - - .. ----- 14.03 0.22 13.37 81.06 << 14.07 1.67 --- ----- 12.50 ----- ----- -=-- --=-- 14.07 « 0.23 10.03 81.04 13.98 1.64 --- --- 12.34 - --- 13.98 0.25 6.68 80.99 13,70 1.85 -- : ----- 11.85 ---- ---- -- 13.70 0.27 3.34 80.89 12.73 2.60 - ---- 10.13 ----- ---- --- - 12.73 0.28 0.00 80.77 10.03 4.15 ----- ----- 5,88 ----- ----- - ---- 10.03 0.30 0.00 80.66 7.67 4.91 ----- ----- 2,76 - - ----- ----= ----- 7.67 0.32 0.00 80.57 6.22 5.21 ----- ----- 0.98 ----- ----- ---- ---- 6.19 0.33 0.00 80.50 5.40 5.29 ----- ----- 0.04 ----- ----- -.---- ----- 5.33 0.36 0.00 80.44 5.26 5.23 --- ----- ----- ----- ----- - -- -z--- 5.23 0.37 0.00 80.37 5.16 5.16 -- - -- = - - 5.16 0.38 0.00 80.31 5.67 5.07 -_- ----- ----- ----- ---- - -- - - 5.07 0.40 0.00 80.25 5.04 5.00 ----- -- ----- ----- ----- -- - 5.00 0.42 0.00 80:19 4.99 4.93 ----- ------ ----- ----- ----- - --: ----- 4.93 0.43 0.00 80.13 4.89 4.87 ----- ----- ----- ----- ---- ----- 4.87 0.45 0.00 80.07 4.79 4.79 ----- ----- ----- ----- ---- - - - - 4.79 0.47 0.00 80.01 4.71 4.71 ----- . ----- ----= ---- -- - - - > - - 4.71 0.48 0.00 79,95 4.67 4.63 - - - 4.63 0.50 0.00 79.88 4.62 4.55 ----- ----- ..... ----- ----- ....... ----- 4.55 0.52 0.00 79.82 4.50 4.48 =--- ----- --=-- 0.53 0.00 79.76 4.40 4.40 -- - . ----- ----- ----- ----- ----- .. 4.40 0.55 0.00 79.70 4.31 4.31 ----- ---- - -- I- - ----- 4.31 0.57 0.00 79.64 4.28 4.23 ----- ----- ----- ----- ----- --- .- ----- 4.23 0.58 0.00 79.08 4.23 4.15 --- -- ----- ----- ----- ---- -- - ----- 4.151 0.60 0.00 79.52 4.12 4.08 - -- - - ----- ---- - - - -- - -- 4.08 0.62 0.00 79.47 4.02 4.00 - - -- - ----- ---- ----- : - 4.00 0.63 0.00 79.41 3.92- 3.92 ----- ----- ----- ----- ----- ----- ----- 3.92 0.65 0.00 79.36 3.83 3.83 =---- ----- ----- ----- ----- ----- ----- 3.83 Continues on next page... Reservoir Report Page 1 Reservoir No. 1 - pondA Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acts) 0.00 77.60 00 0 0 0.40 78.00 3,365 0 0 1.40 79.00 3,985 0 0 2.40 80.00 4,629 0 0 3.40 81.00 5,130 0 0 4.40 82.00 8,342 0 0 4.90 82.50 9,230 0 t Culvert / Orifice Structures Weir Structures [A] IB] [C] [D] [A] '[Bl [c] [D] Rise in = 18.0 12.0 0.0 0.0 Crest Len ft = 12.57 0.00 0.00 0.00 Span in = 18.0 12.0 0.0 0.0 Crest El. ft = 80.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. ft = 77.40 77.60 0.00 0.00 Weir Type = Riser -- --- Length ft = 22.0 0.0 0.0 0.0 Multi -Stage = Yes No No No Slope % = 7.27 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coe". = 0.60 0.60 0.00 0.00 Multi -Stage = n/a Yes No No Exfiltration Rate = 0.00 inthr/sgft Tailwater Elev. = 0.00 It / StageStorage /Discharge Table Note: All outflow have been analyzed und., inlet end outlet control. Stage Storage Elevation CIv A Clv B Civ C Clv D wr A Wr B Wr C Wr D Exfil Total ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 77.60 0.00 0.00 - - 0.00 - - - - 0.00 0.40 0 78.00 0.64 0.64 - --- 0.00 - - - - 0.64 1.40 0 79.00 3.30 3.30 -- - 0.00 - - - - 3.30 2.40 0 80.00 4.70 4.69 -- - 0.00 4.69 3.40 0 81.00 13.80 1.78 -- - 12.02 - - - 13.79 4.40 0 82.00 16.66 0.50 - - 16.13 -- - - - 16.63 4.90 1 82.50 17.73 0.36 - - 17.31 -- - - --- 17.66 1 - Rational - 2 Yr - Op =19.64 cfs 20 15 10 C3 5 /_0 0.0 1.S 3.6 5.4 7.2 9.0 10.5 12.6 14.4 16.2 18.0 Time (ruin) Hyd-1 2 YR PRE INFLOW 3 - Reservoir -2 Yr - Qp = 4.70 ds 26 20 l�n 1 a 10 0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 Time (lips) Hyd. 2 f Hyd. 3 2 YR P05T HYDROGRAPH 3 - Reservoir -10Yr-Qp=6.16 cfs 30 26 20 U1 � 16 10 5 p 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 Time (lips) / Hyd- 2 f Hyd. 3 10 YR POST HYDIROG`APH 3 - Reservoir - 100 Yr - Qp = 14.07cfs 60 40 I 30 24 I� 0 0.0 11.5 23.6 35.4 47.2 59-0 70.8 82.6 94.4 106.2118.0 Tirne (min) Hyd. 2' Hyd. 3 100 YR P05T HYDROGRAPH STAGE - STORAGE POND 1 5 3 W a, 6 2 0 0.0 0.1 0.2 0.9 0.4 0.5 0.6 Storage (aeft) N zcc t 0 Uj Uj Z CD z W CQ o co In 0 CQ It 1 Co m rn Z � x I �CQ to C\j (� 0 to to � E-r r&4 � P � m tv o i w F, A LMARK D. SMITH No.022837 64 SIGNAL 00 l� H W^ Qi O H E-1 v .I O DATE: 9/03 SCALE: N/A DESIGNED BY: CDR FILE NO. 2048 SHEET 7 OF 7 fill VICINITY MAP Vl. All work on this project shall conform to the latest editions of the Virginia Department of 1. Methods and materials used in the construction of the improvements herein shall conform to the current Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and County construction standards and specifications and/or current VDOT standards and specifications. Sediment Control Regulations and any other state, federal or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall be 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, govern. must be provided prior to issuance of the site development permit. The approval of these plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Control Handbook. Health Administration and VOSH Rules and Regulations. 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall (VDOT) and Frederick County prior to construction in existing State right-of-way. be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and Bridge Specifications, Section 104.04-C. required under State law. 5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will be held 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 utility company. It is with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation the sole responsibility of the developer to locate and identify utility facilities or items, which may (VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be be in conflict with the proposed construction activity. VDOT approval of these plans does not responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to relieve the developer of this responsibility. Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. V5. Design features relating to field construction, regulations, and control or safety of traffic may 6. An approved set of plans and all applicable permits must be available at the construction site. Also, a be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of representative of the developer must be available at all times. any field revision will be the responsibility of the developer. 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged embankment. and held by the engineer and/or developer with the attendance of the contractor, various County 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California agencies, utility companies and VDOT prior to initiation of work. Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for for actual determination of required pavement thickness prior to placement. All final pavement and base any undetermined length of time. VDOT will also require 48 hours notice for any inspection. course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the support values of the soils in the subgrade. Final pavement design shall be submitted during construction adjacent public roadway through construction and maintenance of a construction entrance in accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, and prior to placement. access to other properties affected by this project shall be maintained through construction. The ' Developer shall have, within the limits of the project, an employee certified by the Department of 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediately after each rainfall, 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the end of construction. one litter receptacle shall be provided at the construction site. V11. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free V12. Any unusual subsurface conditions encountered during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity condition at all times. until an adequate design can be determined by the engineer and approved by VDOT. 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut representative prior to placement ,and fill. Where CBR testing is required, a VDOT representative sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current are submitted to private laboratories for testing, the samples shall be clearly identified and labeled standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method utility verification and the proposed construction. A, within plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified 17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A result of his construction project within or contiguous to the existing right-of-way. copy of all tests shall be submitted to VDOT prior to final VDOT approval. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or, site further where determined necessary by VDOT Inspector. development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall 19. The developer will be responsible for the relocation of any utilities which is required as a result of his meet VDOT minimum design standards and is the responsibility of the developer. project. The relocation should be done prior to construction. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected markings must be installed by the developer or at VDOT's discretion, by VDOT on an account in accordance with state law. In the event gravesites are discovered during construction, the owner and receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The engineer must be notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering VDOT's approved list. A copy of this list may be obtained from the District Material Section. at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. Contact the local VDOT Residency Office with any questions regarding sign material and placement. 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard V18. The developer must provide to the local VDOT office a list of all material sources prior. to proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered construction. Copies of all invoices for materials within any dedicated street right-of-way must be provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices professional engineer and results submitted to Frederick County prior to pavement construction. If a may be obscured. geotechnical report has been prepared, it should supersede the requirements in this note. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating spreader. Density will be determined using the density control strip as specified in VDOT's Road and or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these of excavation or demolition. Names and telephone numbers of the and operators underground utility lines tests. A certified copy of the test results shall be provided to the Residency Office. In additions to in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. 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. V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road UTILITY CONTACTS and Bridge Specifications -Section 315. Density will be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. Winchester, VA. 22604 Winchester, VA 22604 (540) 868-1061 (540) 869-1111 Power: Allegheny Power P.O. Box 1458 Hagerstown, MD 21741 1-800-654-3317 i i n Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301) 954-6282 MISS UTILITY 1-800-257-7777 WEEKDAY 560 CHURCH 9.11 PER 1000 5F. 21,160 5F. / 1000 = 21.16 21.16 f 9.11 = 198.2 3 VPD SUND AY 560 CHURCH 36.63 PER 1000 S.F. 21,160 5F. / 1000 = 21.16 21.16 t 36.&3 = 191.01 VPD EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR PROPOSED CONTOUR EXISTING EDGE OF PAVEMENT - PROPOSED EDGE OF PAVEMENT EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER - 33 __.,__...___--- 330 40 - rRur r-Ir EX C&G PROP C&G CG-6 CG-6R TRANSITION FROM CG-6 TO CG-6R EXISTING TELEPHONE LINE PROPOSED TELEPHONE LINE T T EX. 15" RCP EXISTING STORM SEWER H PROP. 15" RCP PROPOSED STORM SEWER '" EXISTING SANITARY SEWER PROPOSED SANITARY SEWER EXISTING ELECTRIC SERVICE PROPOSED ELECTRIC SERVICE EXISTING GAS LINE -- PROPOSED GAS LINE PROPERTY LINE FLOW LINE ...- ...� ...-...� ...- ...� FENCELINE -X---��-- EXISTING POWER POLE EXISTING TELEPHONE POLE EXISTING WATERLINE W/ TEE W IT! PROPOSED WATERLINE W/ TEE ' T' W w w+ EXISTING FIRE HYDRANT IX�I EXISTING WATER VALVE PROPOSED WATER METER EXISTING REDUCER PROPOSED REDUCER STOP SIGN HANDICAP RAMP (CG-12) DENOTES LOCATION OF STD VDOT CC-12 AND OR JURISDICTIONAL STANDARD AMP CONSTRUCTION PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION HANDICAP PARKING VEHICLES PER DAY COUNT PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN PROPOSED SANITARY LATERAL CLEANOUT SANITARY MANHOLE INDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER EASEMENT LINE CENTERLINE EXISTING SPOT ELEVATION PROPOSED SPOT ELEVATION EXISTING TREE DRIP LINE EXISTING TREE PROPOSED TREE m 12.0 + 7153 15" OAK 15" PINE OAK COVER SHEET SHEET I OF 1 DEMOLITION PLAN SHEET 2 OF 1 EROSION CONTROL PLAN SHEET 3 OF 1 GRADING PLAN SHEET 4 OF 1 SITE PLAN SHEET 5 OF 1 ER05ION CONTROL DETAILS SHEET 6 OF 1 SWM COMPUTATIONS 4 DETAILS SHEET 1 OF 1 INDIAN HOLLOW g SCHOOL LIS. Rocrr� $® SITE SCALE 1"=_ 2000 HAYFIELD U S. ROUT_�� foFiZiA VA FA STREET ADDRESS 5118 NORTHWESTERN PIKE V LIU UI GORE, VA 22631 MAGISTERIAL DISTRICT GAINES50RO PARCEL IDENTIFICATION NO. 39-((A))-36 4 36A LOT AREA 3.053 AC DISTURBED AREA 2.10 AC CURRENT ZONING RA CURRENT USE RELIGIOUS PROPOSED USE RELIGIOUS SETBACKS - BUILDING: FRONT: 60' (PROP 118') SIDE: 50' d 100' (PROP 50' 8 45') REAR: 50' (PROP 50') BUILDING HEIGHT: MAXIMUM 35' (PROP 30') SIGNS: NONE PROPOSED OUTDOOR LIGHTING: BUILDING MOUNTED OUTDOOR STORAGE: NONE PROPOSED F.A.R. CALCULATIONS LOT AREA = 3.053 AC. - 132,986.68 5R EX16TING I STORY CHURCH. = 2,880 5F. W/BASEMENT = 2,880 5F. PROPOSED ADDITION = 0,000 S.F. (FIRST FLOOR) SECOND FLOOR=1000 S.F. BASEMENT = 6,400 SF. TOTAL = 21,160 S.F. EXISTING 1 STORY HOUSE = 1,960 S.F. EXISTING PAVILLION = 1,980 S.F. TOTAL = 25,680 S.F. 25,680 / 132,988.68 = OA1 (F.A.R.) LANDSCAPING CALCULATIONS 1 TREE PER 40' PARKING PERIMETER PARKING PERIMETER = 840' 2,55 / 40 = 21 TREES REQ. TOTAL TREES PROVIDED = 21 CHAP RUN tt PARKING CALCULATIONS REQUIRED: I SPACE. FOR EACH 3 SEATS EX SEATING = 160(TO 5E CONVERTED TO AUXILARY HALL) PHASE 1 CALCULATIONS PROP SEATING = 250 TOTAL = 250 250 / 3 = 84 SPACES REQUIRED EX SPACES = 15 SPACES REMOVED = -15 PROP SPACES = 86 TOTAL SPACES = 66 ( INCLUDES 6 H.G.) PHASE 2 CALCULATIONS PROP SEATING = 350 TOTAL = 350 350 / 3 = 111 SPACES REQUIRED EX SPACES = 15 SPACES REMOVED = 15 PROP SPACES = 130 TOTAL SPACES = 130 ( INCLUDES 6 N.G.) HANDICAP PARKING 101-150 SPACES = 5 HANDICAP SPACES REQ. TOTAL SPACES PROVIDED = 6 NOTES: 1. THE BUILDING WILL BE BUILT LARGE ENOUGH TO HANDLE THE PHASE 2, ADDITIONAL 100 SEATS. THIS WILL REQUIRE INTERIOR SEATING ADDITIONS ONLY! 2. THIS SITE IS ON WELL & SEPTIC. NO FIRE HYDRANTS ARE EXISTING OR REQUIRED. MARK D. SMITH 9 No.002009 , _ PROFESSIONAL SEAL & SIGNATURE THESE PLANS ARE IN CONFORMANCE WITH COUNTY OF FREDERICK STANDARDS AND ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION. CD PER SHEET Ise e N 'n co 0 � r N a I Cb N e c - 0 cD rn J �' I I �N -> _ 'f) r- �� co r 1� c 0It Qu7 I� C 0 x Z< rn cn m L L_ 0 0 0 T c C W & L> aD c :3 w Cn c 0 Z O U Z 0 -1d In I-- O W C) w > w rr) W 0 I- I -I Q �4_ O P 10 Name: ProKKtHAYFIELD ASSEMBLY OF GOD Owner: Address, Including Zip Code & Telephone No. 5110 NORTHWESTERN PIKE HAYFIELD ASSEt IBLY OF GOD CHURCH GORE, VIRGINIA 2263i 540-0i-1-1443 Developer: Address, Including Zip Code & Telephone No. 5118 NORTHWESTERN PIKE HAYFIELD A55EM5LY OF GOD CHURCH GORE, VIRGINIA 22631 540-511-1443 Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 151 WINDY HILL LANE GREENWAT ENGINEERING WINCHESTER, VA. 22602 540-662 -4105 APPROVAL DATE: 9/03 > Z U U Q LU 1t_ U d) n ff 0 CQ LIJ Z 4 0 6G,4L-E : N/A DESIGNED E3'T': ZONING ADMINISTRATOR DATE CDR * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL * F.C.S.A. APPROVAL VALID FOR (2) TWO YEARS FROM DATE OF APPROVAL SHEET I OF I P.